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HomeMy WebLinkAboutAppendix K - Traffic Analysis Report OLEANDER & SANTA ANA WAREHOUSES (PAM22-013) TRAFFIC ANALYSIS Reference Number Agency Date February 22, 2023 City of Fontana 14581-03 TA Report REV PREPARED BY: Charlene So | cso@urbanxroads.com Connor Paquin | cpaquin@urbanxroads.com Aric Evatt | aevatt@urbanxroads.com 14581-03 TA Report REV 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 .................................................................................................................................................................. 6 1.6 Recommendations .................................................................................................................................................... 9 1.7 Vehicle Miles Traveled (VMT) Analysis .......................................................................................................... 12 1.8 Truck Access ............................................................................................................................................................. 15 2 Methodologies ........................................................................................................................................ 19 2.1 Level of Service ........................................................................................................................................................ 19 2.2 Intersection Capacity Analysis ........................................................................................................................... 19 2.3 Traffic Signal Warrant Analysis Methodology ............................................................................................ 21 2.4 Off-Ramp Queuing Analysis .............................................................................................................................. 22 2.5 Minimum Acceptable Levels of Service (LOS) ............................................................................................ 23 2.6 Deficiency Criteria .................................................................................................................................................. 23 3 Area Conditions ...................................................................................................................................... 25 3.1 Existing Circulation Network ............................................................................................................................. 25 3.2 General Plan Circulation Elements .................................................................................................................. 25 3.3 Bicycle & Pedestrian Facilities ............................................................................................................................ 29 3.4 Transit Service .......................................................................................................................................................... 29 3.5 Existing Traffic Counts .......................................................................................................................................... 29 3.6 Existing (2022) Intersection Operations Analysis ..................................................................................... 34 3.7 Existing (2022) Traffic Signal Warrants Analysis ....................................................................................... 35 3.8 Existing (2022) Off-Ramp Queuing Analysis .............................................................................................. 35 4 Projected Future Traffic ......................................................................................................................... 37 4.1 Project Trip Generation ....................................................................................................................................... 37 4.2 Project Trip Distribution ...................................................................................................................................... 42 4.3 Modal Split ................................................................................................................................................................. 42 4.4 Project Trip Assignment ....................................................................................................................................... 46 4.5 Background Traffic ................................................................................................................................................. 46 4.6 Cumulative Development Traffic ..................................................................................................................... 46 4.7 Near-Term Traffic Conditions ........................................................................................................................... 53 4.8 Horizon Year (2040) Volume Development ............................................................................................... 53 5 Opening Year Cumulative (2025) Traffic Conditions .......................................................................... 55 14581-03 TA Report REV iii 5.1 Roadway Improvements ..................................................................................................................................... 55 5.2 Opening Year Cumulative (2025) Without Project Traffic Volume Forecasts ............................. 55 5.3 Opening Year Cumulative (2025) With Project Traffic Volume Forecasts .................................... 55 5.4 Intersection Operations Analysis ..................................................................................................................... 58 5.5 Traffic Signal Warrants Analysis ....................................................................................................................... 59 5.6 Off-Ramp Queuing Analysis .............................................................................................................................. 59 5.7 Deficiencies and Improvements ....................................................................................................................... 59 6 Horizon Year (2040) Traffic Conditions ................................................................................................ 61 6.1 Roadway Improvements ..................................................................................................................................... 61 6.2 Horizon Year (2040) Without Project Traffic Volume Forecasts ....................................................... 61 6.3 Horizon Year (2040) With Project Traffic Volume Forecasts .............................................................. 61 6.4 Intersection Operations Analysis ..................................................................................................................... 64 6.5 Traffic Signal Warrants Analysis ....................................................................................................................... 64 6.7 Off-Ramp Queuing Analysis .............................................................................................................................. 65 6.8 Deficiencies and Improvements ....................................................................................................................... 66 7 Local and Regional Funding Mechanisms ........................................................................................... 67 7.1 Measure “I” Funds ................................................................................................................................................... 67 7.2 City of Fontana Development Impact Fee (DIF) ........................................................................................ 67 8 Vehicle Miles Traveled ........................................................................................................................... 69 8.1 Project Screening .................................................................................................................................................... 69 8.2 VMT Analysis............................................................................................................................................................. 71 8.3 VMT Reduction Strategies .................................................................................................................................. 73 8.4 Conclusion ................................................................................................................................................................. 73 9 References ............................................................................................................................................... 75 14581-03 TA Report REV 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 Off-Ramp Queuing Analysis Worksheets Appendix 4.1: Post Processing Worksheets Appendix 5.1: Opening Year Cumulative (2025) Without Project Conditions Intersection Operations Analysis Worksheets Appendix 5.2: Opening Year Cumulative (2025) With Project Conditions Intersection Operations Analysis Worksheets Appendix 5.3: Opening Year Cumulative (2025) With Project Conditions Traffic Signal Warrant Analysis Worksheets Appendix 5.4: Opening Year Cumulative (2025) Without Project Conditions Off-Ramp Queuing Analysis Worksheets Appendix 5.5: Opening Year Cumulative (2025) With Project Conditions Off-Ramp Queuing Analysis Worksheets Appendix 5.6: Opening Year Cumulative (2025) With Project Conditions Intersection Operations Analysis With Improvements Worksheets Appendix 6.1: Horizon Year (2040) Without Project Conditions Intersection Operations Analysis Worksheets Appendix 6.2: Horizon Year (2040) With Project Conditions Intersection Operations Analysis Worksheets Appendix 6.3: Horizon Year (2040) With Project Conditions Traffic Signal Warrant Analysis Worksheets Appendix 6.4: Horizon Year (2040) Without Project Conditions Off-Ramp Queuing Analysis Worksheets Appendix 6.5: Horizon Year (2040) With Project Conditions Off-Ramp Queuing Analysis Worksheets Appendix 6.6: Horizon Year (2040) With Project Conditions Intersection Operations Analysis With Improvements Worksheets Appendix 8.1: VMT Memo 14581-03 TA Report REV 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 3) ........................................................................................................... 16 Exhibit 1-5: Truck Access (Page 2 of 3) ........................................................................................................... 17 Exhibit 1-5: Truck Access (Page 3 of 3) ........................................................................................................... 18 Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls (Page 1 of 2) ...................... 26 Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls (Page 2 of 2) ...................... 27 Exhibit 3-2: City of Fontana Hierarchy of Streets ......................................................................................... 28 Exhibit 3-3: City of Fontana Bicycle Facilities ................................................................................................ 30 Exhibit 3-4: Existing Pedestrian Facilities ...................................................................................................... 31 Exhibit 3-5: Existing Transit Routes ................................................................................................................ 32 Exhibit 3-6: Existing (2022) Traffic Volumes (Actual Vehicles) .................................................................... 33 Exhibit 4-1: Project (Passenger Car) Trip Distribution ................................................................................. 43 Exhibit 4-2: Project (Trucks) Trip Distribution ............................................................................................... 44 Exhibit 4-3: Parcel A Trip Distribution ............................................................................................................ 45 Exhibit 4-4: Project Only Traffic volumes (Actual Vehicles) ......................................................................... 47 Exhibit 4-5: Parcel A Only Traffic volumes (Actual Vehicles) ....................................................................... 48 Exhibit 4-6: Cumulative Development Location Map .................................................................................. 49 Exhibit 4-7: Cumulative Only Traffic Volumes (Actual Vehicles) ................................................................. 50 Exhibit 5-1: Opening Year Cumulative (2025) Without Project Traffic Volumes (Actual Vehicles) ......... 56 Exhibit 5-2: Opening Year Cumulative (2025) With Project Traffic Volumes (Actual Vehicles) ............... 57 Exhibit 6-1: Horizon Year (2040) Without Project Traffic Volumes (Actual Vehicles) ............................... 62 Exhibit 6-2: Horizon Year (2040) With Project Traffic Volumes (Actual Vehicles) ..................................... 63 14581-03 TA Report REV 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 ....................................... 13 Table 2-1: Signalized Intersection LOS Thresholds ...................................................................................... 20 Table 2-2: Unsignalized Intersection LOS Thresholds ................................................................................. 21 Table 2-3: Traffic Signal Warrant Analysis Locations ................................................................................... 22 Table 2-4: Thresholds of Significant Impact .................................................................................................. 23 Table 3-1: Intersection Analysis for Existing (2022) Conditions ................................................................. 34 Table 3-2: Peak Hour Freeway Off-Ramp Queuing Summary for Existing (2022) Conditions ............... 35 Table 4-1: Project Trip Generation Rates ...................................................................................................... 38 Table 4-2: Project Trip Generation Summary (Actual Vehicles).................................................................. 39 Table 4-3: Project Trip Generation Summary (PCE) ..................................................................................... 40 Table 4-4: Parcel A Trip Generation Rates .................................................................................................... 41 Table 4-5: Parcel A Trip Generation summary ............................................................................................. 42 Table 4-6: Cumulative Development land use Summary ........................................................................... 51 Table 5-1: Intersection Analysis for Opening Year Cumulative (2025) Conditions .................................. 58 Table 5-2: Peak Hour Freeway Off-Ramp Queuing Summary for Opening Year Cumulative (2025) Conditions ......................................................................................................................................................... 59 Table 5-3: Opening Year Cumulative (2025) Conditions Intersection Operations Analysis With Improvements .................................................................................................................................................. 60 Table 6-1: Intersection Analysis for Horizon Year (2040) Conditions ........................................................ 65 Table 6-2: Peak Hour Freeway Off-Ramp Queuing Summary for Horizon Year (2040) Conditions ...... 65 Table 6-3: Horizon Year (2040) Conditions Intersection Operations Analysis With Improvements ..... 66 Table 8-1: Employment Estimates ............................................................... 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Table 8-2: Project VMT per employee ............................................................................................................ 73 Table 8-3: Project VMT per Employee Comparison ..................................................................................... 73 14581-03 TA Report REV 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 FAR Floor-to-Area Ratio HCM Highway Capacity Manual ITE Institute of Transportation Engineers LOS Level of Service NCHRP National Cooperative Highway Research Program OPR Office of Planning and Research PCE Passenger Car Equivalent PHF Peak Hour Factor Project North Fontana Industrial Complex (Acacia) SBTAM San Bernardino Transportation Analysis Model SCAG Southern California Association of Governments SED Socio-economic Data TA Traffic Analysis TAZ Traffic Analysis Zone TDM Transportation Demand Management TPA Transit Priority Area V/C Volume to Capacity VMT Vehicle Miles Traveled 14581-03 TA Report REV viii This page intentionally left blank. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 1 1 INTRODUCTION This report presents the results of the Traffic Analysis (TA) for the proposed Oleander & Santa Ana Warehouses development (“Project”), which is located north of Santa Ana Avenue and on either side of Oleander Avenue as well as the northeast corner of Citrus Avenue at Santa Ana 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) (Technical Advisory) (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 (City Guidelines) (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, however, was not found to meet any of the VMT screening criteria. As such, a project-level VMT analysis has been prepared to assess the Project’s potential impact to VMT. For additional details, see Section 8 Vehicle Miles Traveled. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 2 EXHIBIT 1-1: LOCATION MAP Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 3 1.1.2 LEVEL OF SERVICE (LOS) ANALYSIS The Project is to construct the following improvements as design features in conjunction with development of the site: • Project to modify the curb and gutter along Citrus Avenue to accommodate site access points (Driveway 1). Existing sidewalks and crosswalks connect the proposed Project with the surrounding pedestrian facilities. • Project to modify the curb and gutter along Santa Ana Avenue to accommodate site access points (Driveways 2, 3, and 6). Existing sidewalks and crosswalks connect the proposed Project with the surrounding pedestrian facilities. Project to stripe a two-way left-turn lane on Santa Ana Avenue, along the Project’s frontage (from Citrus Avenue to the eastern Project boundary). • Project to construct Oleander Avenue at its ultimate full-width section as a Collector Street (80-foot right- of-way) from the Project’s northern boundary to Santa Ana Street consistent with the City of Fontana guidelines. Existing sidewalks and crosswalks should connect the proposed Project with the surrounding pedestrian facilities. 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 is to consist of the development of 540,849 square feet of warehouse use between 3 warehouse buildings: • Warehouse building 1: 151,618 square feet • Warehouse building 2: 196,336 square feet • Warehouse building 3: 192,895 square feet It is anticipated to have an Opening Year of 2025. 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 Citrus Avenue via one driveway, Santa Ana Avenue via three driveways, and Oleander Avenue via two driveways. Driveways 1 and 4 will provide access for both passenger cars and trucks, while Driveways 2, 3, 5, and 6 will provide access for passenger cars only. Regional access to the Project site is available from the I-10 Freeway via Citrus Avenue. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 4 EXHIBIT 1-2: PRELIMINARY SITE PLAN Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 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 Warehousing (ITE Land Use Code 150) land use category. (3) The Project is anticipated to generate a total of 928 two-way trips per day with 88 AM peak hour trips and 99 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. Although not part of the Project, the 5.03-acre parcel (Parcel A) located between Building 1 and Building 2 has been evaluated as part of this traffic study with the proposed zoning and land use changes, and assumes the development of up to 131,464 square feet of general light industrial use (based on a maximum 0.60 floor-to-area ratio (FAR) for the 5.03-acre parcel). This underlying land use evaluation has been conducted for Horizon Year (2040) With Project traffic conditions only. Parcel A is shown on Exhibit 1-2. 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 • Opening Year Cumulative (2025) Without Project • Opening Year Cumulative (2025) With Project • Horizon Year (2040) Without Project • Horizon Year (2040) 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 OPENING YEAR CUMULATIVE (2025) CONDITIONS The Opening Year Cumulative (2025) 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 6.12% is included for Opening Year Cumulative (2025) traffic conditions (2 percent per year compounded annually over 3 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. 1.3.3 HORIZON YEAR (2040) CONDITIONS Traffic projections for Horizon Year (2040) with Project conditions were derived from the San Bernardino Transportation Analysis Model (SBTAM). The Horizon Year (2040) conditions analysis will be utilized to determine if improvements funded through regional transportation fee programs, such as the City’s Development Impact Fee (DIF) program, or other approved funding mechanisms can accommodate the long-range cumulative traffic at the target LOS identified by the City of Fontana Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 6 (lead agency). Other improvements needed beyond the “funded” improvements (such as localized improvements to non-DIF facilities) are identified as such. This analysis scenario also evaluates the proposed land use changes to the 5.03-acre parcel (Parcel A) between Buildings 1 and 2. 1.4 STUDY AREA The 12 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 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 Opening Year Cumulative (2025) Traffic Conditions and Section 6 Horizon Year (2040) Traffic Conditions. A summary of LOS results for all analysis scenarios is presented in Table 1-2. #Intersection Jurisdiction CMP Facility? 1 Citrus Av. & I-10 WB Ramps Fontana No 2 Citrus Av. & I-10 EB Ramps Fontana No 3 Citrus Av. & Slover Av.Fontana No 4 Citrus Av. & Driveway 1 Fontana No 5 Citrus Av. & Santa Ana Av.Fontana No 6 Driveway 2 & Santa Ana Av.Fontana No 7 Driveway 3 & Santa Ana Av.Fontana No 8 Oleander Av. & Slover Av.Fontana No 9 Oleander Av. & Driveway 4 Fontana No 10 Oleander Av. & Driveway 5 Fontana No 11 Oleander Av. & Santa Ana Av.Fontana No 12 Driveway 6 & Santa Ana Av.Fontana No Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 7 EXHIBIT 1-3: STUDY AREA Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 8 TABLE 1-2: SUMMARY OF LOS 1.5.1 EXISTING (2022) CONDITIONS All of the study area intersections are currently operating at an acceptable LOS during the weekday AM and PM peak hours. 1.5.2 OPENING YEAR CUMULATIVE (2025) CONDITIONS The study area intersections are anticipated to continue operate at an acceptable LOS under Opening Year Cumulative (2025) Without Project and With Project traffic conditions, with the exception of the following intersections: • Citrus Avenue & I-10 Eastbound Ramps (#2) – LOS E AM peak hour only • Citrus Avenue & Slover Avenue (#3) – LOS E AM and PM peak hours 1.5.3 HORIZON YEAR (2040) CONDITIONS The study area intersections are anticipated to continue operate at an acceptable LOS under Horizon Year (2040) Without Project traffic conditions, with the exception of the following intersections: • Citrus Avenue & I-10 Eastbound Ramps (#2) – LOS E AM peak hour only • Citrus Avenue & Slover Avenue (#3) – LOS F AM and PM peak hours Although the addition of Project traffic is not anticipated to result in any new deficiencies, the intersection of Citrus Avenue and the I-10 Eastbound Ramps would operate at LOS F in the AM peak hour only. #Intersection AM PM AM PM AM PM AM PM AM PM 1 Citrus Av. & I-10 WB Ramps 2 Citrus Av. & I-10 EB Ramps 3 Citrus Av. & Slover Av. 4 Citrus Av. & Driveway 1 N/A N/A N/A N/A N/A N/A 5 Citrus Av. & Santa Ana Av. 6 Driveway 2 & Santa Ana Av.N/A N/A N/A N/A N/A N/A 7 Driveway 3 & Santa Ana Av.N/A N/A N/A N/A N/A N/A 8 Oleander Av. & Slover Av. 9 Oleander Av. & Driveway 4 N/A N/A N/A N/A N/A N/A 10 Oleander Av. & Driveway 5 N/A N/A N/A N/A N/A N/A 11 Oleander Av. & Santa Ana Av. 12 Driveway 6 & Santa Ana Av.N/A N/A N/A N/A N/A N/A = A - C = D - E = F Horizon Year (2040) With ProjectExisting Opening Year Cumulative (2025) Without Project Opening Year Cumulative (2025) With Project Horizon Year (2040) Without Project Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 9 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. Project to maintain the existing traffic control and lane geometrics at the intersection of Oleander Avenue & Santa Ana Avenue (#11). Recommendation 1 – Citrus Avenue & Driveway 1 (#4) – The following improvements are necessary to accommodate site access: • Project to install a stop control on the westbound approach (Project driveway). • Project to construct a westbound shared left-right turn lane (Project driveway). • Project to restripe to accommodate a southbound left turn lane on Citrus Avenue by restriping the two- way left turn painted median. Recommendation 2 – Citrus Avenue & Santa Ana Avenue (#5) – The following improvement is necessary to accommodate site access: • Project to restripe the southbound left turn lane to accommodate a minimum of 200-feet of storage. Recommendation 3 – Santa Ana Avenue & Driveway 2 (#6) – The following improvements are necessary to accommodate site access: • Project to install a stop control on the southbound approach (Project driveway). • Project to construct a southbound shared left-right turn lane (Project driveway). • Project to restripe to accommodate an eastbound left turn lane on Santa Ana Avenue via a two-way left- turn lane. Recommendation 4 – Santa Ana Avenue & Driveway 3 (#7) – The following improvements are necessary to accommodate site access: • Project to install a stop control on the southbound approach (Project driveway). • Project to construct a southbound shared left-right turn lane (Project driveway). • Project to restripe to accommodate an eastbound left turn lane on Santa Ana Avenue via a two-way left- turn lane. Recommendation 5 – Oleander Avenue & Driveway 4 (#9) – The following improvements are necessary to accommodate site access: • Project to install a stop control on the eastbound and westbound approaches (Project driveways). • Project to construct an eastbound shared left-through-right turn lane (Project driveway). • Project to construct a westbound shared left-through-right turn lane (Project driveway). • Project to restripe to accommodate a northbound left turn lane via a two-way left-turn lane. • Project to restripe to accommodate a southbound left turn lane via a two-way left-turn lane. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 10 EXHIBIT 1-4: SITE ACCESS RECOMMENDATIONS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 11 Recommendation 6 – Oleander Avenue & Driveway 5 (#10) – The following improvements are necessary to accommodate site access: • Project to install a stop control on the eastbound and westbound approaches (Project driveways). • Project to construct an eastbound shared left-through-right turn lane (Project driveway). • Project to construct a westbound shared left-through-right turn lane (Project driveway). • Project to restripe to accommodate a northbound left turn lane via a two-way left-turn lane. • Project to restripe to accommodate a southbound left turn lane via a two-way left-turn lane. Recommendation 7 – Santa Ana Avenue & Driveway 6 (#12) – The following improvements are necessary to accommodate site access: • Project to install a stop control on the southbound approach (Project driveway). • Project to construct a southbound shared left-right turn lane (Project driveway). • Project to restripe to accommodate an eastbound left turn lane on Santa Ana Avenue by restriping the two-way left turn painted median. Recommendation 8 – Citrus Avenue is a north-south oriented roadway located on the Project’s western boundary. The site adjacent roadway of Citrus Avenue is currently constructed to its ultimate cross-section General Plan and City of Fontana guidelines. In addition, sidewalk and curb-and-gutter improvements are in place along all Project fronting roadway. However, the Project will modify the curb and gutter to accommodate site access points (Driveway 1). Existing sidewalks and crosswalks connect the proposed Project with the surrounding pedestrian facilities. Recommendation 9 – Santa Ana Avenue is an east-west oriented roadway located on the Project’s southern boundary. The site adjacent roadway of Santa Ana Avenue is currently constructed to its ultimate cross-section General Plan and City of Fontana guidelines. In addition, sidewalk and curb- and-gutter improvements are in place along all Project fronting roadway. However, the Project will modify the curb and gutter improvements to accommodate site access points (Driveways 2, 3, and 6). Existing sidewalks and crosswalks connect the proposed Project with the surrounding pedestrian facilities. Project to restripe to accommodate a two-way left-turn lane on Santa Ana Avenue, along the Project’s frontage (from Citrus Avenue to the eastern Project boundary). Recommendation 10 – Oleander Avenue is a north-south oriented roadway located on the within the Project boundary. Project to construct Oleander Avenue at its ultimate full-width section as a Collector Street (80-foot right-of-way) from the Project’s northern boundary to Santa Ana Street consistent with the City of Fontana guidelines. Existing sidewalks and crosswalks should connect the proposed Project with the surrounding pedestrian facilities. 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. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 12 1.6.2 QUEUING ANALYSIS A queuing analysis has been performed for the Project driveways under Horizon Year (2040) With Project traffic conditions. Per the request of the City, the adjacent intersection of Citrus Avenue & Tyrol Drive has also been evaluated for peak hour queues to determine if there are potential conflicts with the back-to-back left turns with the adjacent Driveway 1, The traffic modeling and signal timing optimization software package SimTraffic has been utilized to assess the queues. SimTraffic is designed to model networks of signalized and unsignalized intersections, with the primary purpose of checking and fine-tuning signal operations. SimTraffic uses the input parameters from Synchro to generate random simulations. These random simulations generated by SimTraffic have been utilized to determine the 95th percentile queue lengths observed for each applicable turn lane. A SimTraffic simulation has been recorded up to 5 times, during the weekday AM and weekday PM peak hours, and has been seeded for 30-minute periods with 60-minute recording intervals. Queuing analysis worksheets for the weekday AM and PM peak hours are provided in Appendix 1.2 of this report. No site adjacent queues are anticipated with the proposed improvements. Based on the results of the queuing analysis, there are no anticipated queues for the northbound left turn at Citrus Avenue & Tyrol Drive and an 86-foot southbound left turn queue at Citrus Avenue & Driveway 1 are anticipated during the peak hours under Horizon Year (2040) With Project traffic conditions. It should be noted, based on the traffic counts collected at the intersection of Citrus Avenue & Tyrol Drive, there was one vehicle observed during the AM peak hour and no vehicles during the PM peak hour utilizing the northbound left turn lane. Additionally, the northbound left turn lane is uncontrolled (in other words, it is not controlled by a stop sign). Therefore, there no anticipated northbound left turn queues at Citrus Avenue & Tyrol Drive based on the 95th percentile queues, as simulated by the SimTraffic software. As such, there are no queuing conflicts anticipated under Horizon Year (2040) With Project traffic conditions for the northbound left turn at Citrus Avenue & Tyrol Drive and for the southbound left turn at Citrus Avenue & Driveway 1. 1.6.3 OFF-SITE RECOMMENDATIONS The recommended improvements needed to address the cumulative deficiencies identified under Existing (2022), Opening Year Cumulative (2025), and Horizon Year (2040) 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 consistent with the City’s available screening criteria. The Project is determined to have a potentially significant transportation impact. Since the future tenants are unknown at this time, implementation of the feasible Transportation Demand Management (TDM) measures discussed above cannot be guaranteed to reduce the Project generated VMT per employee; the Project’s VMT impact is considered significant and unavoidable. Detailed discussion can be found in Section 8 Vehicle Miles Traveled Analysis of this TA. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 13 TABLE 1-3: SUMMARY OF IMPROVEMENTS AND ROUGH ORDER OF MAGNITUDE COSTS 2025 With Project 2040 With Project Cost3,4 2 Citrus Av. & I-10 EB Ramps Caltrans Add EB right turn lane Same Fees Yes $0 --$0 Total:$0 $0 3 Citrus Av. & Slover Av.Fontana Add SB right turn lane Same Fees Yes $0 --$0 Modify the traffic signal to implement overlap phasing for the SB and WB right turn lanes Same Fees Yes $0 $0 Total:$0 $0 Total Cost for Improvements $0 $0 Total Project Fair Share Contribution to the City of Ontario (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 1.77 factor to adjust costs to 2022. 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 $0 #Intersection Location Jurisdiction Project Responsibility Improvements in DIF1,2 Project Fair Share Fair Share Cost5 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 14 This Page Intentionally Left Blank Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 15 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. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 16 EXHIBIT 1-5: TRUCK ACCESS (PAGE 1 OF 3) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 17 EXHIBIT 1-5: TRUCK ACCESS (PAGE 2 OF 3) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 18 EXHIBIT 1-5: TRUCK ACCESS (PAGE 3 OF 3) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 19 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. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 20 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. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 21 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. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 22 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 Opening Year Cumulative (2025) Traffic Conditions and Section 6 Horizon Year (2040) 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 Citrus 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. 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. #Intersection 4 Citrus Av. & Driveway 1 6 Driveway 2 & Santa Ana Av. 7 Driveway 3 & Santa Ana Av. 9 Oleander Av. & Driveway 4 10 Oleander Av. & Driveway 5 12 Driveway 6 & Santa Ana Av. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 23 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: THRESHOLDS OF SIGNIFICANT IMPACT 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. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 24 This Page Intentionally Left Blank Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 25 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 12 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 roadways within the City of Fontana are classified as a Major Highway: • Citrus Avenue, north of Slover Avenue • 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 roadway within the City of Fontana is classified as a Primary Highway: • 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, south of Slover Avenue Collector Streets are two-lane streets, providing one lane in each direction. The following study area roadway within the study area is classified as a Collector Street: • Oleander Avenue Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 26 EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS (PAGE 1 OF 2) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 27 EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS (PAGE 2 OF 2) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 28 EXHIBIT 3-2: CITY OF FONTANA HIERARCHY OF STREETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 29 3.3 BICYCLE & PEDESTRIAN FACILITIES The City of Fontana bike facilities are shown on Exhibit 3-3. Santa Ana Avenue and Citrus Avenue are proposed as Class II bike facilities (striped, on-street bike lanes). Portions of Santa Ana Avenue (east of Oleander Avenue) and Citrus Avenue (north of Santa Ana Avenue) are currently striped with Class II 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, Citrus Avenue, and Oleander Avenue. 3.4 TRANSIT SERVICE The study area is currently served by Omnitrans Transit Agency with bus services along parts of Citrus Avenue and Santa Ana Avenue. Routes 82 and 290 are the closest route that provides service along Santa Ana Avenue, north of the Project; however, there are currently no transit routes that provide service along Santa Ana Avenue that could potentially serve the Project site in the future. 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 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 11.32 = Leg Volume Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 30 EXHIBIT 3-3: CITY OF FONTANA BICYCLE FACILITIES Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 31 EXHIBIT 3-4: EXISTING PEDESTRIAN FACILITIES Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 32 EXHIBIT 3-5: EXISTING TRANSIT ROUTES Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 33 EXHIBIT 3-6: EXISTING (2022) TRAFFIC VOLUMES (ACTUAL VEHICLES) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 34 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 7.505 percent. As such, the above equation utilizing a factor of 11.32 estimates the ADT volumes on the study area roadway segments assuming a peak-to-daily relationship of approximately 7.505 percent (i.e., 1/0.0505 = 11.32) 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. The PCE volumes used for the peak hour operations analyses can be found in the applicable appendix with the intersection operations analysis worksheets. 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 all study area intersections are currently operating at an acceptable LOS during the peak hours. The intersection operations analysis worksheets are included in Appendix 3.2 of this TA. TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2022) CONDITIONS Level of Traffic Service #Intersection Control2 AM PM AM PM 1 Citrus Av. & I-10 WB Ramps TS 16.1 10.0 B B 2 Citrus Av. & I-10 EB Ramps TS 19.3 19.0 B B 3 Citrus Av. & Slover Av.TS 24.8 24.8 C C 4 Citrus Av. & Driveway 1 5 Citrus Av. & Santa Ana Av.TS 17.0 17.9 B B 6 Driveway 2 & Santa Ana Av. 7 Driveway 3 & Santa Ana Av. 8 Oleander Av. & Slover Av.TS 21.2 12.2 C B 9 Oleander Av. & Driveway 4 10 Oleander Av. & Driveway 5 11 Oleander Av. & Santa Ana Av.TS 18.0 16.0 B B 12 Driveway 6 & Santa Ana Av. * 1 2 TS = Traffic Signal 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 Future Intersection Future Intersection Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 35 3.7 EXISTING (2022) TRAFFIC SIGNAL WARRANTS ANALYSIS There are no existing unsignalized study area intersections. As such, traffic signal warrants analysis has not been conducted for Existing (2022) traffic conditions. 3.8 EXISTING (2022) OFF-RAMP QUEUING ANALYSIS A queuing analysis was performed for the off-ramps at the Citrus 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 3.3. TABLE 3-2: PEAK HOUR FREEWAY OFF-RAMP QUEUING SUMMARY FOR EXISTING (2022) CONDITIONS AM PM Citrus Av. & I-10 WB Ramps (#1)WBR 475 142 156 Yes Yes WBL 1,620 347 215 Yes Yes Citrus Av. & I-10 EB Ramps (#2)EBL 1,285 107 168 Yes Yes EBT/R 445 234 59 Yes Yes 1 StackingDistance isacceptable ifthe required stacking distanceis less than or equal tothe stacking distance provided.An additional15 feetof stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown on this table, where Intersection Movement Available Stacking Distance (Feet) 95th Percentile Queue (Feet)3 Acceptable? 1 AM Peak Hour PM Peak Hour Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 36 This page intentionally left blank Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 37 4 PROJECTED FUTURE TRAFFIC This section presents the traffic volumes estimated to be generated by the Project, as well as the Project’s trip assignment onto the study area roadway network. The Project is proposed to consist of 540,849 square feet of warehouse use between 3 warehouse buildings: • Warehouse building 1: 151,618 square feet • Warehouse building 2: 193,336 square feet • Warehouse building 3: 192,895 square feet Vehicular access will be provided via one driveway on Citrus Avenue, three driveways on Santa Ana Avenue, and two driveways on Oleander Avenue (all driveways are full access). Driveways 1 and 4 will provide access for both passenger cars and trucks, while Driveways 2, 3, 5, and 6 will provide access for passenger cars only. Regional access to the Project site is available from the I-10 Freeway via Citrus Avenue. 4.1 PROJECT TRIP GENERATION 4.1.1 PROPOSED PROJECT 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. In order to develop the traffic characteristics of the proposed Project, trip-generation statistics published in the ITE Trip Generation Manual (11th Edition, 2021) was used to estimate the trip generation. For purposes of this analysis, the following land use code and vehicle mix has been utilized for each building: • ITE land use code 150 (Warehousing) has been used to derive site specific trip generation estimates for the total square footage of all 3 buildings. 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 SCAQMD recommended truck mix: 2-Axle = 16.7%; 3-Axle = 20.7%; 4+-Axle = 62.6%. 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. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 38 The Project trip generation rates are provided in Table 4-1. Trip generation summary for the Project in actual vehicles is shown in Table 4-2. As shown in Table 4-2, the Project is anticipated to generate a total of 928 two-way trips per day with 88 AM peak hour trips and 99 PM peak hour trips (actual vehicles). The trip generation summary for the Project in PCE is shown in Table 4-2. For the purposes of the peak hour intersection operations analyses, the PCE trip generation has been utilized. TABLE 4-1: 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 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 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. Daily Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 39 TABLE 4-2: PROJECT TRIP GENERATION SUMMARY (ACTUAL VEHICLES) Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: Building 1: Warehousing 151.618 TSF Passenger Cars: 18 5 23 5 18 23 168 2-axle Trucks: 0 0 0 0 0 0 16 3-axle Trucks: 0 0 0 0 0 0 20 4+-axle Trucks: 1 1 2 2 1 3 58 Total Truck Trips (Actual Vehicles):1 1 2 2 1 3 94 Total Trips (Actual Vehicles)2 19 6 25 7 19 26 262 Building 2: Warehousing 196.336 TSF Passenger Cars: 24 6 30 7 23 30 218 2-axle Trucks: 0 0 0 1 0 1 20 3-axle Trucks: 0 0 0 1 1 2 24 4+-axle Trucks: 1 1 2 2 2 4 74 Total Truck Trips (Actual Vehicles):1 1 2 4 3 7 118 Total Trips (Actual Vehicles)2 25 7 32 11 26 37 336 Building 3: Warehousing 192.895 TSF Passenger Cars: 23 6 29 7 22 29 214 2-axle Trucks: 0 0 0 1 0 1 20 3-axle Trucks: 0 0 0 1 1 2 24 4+-axle Trucks: 1 1 2 2 2 4 72 Total Truck Trips (Actual Vehicles):1 1 2 4 3 7 116 Total Trips (Actual Vehicles)2 24 7 31 11 25 36 330 Passenger Cars 65 17 82 19 63 82 600 Trucks 3 3 6 10 7 17 328 Total Trips (Actual Vehicles)2 68 20 88 29 70 99 928 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 40 TABLE 4-3: PROJECT TRIP GENERATION SUMMARY (PCE) Land Use Quantity Units1 In Out Total In Out Total Daily Passenger Car Equivalent (PCE): Building 1: Warehousing 151.618 TSF Passenger Cars: 18 5 23 5 18 23 168 2-axle Trucks: 1 0 1 1 1 2 30 3-axle Trucks: 1 1 2 1 1 2 48 4+-axle Trucks: 3 3 6 5 4 9 172 Total Truck Trips (PCE):5 4 9 7 6 13 250 Total Trips (PCE)2 23 9 32 12 24 36 418 Building 2: Warehousing 196.336 TSF Passenger Cars: 24 6 30 7 23 30 218 2-axle Trucks: 1 1 2 1 1 2 40 3-axle Trucks: 1 1 2 1 2 3 62 4+-axle Trucks: 4 3 7 6 5 11 222 Total Truck Trips (PCE):6 5 11 8 8 16 0 Total Trips (PCE)2 30 11 41 15 31 46 218 Building 3: Warehousing 192.895 TSF Passenger Cars: 23 6 29 7 22 29 214 2-axle Trucks: 1 1 2 1 1 2 40 3-axle Trucks: 1 1 2 1 2 3 60 4+-axle Trucks: 4 3 7 6 5 11 218 Total Truck Trips (PCE):6 5 11 8 8 16 318 Total Trips (PCE)2 29 11 40 15 30 45 532 Passenger Cars 65 17 82 19 63 82 600 Trucks 17 14 31 23 22 45 568 Total Trips (PCE)2 82 31 113 42 85 127 1,168 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 41 4.1.2 PARCEL A Although not part of the proposed Project, the 5.03-acre parcel (Parcel A) located between Building 1 and Building 2 has been evaluated as part of this traffic study with the proposed zoning and land use changes and assumes the development of up to 131,464 square feet of general light industrial use (assumes the maximum 0.60 floor-to-area ratio for the 5.03-acre parcel). This underlying land use evaluation has been conducted for Horizon Year (2040) With Project traffic conditions only. In order to develop the traffic characteristics of the future Parcel A, trip-generation statistics published in the ITE Trip Generation Manual (11th Edition, 2021) was used to estimate the trip generation. For purposes of this analysis, the following land use code and vehicle mix has been used for Parcel A (see also Table 4-4) in an effort to develop the most conservative trip generation for the parcel: • ITE land use code 110 (General Light Industrial) has been used to derive site specific trip generation estimates for Parcel A (5.03-acre parcel x 0.6 FAR x 43,560 SF/acre). A light industrial facility is a free- standing facility devoted to a single use that has an emphasis on activities other than manufacturing. Typically, there is minimum office space. The vehicle mix has 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 = 16.7%; 3-Axle = 20.7%; 4+-Axle = 62.6%. TABLE 4-4: PARCEL A TRIP GENERATION RATES Parcel A is anticipated to generate a total of 640 two-way trips per day on a typical weekday with 97 AM peak hour trips and 84 PM peak hour trips as shown in Table 4-5 (in actual vehicles). For the purposes of the operations analysis, the PCE values shown in Table 4-5 will be used consistent with the City’s Guidelines. These trip generation calculations have been utilized for Parcel A under Horizon Year (2040) With Project traffic conditions only for the purposes of this traffic study. ITE LU AM Peak Hour PM Peak Hour Land Use1 Units2 Code In Out Total In Out Total Actual Vehicle Trip Generation Rates General Light Industrial3 TSF 110 0.651 0.089 0.740 0.091 0.559 0.650 4.870 Passenger Cars 0.645 0.085 0.730 0.086 0.554 0.640 4.620 2-Axle Trucks 0.001 0.001 0.002 0.001 0.001 0.002 0.042 3-Axle Trucks 0.001 0.001 0.002 0.001 0.001 0.002 0.052 4+-Axle Trucks 0.004 0.002 0.006 0.003 0.003 0.006 0.157 Passenger Car Equivalent (PCE) Trip Generation Rates6 General Light Industrial3 TSF 110 0.651 0.089 0.740 0.091 0.559 0.650 4.870 Passenger Cars 0.645 0.085 0.730 0.086 0.554 0.640 4.620 2-Axle Trucks (PCE = 2.0)0.002 0.001 0.003 0.002 0.001 0.003 0.084 3-Axle Trucks (PCE = 2.5)0.003 0.003 0.005 0.003 0.003 0.005 0.129 4+-Axle Trucks (PCE = 3.0)0.012 0.007 0.019 0.009 0.010 0.019 0.470 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. Daily Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 42 TABLE 4-5: PARCEL A TRIP GENERATION SUMMARY 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. Pursuant to discussions with the City of Fontana, trucks from Buildings 2 and 3 will utilize Oleander Avenue to head south to Jurupa Avenue, then head west to Citrus Avenue and north to access the I-10 Freeway. Exhibits 4-1 and 4-2 illustrate the passenger car and truck trip distribution patterns through the study area intersections, respectively. The trip distribution patterns for Parcel A are shown on Exhibit 4-3 (external trip distribution patterns are similar to those shown on Exhibit 4-1 and Exhibit 4-2 for the Project). 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. Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: General Light Industrial 131.464 TSF Passenger Cars: 85 11 96 11 73 84 608 2-axle Trucks: 0 0 0 0 0 0 6 3-axle Trucks: 0 0 0 0 0 0 6 4+-axle Trucks: 1 0 1 0 0 0 20 Total Truck Trips (Actual Vehicles):1 0 1 0 0 0 32 Total Trips (Actual Vehicles)2 86 11 97 11 73 84 640 Passenger Car Equivalent (PCE): General Light Industrial 131.464 TSF Passenger Cars: 85 11 96 11 73 84 608 2-axle Trucks: 0 0 0 0 0 0 12 3-axle Trucks: 0 0 1 0 0 1 18 4+-axle Trucks: 2 1 2 1 1 2 62 Total Truck Trips (PCE):2 1 3 1 1 2 92 Total Trips (PCE)2 87 12 99 12 74 86 700 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 43 EXHIBIT 4-1: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 44 EXHIBIT 4-2: PROJECT (TRUCKS) TRIP DISTRIBUTION Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 45 EXHIBIT 4-3: PARCEL A TRIP DISTRIBUTION Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 46 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 4-4 in actual vehicles. Parcel A ADT and weekday peak hour intersection turning movement volumes are shown on Exhibit 4-5 in actual vehicles. For the purposes of the peak hour intersection operations analyses, the PCE volumes have been utilized for the proposed Project and Parcel A. 4.5 BACKGROUND TRAFFIC Future year traffic forecasts have been based upon background (ambient) growth at 2.0 percent per year, compounded annually, for 2025 traffic conditions, consistent with other recent studies performed in the area. The total ambient growth is 6.12 percent for 2025 traffic conditions (compounded growth of 2.0 percent per year over 3 years or 1.023 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. Opening Year Cumulative (2025) and Horizon Year (2040) 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 4-6 illustrates the cumulative development location map. A summary of cumulative development projects and their proposed land uses are shown in Table 4-6. 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 4-6 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 4-7 in actual vehicles. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 47 EXHIBIT 4-4: PROJECT ONLY TRAFFIC VOLUMES (ACTUAL VEHICLES) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 48 EXHIBIT 4-5: PARCEL A ONLY TRAFFIC VOLUMES (ACTUAL VEHICLES) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 49 EXHIBIT 4-6: CUMULATIVE DEVELOPMENT LOCATION MAP Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 50 EXHIBIT 4-7: CUMULATIVE ONLY TRAFFIC VOLUMES (ACTUAL VEHICLES) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 51 TABLE 4-6: CUMULATIVE DEVELOPMENT LAND USE SUMMARY TAZ Land Use Freeway Industrial Commercial (Central) Warehousing 761.067 TSF Office 147.786 TSF Office Park 152.213 TSF Commercial Retail 456.640 TSF Freeway Industrial Commercial (East) Warehousing 886.410 TSF Office 172.125 TSF Office Park 177.282 TSF Commercial Retail 531.846 TSF Freeway Industrial Commercial (North) Warehousing 335.885 TSF Office 65.223 TSF 1 Southwest Industrial Park (SWIP)1 Office Park 67.177 TSF Commercial Retail 201.531 TSF Freeway Industrial Commercial (West) Warehousing 747.959 TSF Office 145.241 TSF Office Park 149.592 TSF Commercial Retail 448.776 TSF Jurupa North Research & Development (West) Light Industrial 1344.901 TSF Office 478.407 TSF Office Park 847.485 TSF Research & Development 677.988 TSFJurupa North Research & Development (Central)Light Industrial 964.045 TSF Office 342.930 TSF Office Park 607.490 TSF Research & Development 485.992 TSF Jurupa North Research & Development (East) Light Industrial 917.459 TSF Office 326.358 TSF Office Park 578.134 TSF Research & Development 462.506 TSF Jurupa South Industrial Light Industrial 70.985 TSF Warehousing 1799.899 TSF Slover Central Manufacturing/Industrial Manufacturing 1113.002 TSF Warehousing 2597.004 TSF Project Quantity 2 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 52 TAZ Land Use 1 Southwest Industrial Park (SWIP)1 Slover East Industrial Light Industrial 719.464 TSF Warehousing 1006.149 TSF Office Park 503.074 TSF Slover West Industrial Light Industrial 1384.886 TSF Warehousing 3518.167 TSF Speedway Industrial Light Industrial 930.121 TSF Warehousing 762.191 TSF Office Park 13.264 TSF SWIP Residential Trucking (1,3 and 4) Single Family Detached Residential 84 DU 2 10131 Redwood Av.High-Cube Warehouse / Distribution Center 250.160 TSF High-Cube Warehouse (Cold Storage)77.053 TSF Warehousing 231.158 TSF 4 City Park 17.45 AC Free-Standing Discount Superstore 200.000 TSF Specialty Retail Center 9.490 TSF Fast Food w/o Drive-Thru 9.490 TSF 6 SEC of Citrus Av. & Slover Av.Warehousing 194.212 TSF 7 High-Cube Fulfillment Center (Sort)705.735 TSF 8 Church 19.508 TSF Warehousing 362.416 TSF High-Cube Cold Storage Warehouse 90.604 TSF 10 Fontana Foothills High-Cube Warehouse / Distribution Center 754.408 TSF 11 Chaffey Community College - Fontana Community College 4,495 Students 12 Affordable Housing Project Affordable Homes 130 DU High-Cube Warehouse (Cold Storage)20.421 TSF Warehousing 115.719 TSF 14 La Quinta Inn Hotel 104 Rooms 15 Townplace Suites Hotel 116 Rooms 16 Slover Avenue Office/Warehouse Warehouse 41.000 TSF High-Cube Warehouse (Cold Storage)156.365 TSF High-Cube Fulfillment Center 469.095 TSF 18 Warehousing 123.593 TSF 1 Source: Southwest Industrial Park (SWIP) Project TIA, RBF Consulting, September 29, 2011. 2 TSF = Thousand Square Feet; AC = Acres; DU = Dwelling Units 9 GLC Fontana III Project Quantity 2 3 14801 Slover Avenue Warehouse Southwest Fontana Logistics Center Project 5 Walmart Shopping Center Sierra Business Center St. Mary's Catholic Church 13 Slover Industrial Center 17 Slover & Cypress Warehouse Oleander & Slover Warehous Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 53 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 (2025) 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 2025 from the year 2022. Traffic volumes generated by cumulative development projects are then added to assess the Opening Year Cumulative (2025) traffic conditions. Lastly, Project traffic is added to assess “With Project” traffic conditions. The 2025 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: • Opening Year Cumulative (2025) Without Project o Existing 2022 volumes o Ambient growth traffic (6.12%) o Cumulative Development Traffic • Opening Year Cumulative (2025) With Project o Existing 2022 volumes o Ambient growth traffic (6.12%) o Cumulative Development Traffic o Project Traffic 4.8 HORIZON YEAR (2040) VOLUME DEVELOPMENT Traffic projections for Horizon Year (2040) without Project conditions were derived from SBTAM using accepted procedures for model forecast refinement and smoothing for study area intersections located within the County of San Bernardino, including the City of Fontana. The current version of the SBTAM (Version 2.20, March 2019) reflects the local input in the adopted 2016 SCAG RTP within the County of San Bernardino. The post processing volume worksheets are provided in Appendix 4.1 of this TA. The traffic forecasts reflect the area-wide growth anticipated between Existing (2022) conditions and Horizon Year (2040) traffic conditions. In most instances the traffic model zone structure is not designed to provide accurate turning movements along arterial roadways unless refinement and reasonableness checking is performed. Therefore, the Horizon Year (2040) peak hour forecasts were refined using the model derived long range forecasts, base (validation) year model forecasts, along with existing peak hour traffic count data collected at each analysis location. The SBTAM has a base (validation) year of 2016 and a horizon (future forecast) year of 2040. The difference in model volumes (2040-2016) defines the growth in traffic over the 24-year period. The refined future peak hour approach and departure volumes obtained from the model output data are then entered into a spreadsheet program consistent with the National Cooperative Highway Research Program (NCHRP Report 765), along with initial estimates of turning movement proportions. A linear programming algorithm is used to calculate individual turning movements which match the known directional roadway segment forecast volumes computed in the previous step. This program Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 54 computes a likely set of intersection turning movements from intersection approach counts and the initial turning proportions from each approach leg. The SBTAM uses an AM peak period-to-peak hour factor of 0.35 and a PM peak period-to-peak hour factor of 0.27. These factors represent the relationship of the highest single AM peak hour to the modeled 3-hour AM peak period (an even distribution would result in a factor of 0.33) and the highest single PM peak hour to the modeled 4-hour PM peak period (an even distribution would result in a factor of 0.25). Typically, the model growth is prorated and is subsequently added to the existing (base validation) traffic volumes to represent Horizon Year traffic conditions. In an effort to conduct a conservative analysis, reductions to traffic forecasts from either Existing or Opening Year Cumulative traffic conditions were not assumed as part of this analysis. As such, in conjunction with the addition of cumulative projects that are not consistent with the General Plan, additional growth has also been applied on a movement-by-movement basis, where applicable, to estimate reasonable Horizon Year (2040) forecasts. Horizon Year (2040) turning volumes were compared to Opening Year Cumulative (2025) volumes in order to ensure a minimum growth as a part of the refinement process. The minimum growth includes any additional growth between Opening Year Cumulative (2025) and Horizon Year (2040) traffic conditions that is not accounted for by the traffic generated by cumulative development projects and ambient growth rates assumed between Existing (2022) and Opening Year Cumulative (2025) conditions. Future estimated peak hour traffic data was used for new intersections and intersections with an anticipated change in travel patterns to further refine the Horizon Year (2040) peak hour forecasts. The future Horizon Year (2040) Without Project peak hour turning movements were then reviewed by Urban Crossroads, Inc. for reasonableness, and in some cases, were adjusted to achieve flow conservation, reasonable growth, and reasonable diversion between parallel routes. Flow conservation checks ensure that traffic flow between two closely spaced intersections, such as two adjacent driveway locations, is verified in order to make certain that vehicles leaving one intersection are entering the adjacent intersection and that there is no unexplained loss of vehicles. The result of this traffic forecasting procedure is a series of traffic volumes which are suitable for traffic operations analysis. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 55 5 OPENING YEAR CUMULATIVE (2025) TRAFFIC CONDITIONS This section discusses the methods used to develop Opening Year Cumulative (2025) Without and With Project traffic forecasts, 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 Opening Year Cumulative (2025) 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). 5.2 OPENING YEAR CUMULATIVE (2025) WITHOUT PROJECT TRAFFIC VOLUME FORECASTS This scenario includes Existing traffic volumes plus an ambient growth factor of 6.12% 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 (2025) Without Project conditions are shown on Exhibit 5-1. 5.3 OPENING YEAR CUMULATIVE (2025) WITH PROJECT TRAFFIC VOLUME FORECASTS This scenario includes Existing traffic volumes, an ambient growth factor of 6.12%, 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 (2025) With Project traffic conditions are shown on Exhibit 5-2. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 56 EXHIBIT 5-1: OPENING YEAR CUMULATIVE (2025) WITHOUT PROJECT TRAFFIC VOLUMES (ACTUAL VEHICLES) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 57 EXHIBIT 5-2: OPENING YEAR CUMULATIVE (2025) WITH PROJECT TRAFFIC VOLUMES (ACTUAL VEHICLES) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 58 5.4 INTERSECTION OPERATIONS ANALYSIS 5.4.1 OPENING YEAR CUMULATIVE (2025) WITHOUT PROJECT TRAFFIC CONDITIONS Opening Year Cumulative (2025) 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 5-1, which indicate that all of study area intersections are anticipated to continue to operate at an acceptable LOS during the peak hours under Opening Year Cumulative (2025) Without Project traffic conditions, with the exception of the following locations: • Citrus Avenue & I-10 Eastbound Ramps (#2) – LOS E AM peak hour only • Citrus Avenue & Slover Avenue (#3) – LOS E AM and PM peak hours The intersection operations analysis worksheets for Opening Year Cumulative (2025) Without Project traffic conditions are included in Appendix 5.1. 5.4.2 OPENING YEAR CUMULATIVE (2025) WITH PROJECT TRAFFIC CONDITIONS As shown in Table 5-1, there are no additional study area intersections anticipated to operate at an unacceptable LOS with the addition of Project traffic under Opening Year Cumulative (2025) With Project traffic conditions. The intersection operations analysis worksheets for Opening Year Cumulative (2025) With Project traffic conditions are included in Appendix 5.2. TABLE 5-1: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2025) CONDITIONS Level of Level of Service Service AM PM AM PM AM PM AM PM AM PM 1 Citrus Av. & I-10 WB Ramps TS 20.3 10.1 C B 20.6 10.4 C B 0.3 0.3 2 Citrus Av. & I-10 EB Ramps TS 55.6 20.2 E C 60.7 20.6 E C 5.1 0.4 3 Citrus Av. & Slover Av.TS 64.3 64.6 E E 68.6 68.4 E E 4.3 3.8 4 Citrus Av. & Driveway 1 CSS 13.0 15.1 B C -- -- 5 Citrus Av. & Santa Ana Av.TS 24.4 24.5 C C 25.5 25.4 C C 1.1 0.9 6 Driveway 2 & Santa Ana Av.CSS 10.1 10.0 B B -- -- 7 Driveway 3 & Santa Ana Av.CSS 10.4 10.6 B B -- -- 8 Oleander Av. & Slover Av.TS 33.0 12.8 C B 33.5 12.9 C B 0.5 0.1 9 Oleander Av. & Driveway 4 CSS 10.6 9.6 B A -- -- 10 Oleander Av. & Driveway 5 CSS 10.6 9.7 B A -- -- 11 Oleander Av. & Santa Ana Av.TS 19.7 17.0 B B 20.1 17.4 C B 0.4 0.4 12 Driveway 6 & Santa Ana Av.CSS 10.8 10.4 B B -- -- *BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 TS = Traffic Signal; CSS = Cross-street Stop; CSS = Improvement 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 Future Intersection Future Intersection Project-Related Increase in Delay #Intersection Traffic Control2 2025 Without Project 2025 With Project Delay1 Delay1 (secs.) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 59 5.5 TRAFFIC SIGNAL WARRANTS ANALYSIS Traffic signal warrants have been performed (based on CA MUTCD) for Opening Year Cumulative (2025) traffic conditions based on peak hour intersection turning movements volumes. All existing study area intersections are currently signalized. As such, no traffic signal warrants have been evaluated for Opening Year Cumulative (2025) Without Project traffic conditions. There are no future unsignalized study area intersections that are anticipated to meet a traffic signal warrant under Opening Year Cumulative (2025) With Project traffic conditions (see Appendix 5.3) 5.6 OFF-RAMP QUEUING ANALYSIS Queuing analysis findings for Opening Year Cumulative (2025) are presented in Table 5-3. 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 under Opening Year Cumulative (2025) Without Project and With Project traffic conditions. Worksheets for Opening Year Cumulative (2025) Without Project and With Project traffic conditions off-ramp queuing analyses are provided Appendices 5.4 and 5.5, respectively. TABLE 5-2: PEAK HOUR FREEWAY OFF-RAMP QUEUING SUMMARY FOR OPENING YEAR CUMULATIVE (2025) CONDITIONS 5.7 DEFICIENCIES AND IMPROVEMENTS This section provides a summary of deficiencies, based on the City of Fontana’s deficiency criteria discussed in Section 2.6 Deficiency Criteria, and improvements needed to improve operations back to acceptable levels. AM PM AM PM Citrus Av. & I-10 WB Ramps (#1)WBR 475 123 131 Yes Yes 123 142 Yes Yes WBL 1,620 623 2 241 Yes Yes 636 2 241 Yes Yes Citrus Av. & I-10 EB Ramps (#2)EBL 1,285 102 166 Yes Yes 102 166 Yes Yes EBT/R 445 953 2,3 115 Yes Yes 992 2,3 128 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) 2025 Without Project 2025 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. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 60 5.7.1 IMPROVEMENTS TO ADDRESS DEFICIENCIES AT INTERSECTIONS Improvement strategies have been recommended at intersections that have been identified as deficient under Opening Year Cumulative (2025) traffic conditions in an effort to achieve pre-project LOS. The effectiveness of the recommended improvement strategies to address Opening Year Cumulative (2025) traffic deficiencies are presented in Table 5-3. Worksheets for Opening Year Cumulative (2025) conditions, with improvements, HCM calculation worksheets are provided in Appendix 5.5. TABLE 5-3: OPENING YEAR CUMULATIVE (2025) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WITH IMPROVEMENTS 5.7.2 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 Opening Year Cumulative (2025) 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 2 Citrus Av. & I-10 EB Ramps Without Improvements:TS 0 3 0 2 2 0 2 1 0 0 0 0 60.7 20.6 E C With Improvements 4:TS 0 3 0 2 2 0 2 1 1 0 0 0 21.0 19.3 C B 3 Citrus Av. & Slover Av. Without Improvements:TS 2 2 1 2 2 0 2 2 0 1 2 1 68.6 68.4 E E With Improvements 5:TS 2 2 1 2 2 1>2 2 0 1 2 1>28.4 60.3 C E *BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 3 TS = Traffic Signal 4 Improvements might require additional right-of-way/ramp widening. 5 Improvement requires restrictions to the SB U-turns. 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 Lanes 1 Delay2 Level of Northbound Southbound Eastbound Westbound (secs.)Service Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 61 6 HORIZON YEAR (2040) TRAFFIC CONDITIONS This section discusses the methods used to develop Horizon Year (2040) 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 Horizon Year (2040) 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 Horizon Year 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 Horizon Year conditions only (e.g., intersection and roadway improvements along the cumulative development’s frontages and driveways). • Other parallel facilities, that although not evaluated for the purposes of this analysis, are anticipated to be in place for Horizon Year traffic conditions and would affect the travel patterns within the study area. 6.2 HORIZON YEAR (2040) WITHOUT PROJECT TRAFFIC VOLUME FORECASTS This scenario includes the refined post-process volumes obtained from the SBTAM (see Section 4.8 Horizon Year (2040) Volume Development of this TA for a detailed discussion on the post-processing methodology). The weekday ADT and weekday AM and PM peak hour volumes, in actual vehicles, which can be expected for Horizon Year (2040) Without Project traffic conditions are shown on Exhibit 6-1. 6.3 HORIZON YEAR (2040) WITH PROJECT TRAFFIC VOLUME FORECASTS This scenario includes the refined post-process volumes obtained from the SBTAM, plus the traffic generated by the proposed Project and Parcel A. The weekday ADT and weekday AM and PM peak hour volumes, in actual vehicles, which can be expected for Horizon Year (2040) With Project traffic conditions are shown on Exhibit 6-2. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 62 EXHIBIT 6-1: HORIZON YEAR (2040) WITHOUT PROJECT TRAFFIC VOLUMES (ACTUAL VEHICLES) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 63 EXHIBIT 6-2: HORIZON YEAR (2040) WITH PROJECT TRAFFIC VOLUMES (ACTUAL VEHICLES) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 64 6.4 INTERSECTION OPERATIONS ANALYSIS 6.4.1 HORIZON YEAR (2040) WITHOUT PROJECT TRAFFIC CONDITIONS LOS calculations were conducted for the study intersections to evaluate their operations under Horizon Year (2040) Without Project conditions with roadway and intersection geometrics consistent with Section 6.1 Roadway Improvements. As shown in Table 6-1, the following study area intersections are anticipated to operate at an unacceptable LOS under Horizon Year (2040) Without Project traffic conditions: • Citrus Avenue & I-10 Eastbound Ramps (#2) – LOS E AM peak hour only • Citrus Avenue & Slover Avenue (#3) – LOS F AM and PM peak hours The intersection operations analysis worksheets for Horizon Year (2040) Without Project traffic conditions are included in Appendix 6.1 of this TA. 6.4.2 HORIZON YEAR (2040) WITH PROJECT TRAFFIC CONDITIONS As shown in Table 6-1, there are no additional study area intersections anticipated to operate at a deficient LOS during one or both peak hours for Horizon Year (2040) With Project traffic conditions, in addition to the locations identified above for Horizon Year (2040) Without Project traffic conditions. Although not a new deficiency, the addition of Project traffic is anticipated to cause LOS F operations at the intersection of Citrus Avenue and the I-10 Eastbound Ramps during the AM peak hour only. The intersection operations analysis worksheets for Horizon Year (2040) 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 Horizon Year (2040) traffic conditions based on peak hour intersection turning movements volumes or planning level (ADT) volumes. All existing study area intersections are currently signalized. As such, no traffic signal warrants have been evaluated for Horizon Year (2040) Without Project traffic conditions. There are no future unsignalized study area intersections that are anticipated to meet a traffic signal warrant under Horizon Year (2040) With Project traffic conditions (see Appendix 6.3) Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 65 TABLE 6-1: INTERSECTION ANALYSIS FOR HORIZON YEAR (2040) CONDITIONS 6.7 OFF-RAMP QUEUING ANALYSIS Queuing analysis findings for Horizon Year (2040) are presented in Table 6-3. No movements are anticipated to experience queuing issues during the weekday AM or weekday PM peak 95th percentile traffic flows for Horizon Year (2040) traffic conditions. Worksheets for Horizon Year (2040) Without Project and With Project traffic conditions off-ramp queuing analyses are provided Appendices 6.4 and 6.5, respectively. TABLE 6-2: PEAK HOUR FREEWAY OFF-RAMP QUEUING SUMMARY FOR HORIZON YEAR (2040) CONDITIONS Level of Level of Service Service AM PM AM PM AM PM AM PM AM PM 1 Citrus Av. & I-10 WB Ramps TS 22.3 16.0 C B 23.1 16.2 C B 0.8 0.2 2 Citrus Av. & I-10 EB Ramps TS 69.8 24.3 E C 81.4 25.6 F C 11.6 1.3 3 Citrus Av. & Slover Av.TS 106.6 92.6 F F 116.0 98.2 F F 9.4 5.6 4 Citrus Av. & Driveway 1 CSS 13.4 15.9 B C -- -- 5 Citrus Av. & Santa Ana Av.TS 27.2 26.7 C C 34.1 30.1 C C 6.9 3.4 6 Driveway 2 & Santa Ana Av.CSS 10.3 10.5 B B -- -- 7 Driveway 3 & Santa Ana Av.CSS 10.7 11.1 B B -- -- 8 Oleander Av. & Slover Av.TS 24.1 18.1 C B 25.8 19.0 C B 1.7 0.9 9 Oleander Av. & Driveway 4 CSS 11.0 10.0 B B -- -- 10 Oleander Av. & Driveway 5 CSS 11.0 10.0 B B -- -- 11 Oleander Av. & Santa Ana Av.TS 18.1 16.2 B B 18.4 16.6 B B 0.3 0.4 12 Driveway 6 & Santa Ana Av.CSS 11.3 10.8 B B -- -- *BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 TS = Traffic Signal; CSS = Cross-street Stop; CSS = Improvement Future Intersection (secs.) Project-Related Increase in Delay 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 Future Intersection #Intersection Traffic Control2 2040 Without Project 2040 With Project Delay1 Delay1 (secs.) AM PM AM PM Citrus Av. & I-10 WB Ramps (#1)WBR 475 153 146 Yes Yes 153 146 Yes Yes WBL 1,620 715 2 365 Yes Yes 742 2 369 Yes Yes Citrus Av. & I-10 EB Ramps (#2)EBL 1,285 111 184 Yes Yes 111 184 Yes Yes EBT/R 445 1,088 2,3 179 Yes Yes 1,172 2,3 203 2 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) 2040 Without Project 2040 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. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 66 6.8 DEFICIENCIES AND IMPROVEMENTS This section provides a summary of deficiencies, based on the City of Fontana’s deficiency criteria discussed in Section 2.6 Deficiency Criteria, and improvements needed to improve operations back to acceptable levels. 6.8.1 IMPROVEMENTS TO ADDRESS DEFICIENCIES AT INTERSECTIONS Improvement strategies have been recommended at intersections that have been identified as deficient under Horizon Year (2040) traffic conditions in an effort to achieve pre-project LOS. The effectiveness of the recommended improvement strategies to address Horizon Year (2040) traffic deficiencies are presented in Table 6-3. Worksheets for Horizon Year (2040) conditions, with improvements, HCM calculation worksheets are provided in Appendix 6.5. TABLE 6-3: HORIZON YEAR (2040) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WITH IMPROVEMENTS 6.8.2 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 Horizon Year (2040) 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 2 Citrus Av. & I-10 EB Ramps Without Improvements:TS 0 3 0 2 2 0 2 1 0 0 0 0 81.4 25.6 F C With Improvements 4:TS 0 3 0 2 2 0 2 1 1 0 0 0 24.4 22.7 C C 3 Citrus Av. & Slover Av. Without Improvements:TS 2 2 1 2 2 0 2 2 0 1 2 1 116.0 98.2 F F With Improvements 5:TS 2 2 1 2 2 1>2 2 0 1 2 1>51.8 79.2 D E *BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 3 TS = Traffic Signal 4 Improvements might require additional right-of-way/ramp widening. 5 Improvement requires restrictions to the SB U-turns. 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 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 67 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. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 68 This page intentionally left blank Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 69 8 VEHICLE MILES TRAVELED Changes to CEQA Guidelines were adopted in December 2018, which require all lead agencies to adopt VMT as a replacement for automobile delay-based 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 OPR released a Technical Advisory on Evaluating Transportation Impacts in CEQA (December of 2018) (Technical Advisory) (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 (City Guidelines) (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. Appendix 8.1 contains the full VMT memo. 8.1 PROJECT SCREENING The City Guidelines describe specific screening criteria that can be used to identify when a proposed land use project is anticipated to result in a less than significant impact without conducting a more detailed project level VMT analysis. For the purposes of this analysis, the initial VMT screening process has been conducted with the SBCTA VMT Screening Tool (Screening Tool), which uses screening criteria consistent with the screening thresholds recommended in the City Guidelines. Screening thresholds are described in the following four steps: • Step 1: Transit Priority Area (TPA) Screening • Step 2: Low VMT Area Screening • Step 3: Project Type Screening • Step 4: Project net daily trips less than 500 ADT Consistent with City Guidelines, a land use project needs to only satisfy one of the above screening thresholds to result in a less than significant impact. 8.1.1 STEP 1: TPA SCREENING Consistent with City Guidelines, projects located within a 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. However, the presumption 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 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.”). Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 70 • Replaces affordable residential units with a smaller number of moderate- or high-income residential units. Based on the Screening Tool results, the Project site is not located within ½ mile of an existing major transit stop, or along a high-quality transit corridor. TPA screening criteria is not met. 8.1.2 STEP 2: LOW VMT AREA SCREENING As noted in the City Guidelines, “Residential and office projects located within a low VMT-generating area may be presumed to have a less than significant impact absent substantial evidence to the contrary. In addition, other employment-related and mixed-use land use projects may qualify for the use of screening if the project can reasonably be expected to generate VMT per resident, per worker, or per service population that is similar to the existing land uses in the low VMT area.” 3 The Screening Tool uses the sub-regional San Bernardino County Transportation Analysis Model (SBTAM) to measure VMT performance within San Bernardino County for individual traffic analysis zones (TAZ’s) within each city. The Project’s physical location based on APN is input into the Screening Tool to determine the VMT generated within the respective TAZ as compared to the jurisdictional average inclusive of a particular threshold (i.e., 15% below baseline County of San Bernardino VMT per employee). Based on the Screening Tool results, the Project is not located within a low VMT generating zone as compared to the City’s adopted threshold of 15% below baseline County of San Bernardino VMT per employee (see Appendix 8.1). Low VMT Area screening criteria is not met. 8.1.3 STEP 3: PROJECT TYPE SCREENING The City Guidelines identify 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, medical/dental office buildings, etc.) 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 Guidelines.4 Low Project Type screening criteria is not met. 8.1.4 STEP 4: PROJECT NET DAILY TRIPS LESS THAN 500 ADT SCREENING Projects that generate fewer than 500 net ADT (stated in actual vehicles) are deemed to not cause a substantial increase in the total citywide or regional VMT and are therefore presumed to have a less than significant impact on VMT. Substantial evidence in support of this daily trip threshold is documented in the City Guidelines.5 The trip generation rates used for this analysis are based on the trip generation statistics published in the ITE Trip Generation Manual (11th Edition, 2021). (3) The proposed Project is estimated to generate 928 vehicle trip-ends per day with an additional 640 vehicle trip-ends per day for Parcel A, which would exceed the City’s screening threshold of 500 ADT. Project net daily trips less than 500 ADT screening criteria is not met. As the Project was not found to meet any of the aforementioned VMT screening criteria, a project level VMT analysis is prepared to assess the Project’s potential impact to VMT. 3 City Guidelines; Page 12. 4 City Guidelines; Page 13. 5 City Guidelines; Appendix B. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 71 8.2 VMT ANALYSIS 8.2.1 VMT MODELING City Guidelines identify SBTAM as the appropriate tool for conducting VMT analysis for land use projects in San Bernardino County. SBTAM is a useful tool to estimate VMT as it considers interactions between different land uses based on socio-economic data such as population, households, and employment. The calculation of VMT for land use projects is based on the total number of trips generated and the average trip length of each vehicle. SBTAM is also consistent with the model used to develop the City’s VMT impact thresholds listed by the City Guidelines. Therefore, the vehicle trips and average daily trip length for project-related vehicle trips are model derived from SBTAM. Production/Attraction Method The Production/Attraction (PA) method for calculating VMT sums all weekday VMT generated by home-based (HB) and home-based-work (HBW) trips with at least one trip-end in the study area (i.e., City Boundary or Project Traffic Analysis Zone) by trip purpose. Productions are land use types that generate trips (residences), and attractions are land use types that attract trips (employment). The PA method allows project VMT to be evaluated based on trip purpose, which is consistent with the Office of Planning and Research’s (OPR’s) Technical Advisory. It should be noted that the PA matrices do not include external trips the have one trip outside of the model boundary or truck trips. Boundary VMT Method The boundary method is the sum of all weekday VMT on the roadway network within a designated boundary (i.e., City boundary or other designated geographic area). The boundary method estimates VMT by multiplying vehicle trips on each roadway segment within the boundary by that segment’s length. This approach consists of all trips, including those trips that do not begin or end in the designated boundary. Consistent with City VMT Guidelines, the City of Fontana was used as the boundary for this assessment. 8.2.2 CITY OF FONTANA VMT IMPACT CRITERIA Based on consultation with City Staff, industrial land development projects in the City of Fontana should use VMT per employee as the appropriate metric for VMT impact analysis. City Guidelines identifies the following recommended thresholds: • The baseline project generated VMT per employee exceeds 15% below the baseline County of San Bernardino VMT per employee, or • The cumulative project generated VMT per employee exceeds 15% below the baseline County of San Bernardino VMT per employee. Additionally, the project’s effect on VMT would be considered significant if it results in either of the following conditions to be satisfied: • The baseline link-level boundary VMT per service population (City boundary) to increase under the plus project condition compared to the no project condition), or • The cumulative link-level boundary VMT per service population (City boundary) to increase under the plus project condition compared to the no project condition). SBCTA provides VMT calculations for each of its member agencies and for the County of San Bernardino region. Urban Crossroads has obtained this published data from SBCTA, which for the Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 72 County of San Bernardino is 17.1 VMT per employee. As outlined in the City Guidelines, a threshold of 15 percent below the regional baseline is 14.54 VMT per employee (17.1*0.85 = 14.54). 8.2.3 PROJECT VMT ESTIMATES To estimate Project generated VMT, standard land use information must first be converted into a SBTAM compatible dataset. The SBTAM model utilizes socio-economic data (SED) (e.g., employment information) instead of land use information to estimate vehicle trips. Project building square footage has been converted to employment data for input into the SBTAM model and has been isolated within the Project TAZ (TAZ 53724101). For purposes of this analysis, employment estimates were calculated using average employment density factors from Southern California Association of Governments (SCAG) Employment Density Study (October 2001) (4). SCAG reports that commerce center buildings in San Bernardino County employ an average of 1 worker for every 1,195 SF of building area, which would yield 453 jobs (540,849 SF ÷ 1,195 SF/employee = 453 employees) for proposed Buildings 1, 2, and 3. (SCAG, 2001, p. 15). Although no development is currently proposed on 5.0 acres of the Project Site (Parcel A), should those 5.0 acres be developed in the future with up to 131,464 SF of building space, an additional 110 jobs could be generated (131,464 SF ÷ 1,195 SF/employee = 110 employees). Table 8-1 presents the estimated number of Project employees by land use type used to populate the SBTAM model for the proposed Project. TABLE 8-1: EMPLOYMENT ESTIMATES Land Use Quantity (SF) Employment Density Factor6 Estimated Employees Warehouse 682,572 1,195 SF per employee 563 The VMT estimates calculated for the Project are presented in Table 8-2 and Table 8-3. As shown in Table 8-2, the proposed Project is forecast to generate HBW VMT per employee above the City’s adopted impact threshold for both baseline and cumulative traffic conditions and is considered to have a potentially significant Project generated VMT impact. TABLE 8-2: PROJECT VMT PER EMPLOYEE Baseline (2022) Cumulative Year (2040) Employees 563 563 HBW VMT 9,444 9,088 HBW VMT Per Employee 16.77 16.14 City Threshold 14.54 14.54 Percent Above Threshold 15.34% 11.00% Potentially Significant? Yes Yes Table 8-3 presents boundary VMT and boundary VMT per service population estimates for baseline and cumulative conditions. The boundary VMT per service population remains unchanged under the With Project scenario for both baseline and cumulative conditions. The Project’s cumulative effect on VMT is considered less than significant. 6 Table II-B of the SCAG Employment Density Study. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 73 TABLE 8-3: BOUNDARY VMT Baseline Cumulative Scenario No Project With Project No Project With Project Service Population 290,488 291,051 352,559 353,122 Boundary VMT 3,753,385 3,756,829 4,643,981 4,650,713 VMT per SP7 12.92 12.91 13.17 13.17 Change in VMT per SP7 -0.01 0.0 Potentially Significant? No No 8.3 VMT REDUCTION STRATEGIES Trip reduction measures that have the potential to reduce project generated VMT are described in the Handbook for Analyzing Greenhouse Gas Emission Reductions, Assessing Climate Vulnerabilities, and Advancing Health and Equity (CAPCOA, 2021) (2021 Handbook). Locational context is a major factor relevant to the potential application and effectiveness of VMT reduction measures. The three locational contexts identified by the 2021 Handbook are suburban, urban, and rural.8 The locational context of the Project is characteristically suburban, which further limits the effectiveness of a particular trip reduction measure as compared to an urban/city center with high accessibility to transit and other modes of transportation beyond the single occupancy automobile. In addition to limitations related to locational context, as future building tenants are not known for the Project, the ultimate effectiveness of certain trip reduction measures cannot be guaranteed. Potential trip reduction measures that may be relevant to the proposed Project as described within the 2021 Handbook are listed below. • Provide pedestrian and bicycle network improvements within the development connecting to existing off-site facilities. • Commute trip reduction (CTR) programs offered to encourage the use of vanpools, carpooling, public transit, and biking. • CTR programs may also provide for alternative work or compressed work schedules to reduce the number of days an employee commutes to work. • Provision of on-site facilities to provide end of trip services for bicycling such as secure bike parking and storage lockers. • Provide reserved preferential parking spaces for car-share, carpool, and ultra-low or zero emission vehicles. snotedpreviously,theeffectivenessofsomeoftheaforementionedmeasuresisdependentonasyetunknowntenant(s)andemployeeparticipation.onservatively,thisanalysis assumesnoreductioninthatmayresultfromimplementationofsuchmeasures. 8.4 CONCLUSION Based on the results of this analysis the following findings are made: 7 SP refers to Service Population 8 2021 Handbook; Page 43 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 74 • The Project was evaluated against VMT screening criteria as outlined in the City Guidelines. The Project was not found to screen from the need to perform a VMT analysis, and a model based VMT analysis was performed. • The was found to exceed the City’s VMT per employee threshold by 15.34% in baseline conditions and 11.00% in cumulative conditions. The Project is determined to have a potentially significant transportation impact. • The Project’s effect on VMT was found to remain unchanged or reduce in the With Project scenario as compared to the No Project scenario for both the Baseline and Cumulative conditions. In other words, the Project’s effect on VMT was found to be less than significant. • Since future building tenants are unknown at this time, implementation of trip reduction measures cannot be guaranteed to reduce Project generated HBW VMT to a level of less than significant; the Project’s VMT impact is therefore considered significant and unavoidable. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 75 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. Southern California Association of Governments. Employment Density Study. October 2001. Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV 76 This page intentionally left blank Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 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 14581-02 TA Scope REV August 17, 2022 Ms. Gia Kim City of Fontana 8353 Sierra Avenue Fontana, CA 92335 OLEANDER & SANTA ANA WAREHOUSES (PAM22-013) SCOPING AGREEMENT Ms. Gia Kim, The firm of Urban Crossroads, Inc. is pleased to submit this letter documenting the recommended Scope of Work for the traffic assessment in support of the proposed Oleander & Santa Ana Warehouses development (Project), which is located north of Santa Ana Avenue and on either side of Oleander Avenue as well as the northeast corner of Citrus Avenue at Santa Ana 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). 1.1-3 Ms. Gia Kim City of Fontana August 17, 2022 Page 2 of 18 14581-02 TA Scope REV EXHIBIT 1: LOCATION MAP It is our understanding that the Project is to consist of 3 warehouse buildings: • Building 1 = 153,129 square feet • Building 2 = 198,166 square feet • Building 3 = 199,813 square feet • Total = 551,108 square feet Although not part of the Project, the 5.03-acre parcel located between Building 1 and Building 2 will be evaluated as part of this traffic study with the proposed zoning and land use changes, which would include the development of up to 131,464 square feet of general light industrial use (assumes the maximum 0.6 floor-to-area ratio or FAR for the 5.03-acre parcel). This underlying land use evaluation will be conducted for Horizon Year With Project traffic conditions only. 1.1-4 Ms. Gia Kim City of Fontana August 17, 2022 Page 3 of 18 14581-02 TA Scope REV The Project is anticipated to be constructed in one phase by the year 2025. A preliminary site plan of which the traffic study will be based on, is shown on Exhibit 2. The following describes the access proposed for the site (all driveways will allow for full access): • Driveway 1 on Citrus Avenue – passenger car and truck access • Driveway 2 on Santa Ana Avenue – passenger car and truck access • Driveway 3 on Santa Ana Avenue – passenger car and truck access • Driveway 4 on Oleander Avenue – passenger car and truck access • Driveway 5 on Oleander Avenue – passenger car access only • Driveway 6 on Santa Ana Avenue – passenger car and truck access EXHIBIT 2: PRELIMINARY SITE PLAN 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 3. The study area intersections will be evaluated using the HCM 6th Edition methodology. 1.1-5 Ms. Gia Kim City of Fontana August 17, 2022 Page 4 of 18 14581-02 TA Scope REV EXHIBIT 3: STUDY AREA 1.1-6 Ms. Gia Kim City of Fontana August 17, 2022 Page 5 of 18 14581-02 TA Scope REV TABLE 1: LIST OF STUDY INTERSECTIONS ANALYSIS SCENARIOS The following analysis scenarios will be analyzed for this traffic study: • Existing (2022) Conditions • Opening Year Cumulative (2025) Without Project Conditions • Opening Year Cumulative (2025) With Project Conditions • Horizon Year (2040) Without Project • Horizon Year (2040) With Project (this analysis scenario will also include the proposed land use changes to the 5.03-acre parcel between Buildings 1 and 2) Horizon Year (2040) traffic forecasts will be derived from the SBTAM traffic model for Without Project traffic conditions. Project traffic will then be manually added for Horizon Year (2040) With Project traffic conditions. LEVEL OF SERVICE (LOS) CRITERIA The City of Fontana has set the goal for acceptable LOS as LOS C or better, wherever feasible (see Goal #1, Policy #12 of the City of Fontana General Plan Circulation Element). 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. #Intersections 1 Citrus Av. & I-10 WB Ramps 2 Citrus Av. & I-10 EB Ramps 3 Citrus Av. & Slover Av. 4 Citrus Av. & Driveway 1 5 Citrus Av. & Santa Ana Av. 6 Driveway 2 & Santa Ana Av. 7 Driveway 3 & Santa Ana Av. 8 Oleander Av. & Slover Av. 9 Oleander Av. & Driveway 4 10 Oleander Av. & Driveway 5 11 Oleander Av. & Santa Ana Av. 12 Driveway 6 & Santa Ana Av. 1.1-7 Ms. Gia Kim City of Fontana August 17, 2022 Page 6 of 18 14581-02 TA Scope REV 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 2. 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 2: INTERSECTION DEFICIENCY CRITERIA PROJECT TRIP GENERATION 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) was used to estimate the trip generation. For purposes of this analysis, the following land use code and vehicle mix has been utilized for each building: • ITE land use code 150 (Warehousing) has been used to derive site specific trip generation estimates for up to 552,950 square feet (total square footage of all 3 buildings). 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 SCAQMD recommended truck mix: 2-Axle = 16.7%; 3-Axle = 20.7%; 4+-Axle = 62.6%. As noted in Table 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. Passenger Car Equivalent (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. 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. 1.1-8 Ms. Gia Kim City of Fontana August 17, 2022 Page 7 of 18 14581-02 TA Scope REV TABLE 3: PROJECT TRIP GENERATION RATES The Project is estimated to generate a total of 948 two-way trips per day on a typical weekday with approximately 89 AM peak hour trips and 100 PM peak hour trips as shown in Table 4 (actual vehicles). For the purposes of the operations analysis, the PCE values shown in Table 5 will be used consistent with the City’s Guidelines. 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 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)0.003 0.002 0.005 0.005 0.003 0.008 0.150 3-Axle Trucks (PCE = 2.5)0.004 0.004 0.008 0.006 0.006 0.012 0.248 4+-Axle Trucks (PCE = 3.0)0.021 0.017 0.038 0.030 0.026 0.056 1.127 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. Daily 1.1-9 Ms. Gia Kim City of Fontana August 17, 2022 Page 8 of 18 14581-02 TA Scope REV TABLE 4: PROJECT TRIP GENERATION SUMMARY (ACTUAL VEHICLES) Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: Building 1: Warehousing 153.129 TSF Passenger Cars: 18 5 23 5 18 23 170 2-axle Trucks: 0 0 0 0 0 0 16 3-axle Trucks: 0 0 0 0 0 0 20 4+-axle Trucks: 1 1 2 2 1 3 58 Total Truck Trips (Actual Vehicles):1 1 2 2 1 3 94 Total Trips (Actual Vehicles)2 19 6 25 7 19 26 264 Building 2: Warehousing 198.166 TSF Passenger Cars: 24 6 30 7 23 30 220 2-axle Trucks: 0 0 0 1 0 1 20 3-axle Trucks: 0 0 0 1 1 2 26 4+-axle Trucks: 1 1 2 2 2 4 74 Total Truck Trips (Actual Vehicles):1 1 2 4 3 7 120 Total Trips (Actual Vehicles)2 25 7 32 11 26 37 340 Building 3: Warehousing 199.813 TSF Passenger Cars: 24 6 30 7 23 30 222 2-axle Trucks: 0 0 0 1 0 1 20 3-axle Trucks: 0 0 0 1 1 2 26 4+-axle Trucks: 1 1 2 2 2 4 76 Total Truck Trips (Actual Vehicles):1 1 2 4 3 7 122 Total Trips (Actual Vehicles)2 25 7 32 11 26 37 344 Passenger Cars 66 17 83 19 64 83 612 Trucks 3 3 6 10 7 17 336 Total Trips (Actual Vehicles)2 69 20 89 29 71 100 948 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 1.1-10 Ms. Gia Kim City of Fontana August 17, 2022 Page 9 of 18 14581-02 TA Scope REV TABLE 5: PROJECT TRIP GENERATION SUMMARY (PCE) Land Use Quantity Units1 In Out Total In Out Total Daily Passenger Car Equivalent (PCE): Building 1: Warehousing 153.129 TSF Passenger Cars: 18 5 23 5 18 23 170 2-axle Trucks: 0 0 0 1 0 1 24 3-axle Trucks: 1 1 2 1 1 2 38 4+-axle Trucks: 3 3 6 5 4 9 174 Total Truck Trips (PCE):4 4 8 7 5 12 236 Total Trips (PCE)2 22 9 31 12 23 35 406 Building 2: Warehousing 198.166 TSF Passenger Cars: 24 6 30 7 23 30 220 2-axle Trucks: 1 0 1 1 1 2 30 3-axle Trucks: 1 1 2 1 1 2 50 4+-axle Trucks: 4 3 7 6 5 11 224 Total Truck Trips (PCE):6 4 10 8 7 15 0 Total Trips (PCE)2 30 10 40 15 30 45 220 Building 3: Warehousing 199.813 TSF Passenger Cars: 24 6 30 7 23 30 222 2-axle Trucks: 1 0 1 1 1 2 30 3-axle Trucks: 1 1 2 1 1 2 50 4+-axle Trucks: 4 3 7 6 5 11 226 Total Truck Trips (PCE):6 4 10 8 7 15 306 Total Trips (PCE)2 30 10 40 15 30 45 528 Passenger Cars 66 17 83 19 64 83 612 Trucks 16 12 28 23 19 42 542 Total Trips (PCE)2 82 29 111 42 83 125 1,154 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 1.1-11 Ms. Gia Kim City of Fontana August 17, 2022 Page 10 of 18 14581-02 TA Scope REV PARCEL A TRIP GENERATION Parcel A will be evaluated for Horizon Year With Project traffic conditions only. In order to develop the traffic characteristics of the future Parcel A, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021) was used to estimate the trip generation. For purposes of this analysis, the following land use code and vehicle mix has been used for Parcel A (see also Table 6): • ITE land use code 110 (General Light Industrial) has been used to derive site specific trip generation estimates for up to 131,464 square feet for Parcel A (5.03-acre parcel x 0.6 FAR x 43,560 SF/acre). A light industrial facility is a free-standing facility devoted to a single use that has an emphasis on activities other than manufacturing. Typically, there is minimum office space. The vehicle mix has 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 = 16.7%; 3-Axle = 20.7%; 4+-Axle = 62.6%. TABLE 6: TRIP GENERATION RATES Parcel A is estimated to generate a total of 640 two-way trips per day on a typical weekday with approximately 97 AM peak hour trips and 84 PM peak hour trips as shown in Table 7 (actual vehicles). For the purposes of the operations analysis, the PCE values shown in Table 7 will be used consistent with the City’s Guidelines. This trip generation will be evaluated for Parcel A for Horizon Year With Project traffic conditions only. ITE LU AM Peak Hour PM Peak Hour Land Use1 Units2 Code In Out Total In Out Total Actual Vehicle Trip Generation Rates General Light Industrial3 TSF 110 0.651 0.089 0.740 0.091 0.559 0.650 4.870 Passenger Cars 0.645 0.085 0.730 0.086 0.554 0.640 4.620 2-Axle Trucks 0.001 0.001 0.002 0.001 0.001 0.002 0.042 3-Axle Trucks 0.001 0.001 0.002 0.001 0.001 0.002 0.052 4+-Axle Trucks 0.004 0.002 0.006 0.003 0.003 0.006 0.157 Passenger Car Equivalent (PCE) Trip Generation General Light Industrial3 TSF 110 0.651 0.089 0.740 0.091 0.559 0.650 4.870 Passenger Cars 0.645 0.085 0.730 0.086 0.554 0.640 4.620 2-Axle Trucks (PCE = 2.0)0.002 0.001 0.003 0.002 0.001 0.003 0.084 3-Axle Trucks (PCE = 2.5)0.003 0.003 0.005 0.003 0.003 0.005 0.129 4+-Axle Trucks (PCE = 3.0)0.012 0.007 0.019 0.009 0.010 0.019 0.470 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. Daily 1.1-12 Ms. Gia Kim City of Fontana August 17, 2022 Page 11 of 18 14581-02 TA Scope REV TABLE 7: PARCEL A TRIP GENERATION SUMMARY 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 Citrus Avenue to the I-10 Freeway as Santa Ana Avenue is not identified as an existing City truck route. The industrial passenger car and truck trip distributions are illustrated on Exhibits 3 and 4, respectively. Exhibit 5 illustrates the passenger car and truck trip distribution patterns for Parcel A which will be used for Horizon Year With Project traffic conditions only. The off-site or regional distribution will follow the proposed Project trip distribution patterns. Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: General Light Industrial 131.464 TSF Passenger Cars: 85 11 96 11 73 84 608 2-axle Trucks: 0 0 0 0 0 0 6 3-axle Trucks: 0 0 0 0 0 0 6 4+-axle Trucks: 1 0 1 0 0 0 20 Total Truck Trips (Actual Vehicles):1 0 1 0 0 0 32 Total Trips (Actual Vehicles)2 86 11 97 11 73 84 640 Passenger Car Equivalent (PCE): General Light Industrial 131.464 TSF Passenger Cars: 85 11 96 11 73 84 608 2-axle Trucks: 0 0 0 0 0 0 12 3-axle Trucks: 0 0 1 0 0 1 18 4+-axle Trucks: 2 1 2 1 1 2 62 Total Truck Trips (PCE):2 1 3 1 1 2 92 Total Trips (PCE)2 87 12 99 12 74 86 700 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 1.1-13 Ms. Gia Kim City of Fontana August 17, 2022 Page 12 of 18 14581-02 TA Scope REV EXHIBIT 3: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION 1.1-14 Ms. Gia Kim City of Fontana August 17, 2022 Page 13 of 18 14581-02 TA Scope REV EXHIBIT 4: PROJECT (TRUCK) TRIP DISTRIBUTION 1.1-15 Ms. Gia Kim City of Fontana August 17, 2022 Page 14 of 18 14581-02 TA Scope REV EXHIBIT 5: PARCEL A TRIP DISTRIBUTION EXISTING COUNT DATA Traffic counts (classified by vehicle type) have already been scheduled to be collected while local schools are in session and operating on a typical bell schedule (on Tuesday May 24, 2022). 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. No adjustments are proposed to the new traffic counts for the baseline traffic condition as traffic counts will be conducted while local schools are in session. 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 five- year period (i.e., 1.023years = 1.0612 or 6.12% for 2025). 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. • Traffic signal warrant analyses will be conducted for all unsignalized study area intersections for all applicable analysis scenarios. 1.1-16 Ms. Gia Kim City of Fontana August 17, 2022 Page 15 of 18 14581-02 TA Scope REV • Evaluate the peak hour queuing at the Project driveways located along the Project frontages of Citrus Avenue, Oleander Avenue, and Santa Ana Avenue. CUMULATIVE DEVELOPMENT PROJECTS A list of cumulative development projects and their proposed land uses are shown in Table 8. Exhibit 6 illustrates the locations of these cumulative development projects. Please provide any updated projects for inclusion on the list. EXHIBIT 6: CUMULATIVE DEVELOPMENT PROJECT LOCATION MAP 1.1-17 Ms. Gia Kim City of Fontana August 17, 2022 Page 16 of 18 14581-02 TA Scope REV TABLE 8: CUMULATIVE DEVELOPMENT LAND USE SUMMARY TAZ Land Use Freeway Industrial Commercial (Central) Warehousing 761.067 TSF Office 147.786 TSF Office Park 152.213 TSF Commercial Retail 456.640 TSF Freeway Industrial Commercial (East) Warehousing 886.410 TSF Office 172.125 TSF Office Park 177.282 TSF Commercial Retail 531.846 TSF Freeway Industrial Commercial (North) Warehousing 335.885 TSF Office 65.223 TSF 1 Southwest Industrial Park (SWIP)1 Office Park 67.177 TSF Commercial Retail 201.531 TSF Freeway Industrial Commercial (West) Warehousing 747.959 TSF Office 145.241 TSF Office Park 149.592 TSF Commercial Retail 448.776 TSF Jurupa North Research & Development Light Industrial 1344.901 TSF Office 478.407 TSF Office Park 847.485 TSF Research & Development 677.988 TSF Jurupa North Research & Development Light Industrial 964.045 TSF Office 342.930 TSF Office Park 607.490 TSF Research & Development 485.992 TSF Jurupa North Research & Development (East) Light Industrial 917.459 TSF Office 326.358 TSF Office Park 578.134 TSF Research & Development 462.506 TSF Jurupa South Industrial Light Industrial 70.985 TSF Warehousing 1799.899 TSF Slover Central Manufacturing/Industrial Manufacturing 1113.002 TSF Warehousing 2597.004 TSF Project Quantity 2 1.1-18 Ms. Gia Kim City of Fontana August 17, 2022 Page 17 of 18 14581-02 TA Scope REV TAZ Land Use 1 Southwest Industrial Park (SWIP)1 Slover East Industrial Light Industrial 719.464 TSF Warehousing 1006.149 TSF Office Park 503.074 TSF Slover West Industrial Light Industrial 1384.886 TSF Warehousing 3518.167 TSF Speedway Industrial Light Industrial 930.121 TSF Warehousing 762.191 TSF Office Park 13.264 TSF SWIP Residential Trucking (1,3 and 4) Single Family Detached Residential 84 DU 2 10131 Redwood Av.High-Cube Warehouse / Distribution Center 250.160 TSF High-Cube Warehouse (Cold Storage)77.053 TSF Warehousing 231.158 TSF 4 City Park 17.45 AC Free-Standing Discount Superstore 200.000 TSF Specialty Retail Center 9.490 TSF Fast Food w/o Drive-Thru 9.490 TSF 6 SEC of Citrus Av. & Slover Av.Warehousing 194.212 TSF 7 High-Cube Fulfillment Center (Sort)705.735 TSF 8 Church 19.508 TSF Warehousing 362.416 TSF High-Cube Cold Storage Warehouse 90.604 TSF 10 Fontana Foothills High-Cube Warehouse / Distribution Center 754.408 TSF 11 Chaffey Community College - Fontana Community College 4,495 Students 12 Affordable Housing Project Affordable Homes 130 DU High-Cube Warehouse (Cold Storage)20.421 TSF Warehousing 115.719 TSF 14 La Quinta Inn Hotel 104 Rooms 15 Townplace Suites Hotel 116 Rooms 16 Slover Avenue Office/Warehouse Warehouse 41.000 TSF High-Cube Warehouse (Cold Storage)156.365 TSF High-Cube Fulfillment Center 469.095 TSF 1 Source: Southwest Industrial Park (SWIP) Project TIA, RBF Consulting, September 29, 2011. 2 TSF = Thousand Square Feet; AC = Acres; DU = Dwelling Units 17 Slover & Cypress Warehouse Project Quantity 2 13 Slover Industrial Center Southwest Fontana Logistics Center Project 5 Walmart Shopping Center Sierra Business Center St. Mary's Catholic Church 9 GLC Fontana III 3 14801 Slover Avenue Warehouse 1.1-19 Ms. Gia Kim City of Fontana August 17, 2022 Page 18 of 18 14581-02 TA Scope REV If you have any questions or comments, I can be reached at cso@urbanxroads.com. Respectfully submitted, URBAN CROSSROADS, INC. Charlene So, PE Principal 1.1-20 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV APPENDIX 1.2: SITE ADJACENT QUEUING WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV This Page Intentionally Left Blank Queuing and Blocking Report Oleander & Santa Ana Warehouses TA (JN:14581) Horizon Year (2040) Without Project Conditions With Improvements - PM Peak Hour 10/31/2022 Horizon Year (2040) Without Project Conditions With Improvements - PM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 4: Citrus Av. & Driveway 1 Movement WB SB SB SB Directions Served LR L T T Maximum Queue (ft)31 149 315 285 Average Queue (ft)3 15 243 197 95th Queue (ft)18 86 292 272 Link Distance (ft)450 338 338 Upstream Blk Time (%)0 0 Queuing Penalty (veh)0 0 Storage Bay Dist (ft)100 Storage Blk Time (%)88 Queuing Penalty (veh)5 Intersection: 5: Citrus Av. & Santa Ana Av. Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T TR L T TR L T TR L T TR Maximum Queue (ft) 163 119 98 101 141 205 112 248 278 200 532 521 Average Queue (ft) 94 49 46 32 64 100 30 142 161 199 526 272 95th Queue (ft)144 94 84 75 114 169 79 214 246 200 532 507 Link Distance (ft)1273 1273 331 331 2551 2551 515 515 Upstream Blk Time (%)67 0 Queuing Penalty (veh)399 3 Storage Bay Dist (ft) 150 150 200 150 Storage Blk Time (%)1 0 0 1 87 1 Queuing Penalty (veh) 0 0 0 0 227 2 Intersection: 6: Santa Ana Av. & Driveway 2 Movement EB SB Directions Served LT LR Maximum Queue (ft)23 31 Average Queue (ft)2 4 95th Queue (ft)14 21 Link Distance (ft)331 422 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) 1.2-1 Queuing and Blocking Report Oleander & Santa Ana Warehouses TA (JN:14581) Horizon Year (2040) Without Project Conditions With Improvements - PM Peak Hour 10/31/2022 Horizon Year (2040) Without Project Conditions With Improvements - PM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 2 Intersection: 7: Santa Ana Av. & Driveway 3 Movement EB SB Directions Served LT LR Maximum Queue (ft)14 23 Average Queue (ft)0 1 95th Queue (ft)7 10 Link Distance (ft) 514 490 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 9: Oleander Av. & Driveway 4 Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft)30 24 15 30 Average Queue (ft)2202 95th Queue (ft)16 14 7 13 Link Distance (ft)425 312 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)100 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Oleander Av. & Driveway 5 Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft)31 31 31 8 Average Queue (ft)4330 95th Queue (ft)19 17 16 7 Link Distance (ft)378 292 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)100 100 Storage Blk Time (%) Queuing Penalty (veh) 1.2-2 Queuing and Blocking Report Oleander & Santa Ana Warehouses TA (JN:14581) Horizon Year (2040) Without Project Conditions With Improvements - PM Peak Hour 10/31/2022 Horizon Year (2040) Without Project Conditions With Improvements - PM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 3 Intersection: 11: Oleander Av. & Santa Ana Av. Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T TR L TR L TR Maximum Queue (ft)86 152 166 51 115 147 58 137 121 105 Average Queue (ft)35 78 96 19 61 81 18 64 66 46 95th Queue (ft)71 132 149 46 104 132 45 113 111 85 Link Distance (ft)502 502 514 514 2032 240 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 150 150 Storage Blk Time (%)0 0 0 0 Queuing Penalty (veh)0 0 0 0 Intersection: 12: Santa Ana Av. & Driveway 6 Movement EB SB Directions Served LT LR Maximum Queue (ft)15 23 Average Queue (ft)0 3 95th Queue (ft)7 17 Link Distance (ft) 514 382 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 13: Citrus Av. & Tyrol Drive Movement EB Directions Served LR Maximum Queue (ft)31 Average Queue (ft)2 95th Queue (ft)14 Link Distance (ft)534 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 637 1.2-3 Queuing and Blocking Report Oleander & Santa Ana Warehouses TA (JN:14581) Horizon Year (2040) With Project Conditions With Improvements - PM Peak Hour 10/31/2022 Horizon Year (2040) With Project Conditions With Improvements - PM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 4: Citrus Av. & Driveway 1 Movement WB SB Directions Served LR L Maximum Queue (ft)31 23 Average Queue (ft)8 2 95th Queue (ft)30 13 Link Distance (ft)450 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Citrus Av. & Santa Ana Av. Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T TR L T TR L T TR L T TR Maximum Queue (ft) 200 375 336 148 166 258 116 255 268 199 254 207 Average Queue (ft) 157 156 116 58 70 126 32 156 163 116 108 92 95th Queue (ft)223 329 246 121 132 210 81 237 248 181 193 160 Link Distance (ft)1273 1273 331 331 2551 2551 515 515 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 200 150 Storage Blk Time (%) 18 1 0 0 2 4 2 Queuing Penalty (veh) 39 2 0 0 1 9 3 Intersection: 6: Santa Ana Av. & Driveway 2 Movement EB SB Directions Served LT LR Maximum Queue (ft)26 31 Average Queue (ft)2 9 95th Queue (ft)17 31 Link Distance (ft)331 422 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) 1.2-4 Queuing and Blocking Report Oleander & Santa Ana Warehouses TA (JN:14581) Horizon Year (2040) With Project Conditions With Improvements - PM Peak Hour 10/31/2022 Horizon Year (2040) With Project Conditions With Improvements - PM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 2 Intersection: 7: Santa Ana Av. & Driveway 3 Movement EB SB Directions Served LT LR Maximum Queue (ft)15 31 Average Queue (ft)0 3 95th Queue (ft)7 18 Link Distance (ft) 514 490 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 9: Oleander Av. & Driveway 4 Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft)31 31 8 Average Queue (ft)9 11 0 95th Queue (ft)32 35 5 Link Distance (ft)425 312 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Oleander Av. & Driveway 5 Movement EB WB SB Directions Served LTR LTR L Maximum Queue (ft)31 31 7 Average Queue (ft)8 8 0 95th Queue (ft)30 29 5 Link Distance (ft)378 292 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)100 Storage Blk Time (%) Queuing Penalty (veh) 1.2-5 Queuing and Blocking Report Oleander & Santa Ana Warehouses TA (JN:14581) Horizon Year (2040) With Project Conditions With Improvements - PM Peak Hour 10/31/2022 Horizon Year (2040) With Project Conditions With Improvements - PM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 3 Intersection: 11: Oleander Av. & Santa Ana Av. Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T TR L TR L TR Maximum Queue (ft)62 150 172 73 128 126 89 164 67 105 Average Queue (ft)25 63 83 25 57 66 33 67 20 45 95th Queue (ft)56 113 139 58 102 109 68 124 53 86 Link Distance (ft)502 502 514 514 2032 240 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 150 150 Storage Blk Time (%)0 0 0 Queuing Penalty (veh)0 0 0 Intersection: 12: Santa Ana Av. & Driveway 6 Movement EB SB Directions Served LT LR Maximum Queue (ft)7 30 Average Queue (ft) 0 3 95th Queue (ft)4 17 Link Distance (ft) 514 382 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 13: Citrus Av. & Tyrol Drive Movement EB Directions Served LR Maximum Queue (ft)31 Average Queue (ft)7 95th Queue (ft)28 Link Distance (ft)534 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 54 1.2-6 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 3.1: EXISTING TRAFFIC COUNTS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On 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 0 170 128 0 298 76 0 96 52 172 0 133 56 1 189 0 0 0 0 0 53 659 712 07:15 AM 0 191 143 0 334 83 0 107 59 190 0 145 45 2 190 0 0 0 0 0 61 714 775 07:30 AM 0 220 92 0 312 76 0 137 72 213 0 155 59 1 214 0 0 0 0 0 73 739 812 07:45 AM 0 223 135 0 358 115 0 125 58 240 0 153 59 4 212 0 0 0 0 0 62 810 872 Total 0 804 498 0 1302 350 0 465 241 815 0 586 219 8 805 0 0 0 0 0 249 2922 3171 08:00 AM 0 214 93 0 307 61 0 81 31 142 0 120 56 2 176 0 0 0 0 0 33 625 658 08:15 AM 0 213 86 0 299 94 0 80 38 174 0 171 52 3 223 0 0 0 0 0 41 696 737 08:30 AM 0 179 105 0 284 81 0 78 37 159 0 136 46 2 182 0 0 0 0 0 39 625 664 08:45 AM 0 143 75 0 218 77 0 80 32 157 0 148 44 1 192 0 0 0 0 0 33 567 600 Total 0 749 359 0 1108 313 0 319 138 632 0 575 198 8 773 0 0 0 0 0 146 2513 2659 Grand Total 0 1553 857 0 2410 663 0 784 379 1447 0 1161 417 16 1578 0 0 0 0 0 395 5435 5830 Apprch %0 64.4 35.6 45.8 0 54.2 0 73.6 26.4 0 0 0 Total %0 28.6 15.8 44.3 12.2 0 14.4 26.6 0 21.4 7.7 29 0 0 0 0 6.8 93.2 Passenger Vehicles 0 1446 792 2238 574 0 713 1645 0 1075 341 1422 0 0 0 0 0 0 5305 % Passenger Vehicles 0 93.1 92.4 0 92.9 86.6 0 90.9 94.5 90.1 0 92.6 81.8 37.5 89.2 0 0 0 0 0 0 0 91 Large 2 Axle Vehicles 0 45 18 63 23 0 32 66 0 37 12 50 0 0 0 0 0 0 179 % Large 2 Axle Vehicles 0 2.9 2.1 0 2.6 3.5 0 4.1 2.9 3.6 0 3.2 2.9 6.2 3.1 0 0 0 0 0 0 0 3.1 3 Axle Vehicles 0 19 12 31 18 0 15 36 0 21 9 34 0 0 0 0 0 0 101 % 3 Axle Vehicles 0 1.2 1.4 0 1.3 2.7 0 1.9 0.8 2 0 1.8 2.2 25 2.1 0 0 0 0 0 0 0 1.7 4+ Axle Trucks 0 43 35 78 48 0 24 79 0 28 55 88 0 0 0 0 0 0 245 % 4+ Axle Trucks 0 2.8 4.1 0 3.2 7.2 0 3.1 1.8 4.3 0 2.4 13.2 31.2 5.5 0 0 0 0 0 0 0 4.2 Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 170 128 298 76 0 96 172 0 133 56 189 0 0 0 0 659 07:15 AM 0 191 143 334 83 0 107 190 0 145 45 190 0 0 0 0 714 07:30 AM 0 220 92 312 76 0 137 213 0 155 59 214 0 0 0 0 739 07:45 AM 0 223 135 358 115 0 125 240 0 153 59 212 0 0 0 0 810 Total Volume 0 804 498 1302 350 0 465 815 0 586 219 805 0 0 0 0 2922 % App. Total 0 61.8 38.2 42.9 0 57.1 0 72.8 27.2 0 0 0 PHF .000 .901 .871 .909 .761 .000 .849 .849 .000 .945 .928 .940 .000 .000 .000 .000 .902 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-1 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue I-10 Westbound On Ramp I-10 Westbound Ramps Citrus Avenue Right 498 Thru 804 Left 0 InOut Total 1051 1302 2353 Right465 Thru0 Left350 OutTotalIn219 815 1034 Left 0 Thru 586 Right 219 Out TotalIn 1154 805 1959 Left0 Thru0 Right0 TotalOutIn498 0 498 Peak Hour Begins at 07:00 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 3.1-2 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:00 AM 07:30 AM 07:00 AM +0 mins.0 191 143 334 76 0 96 172 0 155 59 214 0 0 0 0 +15 mins.0 220 92 312 83 0 107 190 0 153 59 212 0 0 0 0 +30 mins.0 223 135 358 76 0 137 213 0 120 56 176 0 0 0 0 +45 mins.0 214 93 307 115 0 125 240 0 171 52 223 0 0 0 0 Total Volume 0 848 463 1311 350 0 465 815 0 599 226 825 0 0 0 0 % App. Total 0 64.7 35.3 42.9 0 57.1 0 72.6 27.4 0 0 0 PHF .000 .951 .809 .916 .761 .000 .849 .849 .000 .876 .958 .925 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-3 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On 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 0 158 126 0 284 71 0 88 50 159 0 125 46 0 171 0 0 0 0 0 50 614 664 07:15 AM 0 176 136 0 312 75 0 100 56 175 0 138 34 0 172 0 0 0 0 0 56 659 715 07:30 AM 0 204 87 0 291 64 0 128 69 192 0 147 55 1 202 0 0 0 0 0 70 685 755 07:45 AM 0 210 124 0 334 105 0 117 55 222 0 141 48 0 189 0 0 0 0 0 55 745 800 Total 0 748 473 0 1221 315 0 433 230 748 0 551 183 1 734 0 0 0 0 0 231 2703 2934 08:00 AM 0 204 85 0 289 51 0 70 29 121 0 103 49 2 152 0 0 0 0 0 31 562 593 08:15 AM 0 197 76 0 273 79 0 73 36 152 0 164 42 1 206 0 0 0 0 0 37 631 668 08:30 AM 0 165 89 0 254 67 0 67 32 134 0 125 33 2 158 0 0 0 0 0 34 546 580 08:45 AM 0 132 69 0 201 62 0 70 31 132 0 132 34 0 166 0 0 0 0 0 31 499 530 Total 0 698 319 0 1017 259 0 280 128 539 0 524 158 5 682 0 0 0 0 0 133 2238 2371 Grand Total 0 1446 792 0 2238 574 0 713 358 1287 0 1075 341 6 1416 0 0 0 0 0 364 4941 5305 Apprch %0 64.6 35.4 44.6 0 55.4 0 75.9 24.1 0 0 0 Total %0 29.3 16 45.3 11.6 0 14.4 26 0 21.8 6.9 28.7 0 0 0 0 6.9 93.1 Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 158 126 284 71 0 88 159 0 125 46 171 0 0 0 0 614 07:15 AM 0 176 136 312 75 0 100 175 0 138 34 172 0 0 0 0 659 07:30 AM 0 204 87 291 64 0 128 192 0 147 55 202 0 0 0 0 685 07:45 AM 0 210 124 334 105 0 117 222 0 141 48 189 0 0 0 0 745 Total Volume 0 748 473 1221 315 0 433 748 0 551 183 734 0 0 0 0 2703 % App. Total 0 61.3 38.7 42.1 0 57.9 0 75.1 24.9 0 0 0 PHF .000 .890 .869 .914 .750 .000 .846 .842 .000 .937 .832 .908 .000 .000 .000 .000 .907 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-4 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue I-10 Westbound On Ramp I-10 Westbound Ramps Citrus Avenue Right 473 Thru 748 Left 0 InOut Total 984 1221 2205 Right433 Thru0 Left315 OutTotalIn183 748 931 Left 0 Thru 551 Right 183 Out TotalIn 1063 734 1797 Left0 Thru0 Right0 TotalOutIn473 0 473 Peak Hour Begins at 07:00 AM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-5 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 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.0 158 126 284 71 0 88 159 0 125 46 171 0 0 0 0 +15 mins.0 176 136 312 75 0 100 175 0 138 34 172 0 0 0 0 +30 mins.0 204 87 291 64 0 128 192 0 147 55 202 0 0 0 0 +45 mins.0 210 124 334 105 0 117 222 0 141 48 189 0 0 0 0 Total Volume 0 748 473 1221 315 0 433 748 0 551 183 734 0 0 0 0 % App. Total 0 61.3 38.7 42.1 0 57.9 0 75.1 24.9 0 0 0 PHF .000 .890 .869 .914 .750 .000 .846 .842 .000 .937 .832 .908 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-6 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On 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 0 9 0 0 9 4 0 6 2 10 0 5 1 0 6 0 0 0 0 0 2 25 27 07:15 AM 0 5 2 0 7 2 0 3 0 5 0 2 3 1 5 0 0 0 0 0 1 17 18 07:30 AM 0 5 1 0 6 1 0 5 2 6 0 3 0 0 3 0 0 0 0 0 2 15 17 07:45 AM 0 3 5 0 8 3 0 4 3 7 0 6 2 0 8 0 0 0 0 0 3 23 26 Total 0 22 8 0 30 10 0 18 7 28 0 16 6 1 22 0 0 0 0 0 8 80 88 08:00 AM 0 3 4 0 7 1 0 2 1 3 0 6 3 0 9 0 0 0 0 0 1 19 20 08:15 AM 0 9 2 0 11 3 0 4 1 7 0 3 2 0 5 0 0 0 0 0 1 23 24 08:30 AM 0 5 3 0 8 5 0 4 2 9 0 8 0 0 8 0 0 0 0 0 2 25 27 08:45 AM 0 6 1 0 7 4 0 4 0 8 0 4 1 0 5 0 0 0 0 0 0 20 20 Total 0 23 10 0 33 13 0 14 4 27 0 21 6 0 27 0 0 0 0 0 4 87 91 Grand Total 0 45 18 0 63 23 0 32 11 55 0 37 12 1 49 0 0 0 0 0 12 167 179 Apprch %0 71.4 28.6 41.8 0 58.2 0 75.5 24.5 0 0 0 Total %0 26.9 10.8 37.7 13.8 0 19.2 32.9 0 22.2 7.2 29.3 0 0 0 0 6.7 93.3 Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 9 0 9 4 0 6 10 0 5 1 6 0 0 0 0 25 07:15 AM 0 5 2 7 2 0 3 5 0 2 3 5 0 0 0 0 17 07:30 AM 0 5 1 6 1 0 5 6 0 3 0 3 0 0 0 0 15 07:45 AM 0 3 5 8 3 0 4 7 0 6 2 8 0 0 0 0 23 Total Volume 0 22 8 30 10 0 18 28 0 16 6 22 0 0 0 0 80 % App. Total 0 73.3 26.7 35.7 0 64.3 0 72.7 27.3 0 0 0 PHF .000 .611 .400 .833 .625 .000 .750 .700 .000 .667 .500 .688 .000 .000 .000 .000 .800 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-7 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue I-10 Westbound On Ramp I-10 Westbound Ramps Citrus Avenue Right 8 Thru 22 Left 0 InOut Total 34 30 64 Right18 Thru0 Left10 OutTotalIn6 28 34 Left 0 Thru 16 Right 6 Out TotalIn 32 22 54 Left0 Thru0 Right0 TotalOutIn8 0 8 Peak Hour Begins at 07:00 AM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-8 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 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 9 0 9 4 0 6 10 0 5 1 6 0 0 0 0 +15 mins.0 5 2 7 2 0 3 5 0 2 3 5 0 0 0 0 +30 mins.0 5 1 6 1 0 5 6 0 3 0 3 0 0 0 0 +45 mins.0 3 5 8 3 0 4 7 0 6 2 8 0 0 0 0 Total Volume 0 22 8 30 10 0 18 28 0 16 6 22 0 0 0 0 % App. Total 0 73.3 26.7 35.7 0 64.3 0 72.7 27.3 0 0 0 PHF .000 .611 .400 .833 .625 .000 .750 .700 .000 .667 .500 .688 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-9 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On 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 0 2 0 0 2 0 0 0 0 0 0 2 1 0 3 0 0 0 0 0 0 5 5 07:15 AM 0 1 1 0 2 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 0 4 4 07:30 AM 0 6 2 0 8 5 0 2 1 7 0 2 0 0 2 0 0 0 0 0 1 17 18 07:45 AM 0 2 0 0 2 1 0 1 0 2 0 3 3 3 6 0 0 0 0 0 3 10 13 Total 0 11 3 0 14 6 0 4 1 10 0 7 5 3 12 0 0 0 0 0 4 36 40 08:00 AM 0 3 2 0 5 3 0 5 1 8 0 5 1 0 6 0 0 0 0 0 1 19 20 08:15 AM 0 1 1 0 2 5 0 1 0 6 0 2 1 0 3 0 0 0 0 0 0 11 11 08:30 AM 0 3 4 0 7 3 0 1 0 4 0 2 0 0 2 0 0 0 0 0 0 13 13 08:45 AM 0 1 2 0 3 1 0 4 1 5 0 5 2 1 7 0 0 0 0 0 2 15 17 Total 0 8 9 0 17 12 0 11 2 23 0 14 4 1 18 0 0 0 0 0 3 58 61 Grand Total 0 19 12 0 31 18 0 15 3 33 0 21 9 4 30 0 0 0 0 0 7 94 101 Apprch %0 61.3 38.7 54.5 0 45.5 0 70 30 0 0 0 Total %0 20.2 12.8 33 19.1 0 16 35.1 0 22.3 9.6 31.9 0 0 0 0 6.9 93.1 Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 2 0 2 0 0 0 0 0 2 1 3 0 0 0 0 5 07:15 AM 0 1 1 2 0 0 1 1 0 0 1 1 0 0 0 0 4 07:30 AM 0 6 2 8 5 0 2 7 0 2 0 2 0 0 0 0 17 07:45 AM 0 2 0 2 1 0 1 2 0 3 3 6 0 0 0 0 10 Total Volume 0 11 3 14 6 0 4 10 0 7 5 12 0 0 0 0 36 % App. Total 0 78.6 21.4 60 0 40 0 58.3 41.7 0 0 0 PHF .000 .458 .375 .438 .300 .000 .500 .357 .000 .583 .417 .500 .000 .000 .000 .000 .529 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-10 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue I-10 Westbound On Ramp I-10 Westbound Ramps Citrus Avenue Right 3 Thru 11 Left 0 InOut Total 11 14 25 Right4 Thru0 Left6 OutTotalIn5 10 15 Left 0 Thru 7 Right 5 Out TotalIn 17 12 29 Left0 Thru0 Right0 TotalOutIn3 0 3 Peak Hour Begins at 07:00 AM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-11 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 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 2 0 2 0 0 0 0 0 2 1 3 0 0 0 0 +15 mins.0 1 1 2 0 0 1 1 0 0 1 1 0 0 0 0 +30 mins.0 6 2 8 5 0 2 7 0 2 0 2 0 0 0 0 +45 mins.0 2 0 2 1 0 1 2 0 3 3 6 0 0 0 0 Total Volume 0 11 3 14 6 0 4 10 0 7 5 12 0 0 0 0 % App. Total 0 78.6 21.4 60 0 40 0 58.3 41.7 0 0 0 PHF .000 .458 .375 .438 .300 .000 .500 .357 .000 .583 .417 .500 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-12 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On 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 0 1 2 0 3 1 0 2 0 3 0 1 8 1 9 0 0 0 0 0 1 15 16 07:15 AM 0 9 4 0 13 6 0 3 3 9 0 5 7 1 12 0 0 0 0 0 4 34 38 07:30 AM 0 5 2 0 7 6 0 2 0 8 0 3 4 0 7 0 0 0 0 0 0 22 22 07:45 AM 0 8 6 0 14 6 0 3 0 9 0 3 6 1 9 0 0 0 0 0 1 32 33 Total 0 23 14 0 37 19 0 10 3 29 0 12 25 3 37 0 0 0 0 0 6 103 109 08:00 AM 0 4 2 0 6 6 0 4 0 10 0 6 3 0 9 0 0 0 0 0 0 25 25 08:15 AM 0 6 7 0 13 7 0 2 1 9 0 2 7 2 9 0 0 0 0 0 3 31 34 08:30 AM 0 6 9 0 15 6 0 6 3 12 0 1 13 0 14 0 0 0 0 0 3 41 44 08:45 AM 0 4 3 0 7 10 0 2 0 12 0 7 7 0 14 0 0 0 0 0 0 33 33 Total 0 20 21 0 41 29 0 14 4 43 0 16 30 2 46 0 0 0 0 0 6 130 136 Grand Total 0 43 35 0 78 48 0 24 7 72 0 28 55 5 83 0 0 0 0 0 12 233 245 Apprch %0 55.1 44.9 66.7 0 33.3 0 33.7 66.3 0 0 0 Total %0 18.5 15 33.5 20.6 0 10.3 30.9 0 12 23.6 35.6 0 0 0 0 4.9 95.1 Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 1 2 3 1 0 2 3 0 1 8 9 0 0 0 0 15 07:15 AM 0 9 4 13 6 0 3 9 0 5 7 12 0 0 0 0 34 07:30 AM 0 5 2 7 6 0 2 8 0 3 4 7 0 0 0 0 22 07:45 AM 0 8 6 14 6 0 3 9 0 3 6 9 0 0 0 0 32 Total Volume 0 23 14 37 19 0 10 29 0 12 25 37 0 0 0 0 103 % App. Total 0 62.2 37.8 65.5 0 34.5 0 32.4 67.6 0 0 0 PHF .000 .639 .583 .661 .792 .000 .833 .806 .000 .600 .781 .771 .000 .000 .000 .000 .757 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-13 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue I-10 Westbound On Ramp I-10 Westbound Ramps Citrus Avenue Right 14 Thru 23 Left 0 InOut Total 22 37 59 Right10 Thru0 Left19 OutTotalIn25 29 54 Left 0 Thru 12 Right 25 Out TotalIn 42 37 79 Left0 Thru0 Right0 TotalOutIn14 0 14 Peak Hour Begins at 07:00 AM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-14 File Name : 01_FON_Citrus_10W AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 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 1 2 3 1 0 2 3 0 1 8 9 0 0 0 0 +15 mins.0 9 4 13 6 0 3 9 0 5 7 12 0 0 0 0 +30 mins.0 5 2 7 6 0 2 8 0 3 4 7 0 0 0 0 +45 mins.0 8 6 14 6 0 3 9 0 3 6 9 0 0 0 0 Total Volume 0 23 14 37 19 0 10 29 0 12 25 37 0 0 0 0 % App. Total 0 62.2 37.8 65.5 0 34.5 0 32.4 67.6 0 0 0 PHF .000 .639 .583 .661 .792 .000 .833 .806 .000 .600 .781 .771 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-15 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On 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 0 213 80 0 293 49 0 121 46 170 0 237 47 5 284 0 0 0 0 0 51 747 798 04:15 PM 0 190 94 0 284 39 0 106 64 145 0 205 42 4 247 0 0 0 0 0 68 676 744 04:30 PM 0 200 123 0 323 54 0 102 49 156 0 240 57 3 297 0 0 0 0 0 52 776 828 04:45 PM 0 178 87 0 265 44 0 105 32 149 0 219 57 15 276 0 0 0 0 0 47 690 737 Total 0 781 384 0 1165 186 0 434 191 620 0 901 203 27 1104 0 0 0 0 0 218 2889 3107 05:00 PM 0 210 96 0 306 65 0 101 35 166 0 231 54 6 285 0 0 0 0 0 41 757 798 05:15 PM 0 176 87 0 263 54 0 143 41 197 0 203 55 13 258 0 0 0 0 0 54 718 772 05:30 PM 0 192 98 0 290 49 0 119 43 168 0 245 47 3 292 0 0 0 0 0 46 750 796 05:45 PM 0 194 65 0 259 48 0 101 56 149 0 185 95 14 280 0 0 0 0 0 70 688 758 Total 0 772 346 0 1118 216 0 464 175 680 0 864 251 36 1115 0 0 0 0 0 211 2913 3124 Grand Total 0 1553 730 0 2283 402 0 898 366 1300 0 1765 454 63 2219 0 0 0 0 0 429 5802 6231 Apprch %0 68 32 30.9 0 69.1 0 79.5 20.5 0 0 0 Total %0 26.8 12.6 39.3 6.9 0 15.5 22.4 0 30.4 7.8 38.2 0 0 0 0 6.9 93.1 Passenger Vehicles 0 1466 691 2157 341 0 843 1535 0 1698 399 2146 0 0 0 0 0 0 5838 % Passenger Vehicles 0 94.4 94.7 0 94.5 84.8 0 93.9 95.9 92.1 0 96.2 87.9 77.8 94 0 0 0 0 0 0 0 93.7 Large 2 Axle Vehicles 0 30 14 44 11 0 19 36 0 18 6 24 0 0 0 0 0 0 104 % Large 2 Axle Vehicles 0 1.9 1.9 0 1.9 2.7 0 2.1 1.6 2.2 0 1 1.3 0 1.1 0 0 0 0 0 0 0 1.7 3 Axle Vehicles 0 28 4 32 9 0 15 27 0 23 17 47 0 0 0 0 0 0 106 % 3 Axle Vehicles 0 1.8 0.5 0 1.4 2.2 0 1.7 0.8 1.6 0 1.3 3.7 11.1 2.1 0 0 0 0 0 0 0 1.7 4+ Axle Trucks 0 29 21 50 41 0 21 68 0 26 32 65 0 0 0 0 0 0 183 % 4+ Axle Trucks 0 1.9 2.9 0 2.2 10.2 0 2.3 1.6 4.1 0 1.5 7 11.1 2.8 0 0 0 0 0 0 0 2.9 Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 200 123 323 54 0 102 156 0 240 57 297 0 0 0 0 776 04:45 PM 0 178 87 265 44 0 105 149 0 219 57 276 0 0 0 0 690 05:00 PM 0 210 96 306 65 0 101 166 0 231 54 285 0 0 0 0 757 05:15 PM 0 176 87 263 54 0 143 197 0 203 55 258 0 0 0 0 718 Total Volume 0 764 393 1157 217 0 451 668 0 893 223 1116 0 0 0 0 2941 % App. Total 0 66 34 32.5 0 67.5 0 80 20 0 0 0 PHF .000 .910 .799 .896 .835 .000 .788 .848 .000 .930 .978 .939 .000 .000 .000 .000 .947 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-16 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue I-10 Westbound On Ramp I-10 Westbound Ramps Citrus Avenue Right 393 Thru 764 Left 0 InOut Total 1344 1157 2501 Right451 Thru0 Left217 OutTotalIn223 668 891 Left 0 Thru 893 Right 223 Out TotalIn 981 1116 2097 Left0 Thru0 Right0 TotalOutIn393 0 393 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 3.1-17 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:45 PM 04:30 PM 04:00 PM +0 mins.0 190 94 284 44 0 105 149 0 240 57 297 0 0 0 0 +15 mins.0 200 123 323 65 0 101 166 0 219 57 276 0 0 0 0 +30 mins.0 178 87 265 54 0 143 197 0 231 54 285 0 0 0 0 +45 mins.0 210 96 306 49 0 119 168 0 203 55 258 0 0 0 0 Total Volume 0 778 400 1178 212 0 468 680 0 893 223 1116 0 0 0 0 % App. Total 0 66 34 31.2 0 68.8 0 80 20 0 0 0 PHF .000 .926 .813 .912 .815 .000 .818 .863 .000 .930 .978 .939 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-18 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On 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 0 193 70 0 263 35 0 103 38 138 0 230 38 3 268 0 0 0 0 0 41 669 710 04:15 PM 0 179 88 0 267 30 0 105 63 135 0 194 40 3 234 0 0 0 0 0 66 636 702 04:30 PM 0 186 114 0 300 42 0 97 49 139 0 228 47 2 275 0 0 0 0 0 51 714 765 04:45 PM 0 172 86 0 258 39 0 101 31 140 0 208 50 12 258 0 0 0 0 0 43 656 699 Total 0 730 358 0 1088 146 0 406 181 552 0 860 175 20 1035 0 0 0 0 0 201 2675 2876 05:00 PM 0 199 91 0 290 57 0 95 33 152 0 226 50 5 276 0 0 0 0 0 38 718 756 05:15 PM 0 172 87 0 259 51 0 137 39 188 0 193 50 12 243 0 0 0 0 0 51 690 741 05:30 PM 0 180 92 0 272 43 0 105 42 148 0 239 40 1 279 0 0 0 0 0 43 699 742 05:45 PM 0 185 63 0 248 44 0 100 56 144 0 180 84 11 264 0 0 0 0 0 67 656 723 Total 0 736 333 0 1069 195 0 437 170 632 0 838 224 29 1062 0 0 0 0 0 199 2763 2962 Grand Total 0 1466 691 0 2157 341 0 843 351 1184 0 1698 399 49 2097 0 0 0 0 0 400 5438 5838 Apprch %0 68 32 28.8 0 71.2 0 81 19 0 0 0 Total %0 27 12.7 39.7 6.3 0 15.5 21.8 0 31.2 7.3 38.6 0 0 0 0 6.9 93.1 Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 186 114 300 42 0 97 139 0 228 47 275 0 0 0 0 714 04:45 PM 0 172 86 258 39 0 101 140 0 208 50 258 0 0 0 0 656 05:00 PM 0 199 91 290 57 0 95 152 0 226 50 276 0 0 0 0 718 05:15 PM 0 172 87 259 51 0 137 188 0 193 50 243 0 0 0 0 690 Total Volume 0 729 378 1107 189 0 430 619 0 855 197 1052 0 0 0 0 2778 % App. Total 0 65.9 34.1 30.5 0 69.5 0 81.3 18.7 0 0 0 PHF .000 .916 .829 .923 .829 .000 .785 .823 .000 .938 .985 .953 .000 .000 .000 .000 .967 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-19 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue I-10 Westbound On Ramp I-10 Westbound Ramps Citrus Avenue Right 378 Thru 729 Left 0 InOut Total 1285 1107 2392 Right430 Thru0 Left189 OutTotalIn197 619 816 Left 0 Thru 855 Right 197 Out TotalIn 918 1052 1970 Left0 Thru0 Right0 TotalOutIn378 0 378 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 3.1-20 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 186 114 300 42 0 97 139 0 228 47 275 0 0 0 0 +15 mins.0 172 86 258 39 0 101 140 0 208 50 258 0 0 0 0 +30 mins.0 199 91 290 57 0 95 152 0 226 50 276 0 0 0 0 +45 mins.0 172 87 259 51 0 137 188 0 193 50 243 0 0 0 0 Total Volume 0 729 378 1107 189 0 430 619 0 855 197 1052 0 0 0 0 % App. Total 0 65.9 34.1 30.5 0 69.5 0 81.3 18.7 0 0 0 PHF .000 .916 .829 .923 .829 .000 .785 .823 .000 .938 .985 .953 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-21 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On 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 0 12 3 0 15 2 0 8 2 10 0 2 1 0 3 0 0 0 0 0 2 28 30 04:15 PM 0 3 0 0 3 5 0 1 1 6 0 3 0 0 3 0 0 0 0 0 1 12 13 04:30 PM 0 5 5 0 10 2 0 2 0 4 0 1 2 0 3 0 0 0 0 0 0 17 17 04:45 PM 0 2 1 0 3 0 0 2 1 2 0 4 1 0 5 0 0 0 0 0 1 10 11 Total 0 22 9 0 31 9 0 13 4 22 0 10 4 0 14 0 0 0 0 0 4 67 71 05:00 PM 0 1 2 0 3 2 0 2 1 4 0 3 0 0 3 0 0 0 0 0 1 10 11 05:15 PM 0 1 0 0 1 0 0 1 1 1 0 0 1 0 1 0 0 0 0 0 1 3 4 05:30 PM 0 4 2 0 6 0 0 3 0 3 0 2 0 0 2 0 0 0 0 0 0 11 11 05:45 PM 0 2 1 0 3 0 0 0 0 0 0 3 1 0 4 0 0 0 0 0 0 7 7 Total 0 8 5 0 13 2 0 6 2 8 0 8 2 0 10 0 0 0 0 0 2 31 33 Grand Total 0 30 14 0 44 11 0 19 6 30 0 18 6 0 24 0 0 0 0 0 6 98 104 Apprch %0 68.2 31.8 36.7 0 63.3 0 75 25 0 0 0 Total %0 30.6 14.3 44.9 11.2 0 19.4 30.6 0 18.4 6.1 24.5 0 0 0 0 5.8 94.2 Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 5 5 10 2 0 2 4 0 1 2 3 0 0 0 0 17 04:45 PM 0 2 1 3 0 0 2 2 0 4 1 5 0 0 0 0 10 05:00 PM 0 1 2 3 2 0 2 4 0 3 0 3 0 0 0 0 10 05:15 PM 0 1 0 1 0 0 1 1 0 0 1 1 0 0 0 0 3 Total Volume 0 9 8 17 4 0 7 11 0 8 4 12 0 0 0 0 40 % App. Total 0 52.9 47.1 36.4 0 63.6 0 66.7 33.3 0 0 0 PHF .000 .450 .400 .425 .500 .000 .875 .688 .000 .500 .500 .600 .000 .000 .000 .000 .588 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-22 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue I-10 Westbound On Ramp I-10 Westbound Ramps Citrus Avenue Right 8 Thru 9 Left 0 InOut Total 15 17 32 Right7 Thru0 Left4 OutTotalIn4 11 15 Left 0 Thru 8 Right 4 Out TotalIn 13 12 25 Left0 Thru0 Right0 TotalOutIn8 0 8 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 3.1-23 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 5 5 10 2 0 2 4 0 1 2 3 0 0 0 0 +15 mins.0 2 1 3 0 0 2 2 0 4 1 5 0 0 0 0 +30 mins.0 1 2 3 2 0 2 4 0 3 0 3 0 0 0 0 +45 mins.0 1 0 1 0 0 1 1 0 0 1 1 0 0 0 0 Total Volume 0 9 8 17 4 0 7 11 0 8 4 12 0 0 0 0 % App. Total 0 52.9 47.1 36.4 0 63.6 0 66.7 33.3 0 0 0 PHF .000 .450 .400 .425 .500 .000 .875 .688 .000 .500 .500 .600 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-24 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On 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 0 4 2 0 6 3 0 3 2 6 0 2 4 2 6 0 0 0 0 0 4 18 22 04:15 PM 0 4 1 0 5 0 0 0 0 0 0 5 1 1 6 0 0 0 0 0 1 11 12 04:30 PM 0 4 0 0 4 2 0 1 0 3 0 6 3 1 9 0 0 0 0 0 1 16 17 04:45 PM 0 3 0 0 3 0 0 1 0 1 0 2 1 1 3 0 0 0 0 0 1 7 8 Total 0 15 3 0 18 5 0 5 2 10 0 15 9 5 24 0 0 0 0 0 7 52 59 05:00 PM 0 6 0 0 6 1 0 1 0 2 0 1 1 1 2 0 0 0 0 0 1 10 11 05:15 PM 0 1 0 0 1 1 0 1 0 2 0 4 0 0 4 0 0 0 0 0 0 7 7 05:30 PM 0 3 1 0 4 2 0 7 1 9 0 1 3 0 4 0 0 0 0 0 1 17 18 05:45 PM 0 3 0 0 3 0 0 1 0 1 0 2 4 1 6 0 0 0 0 0 1 10 11 Total 0 13 1 0 14 4 0 10 1 14 0 8 8 2 16 0 0 0 0 0 3 44 47 Grand Total 0 28 4 0 32 9 0 15 3 24 0 23 17 7 40 0 0 0 0 0 10 96 106 Apprch %0 87.5 12.5 37.5 0 62.5 0 57.5 42.5 0 0 0 Total %0 29.2 4.2 33.3 9.4 0 15.6 25 0 24 17.7 41.7 0 0 0 0 9.4 90.6 Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 4 0 4 2 0 1 3 0 6 3 9 0 0 0 0 16 04:45 PM 0 3 0 3 0 0 1 1 0 2 1 3 0 0 0 0 7 05:00 PM 0 6 0 6 1 0 1 2 0 1 1 2 0 0 0 0 10 05:15 PM 0 1 0 1 1 0 1 2 0 4 0 4 0 0 0 0 7 Total Volume 0 14 0 14 4 0 4 8 0 13 5 18 0 0 0 0 40 % App. Total 0 100 0 50 0 50 0 72.2 27.8 0 0 0 PHF .000 .583 .000 .583 .500 .000 1.00 .667 .000 .542 .417 .500 .000 .000 .000 .000 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-25 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue I-10 Westbound On Ramp I-10 Westbound Ramps Citrus Avenue Right 0 Thru 14 Left 0 InOut Total 17 14 31 Right4 Thru0 Left4 OutTotalIn5 8 13 Left 0 Thru 13 Right 5 Out TotalIn 18 18 36 Left0 Thru0 Right0 TotalOutIn0 0 0 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 3.1-26 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 4 0 4 2 0 1 3 0 6 3 9 0 0 0 0 +15 mins.0 3 0 3 0 0 1 1 0 2 1 3 0 0 0 0 +30 mins.0 6 0 6 1 0 1 2 0 1 1 2 0 0 0 0 +45 mins.0 1 0 1 1 0 1 2 0 4 0 4 0 0 0 0 Total Volume 0 14 0 14 4 0 4 8 0 13 5 18 0 0 0 0 % App. Total 0 100 0 50 0 50 0 72.2 27.8 0 0 0 PHF .000 .583 .000 .583 .500 .000 1.000 .667 .000 .542 .417 .500 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-27 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On 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 0 4 5 0 9 9 0 7 4 16 0 3 4 0 7 0 0 0 0 0 4 32 36 04:15 PM 0 4 5 0 9 4 0 0 0 4 0 3 1 0 4 0 0 0 0 0 0 17 17 04:30 PM 0 5 4 0 9 8 0 2 0 10 0 5 5 0 10 0 0 0 0 0 0 29 29 04:45 PM 0 1 0 0 1 5 0 1 0 6 0 5 5 2 10 0 0 0 0 0 2 17 19 Total 0 14 14 0 28 26 0 10 4 36 0 16 15 2 31 0 0 0 0 0 6 95 101 05:00 PM 0 4 3 0 7 5 0 3 1 8 0 1 3 0 4 0 0 0 0 0 1 19 20 05:15 PM 0 2 0 0 2 2 0 4 1 6 0 6 4 1 10 0 0 0 0 0 2 18 20 05:30 PM 0 5 3 0 8 4 0 4 0 8 0 3 4 2 7 0 0 0 0 0 2 23 25 05:45 PM 0 4 1 0 5 4 0 0 0 4 0 0 6 2 6 0 0 0 0 0 2 15 17 Total 0 15 7 0 22 15 0 11 2 26 0 10 17 5 27 0 0 0 0 0 7 75 82 Grand Total 0 29 21 0 50 41 0 21 6 62 0 26 32 7 58 0 0 0 0 0 13 170 183 Apprch %0 58 42 66.1 0 33.9 0 44.8 55.2 0 0 0 Total %0 17.1 12.4 29.4 24.1 0 12.4 36.5 0 15.3 18.8 34.1 0 0 0 0 7.1 92.9 Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 5 4 9 8 0 2 10 0 5 5 10 0 0 0 0 29 04:45 PM 0 1 0 1 5 0 1 6 0 5 5 10 0 0 0 0 17 05:00 PM 0 4 3 7 5 0 3 8 0 1 3 4 0 0 0 0 19 05:15 PM 0 2 0 2 2 0 4 6 0 6 4 10 0 0 0 0 18 Total Volume 0 12 7 19 20 0 10 30 0 17 17 34 0 0 0 0 83 % App. Total 0 63.2 36.8 66.7 0 33.3 0 50 50 0 0 0 PHF .000 .600 .438 .528 .625 .000 .625 .750 .000 .708 .850 .850 .000 .000 .000 .000 .716 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-28 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue I-10 Westbound On Ramp I-10 Westbound Ramps Citrus Avenue Right 7 Thru 12 Left 0 InOut Total 27 19 46 Right10 Thru0 Left20 OutTotalIn17 30 47 Left 0 Thru 17 Right 17 Out TotalIn 32 34 66 Left0 Thru0 Right0 TotalOutIn7 0 7 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 3.1-29 File Name : 01_FON_Citrus_10W PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Westbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Westbound Ramps Westbound Citrus Avenue Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 5 4 9 8 0 2 10 0 5 5 10 0 0 0 0 +15 mins.0 1 0 1 5 0 1 6 0 5 5 10 0 0 0 0 +30 mins.0 4 3 7 5 0 3 8 0 1 3 4 0 0 0 0 +45 mins.0 2 0 2 2 0 4 6 0 6 4 10 0 0 0 0 Total Volume 0 12 7 19 20 0 10 30 0 17 17 34 0 0 0 0 % App. Total 0 63.2 36.8 66.7 0 33.3 0 50 50 0 0 0 PHF .000 .600 .438 .528 .625 .000 .625 .750 .000 .708 .850 .850 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-30 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: North Leg East Leg South Leg West Leg Citrus Avenue I‐10 WB Ramps Citrus Avenue I‐10 WB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 01001 02002 00000 01001 01001 05005 North Leg East Leg South Leg West Leg Citrus Avenue I‐10 WB Ramps Citrus Avenue I‐10 WB 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 Citrus Avenue I‐10 WB Ramps PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-31 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010000010000 2 000000000000 0 001000000000 1 010000010000 2 000000000000 0 000000000000 0 000000000000 0 000000000000 0 021000020000 5 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000010000 1 000000000000 0 000000000000 0 000000000000 0 000000010000 1 I‐10 WB Ramps TOTAL VOLUMES: Citrus Avenue I‐10 WB Ramps Citrus Avenue I‐10 WB Ramps Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Citrus Avenue I‐10 WB Ramps Citrus Avenue Eastbound TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound I‐10 WB Ramps Citrus Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-32 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 105 128 0 0 233 0 0 0 0 0 0 102 66 23 168 87 1 60 26 148 49 549 598 07:15 AM 129 130 0 0 259 0 0 0 0 0 0 109 61 20 170 81 0 61 38 142 58 571 629 07:30 AM 131 165 0 0 296 0 0 0 0 0 0 139 77 33 216 76 0 57 32 133 65 645 710 07:45 AM 127 198 0 0 325 0 0 0 0 0 0 134 57 22 191 65 2 66 25 133 47 649 696 Total 492 621 0 0 1113 0 0 0 0 0 0 484 261 98 745 309 3 244 121 556 219 2414 2633 08:00 AM 103 191 0 0 294 0 0 0 0 0 0 133 83 34 216 62 0 62 34 124 68 634 702 08:15 AM 90 205 0 0 295 0 0 0 0 0 0 153 69 22 222 58 0 92 27 150 49 667 716 08:30 AM 109 152 0 0 261 0 0 0 0 0 0 125 82 21 207 64 1 57 32 122 53 590 643 08:45 AM 94 132 0 0 226 0 0 0 0 0 0 110 76 19 186 89 0 69 26 158 45 570 615 Total 396 680 0 0 1076 0 0 0 0 0 0 521 310 96 831 273 1 280 119 554 215 2461 2676 Grand Total 888 1301 0 0 2189 0 0 0 0 0 0 1005 571 194 1576 582 4 524 240 1110 434 4875 5309 Apprch %40.6 59.4 0 0 0 0 0 63.8 36.2 52.4 0.4 47.2 Total %18.2 26.7 0 44.9 0 0 0 0 0 20.6 11.7 32.3 11.9 0.1 10.7 22.8 8.2 91.8 Passenger Vehicles 815 1167 0 1982 0 0 0 0 0 871 462 1498 539 3 427 1175 0 0 4655 % Passenger Vehicles 91.8 89.7 0 0 90.5 0 0 0 0 0 0 86.7 80.9 85.1 84.6 92.6 75 81.5 85.8 87 0 0 87.7 Large 2 Axle Vehicles 31 41 0 72 0 0 0 0 0 41 32 83 17 1 17 41 0 0 196 % Large 2 Axle Vehicles 3.5 3.2 0 0 3.3 0 0 0 0 0 0 4.1 5.6 5.2 4.7 2.9 25 3.2 2.5 3 0 0 3.7 3 Axle Vehicles 11 27 0 38 0 0 0 0 0 20 17 41 10 0 21 38 0 0 117 % 3 Axle Vehicles 1.2 2.1 0 0 1.7 0 0 0 0 0 0 2 3 2.1 2.3 1.7 0 4 2.9 2.8 0 0 2.2 4+ Axle Trucks 31 66 0 97 0 0 0 0 0 73 60 148 16 0 59 96 0 0 341 % 4+ Axle Trucks 3.5 5.1 0 0 4.4 0 0 0 0 0 0 7.3 10.5 7.7 8.4 2.7 0 11.3 8.8 7.1 0 0 6.4 Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 131 165 0 296 0 0 0 0 0 139 77 216 76 0 57 133 645 07:45 AM 127 198 0 325 0 0 0 0 0 134 57 191 65 2 66 133 649 08:00 AM 103 191 0 294 0 0 0 0 0 133 83 216 62 0 62 124 634 08:15 AM 90 205 0 295 0 0 0 0 0 153 69 222 58 0 92 150 667 Total Volume 451 759 0 1210 0 0 0 0 0 559 286 845 261 2 277 540 2595 % App. Total 37.3 62.7 0 0 0 0 0 66.2 33.8 48.3 0.4 51.3 PHF .861 .926 .000 .931 .000 .000 .000 .000 .000 .913 .861 .952 .859 .250 .753 .900 .973 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-33 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Citrus Avenue Right 0 Thru 759 Left 451 InOut Total 820 1210 2030 Right0 Thru0 Left0 OutTotalIn739 0 739 Left 0 Thru 559 Right 286 Out TotalIn 1036 845 1881 Left261 Thru2 Right277 TotalOutIn0 540 540 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 3.1-34 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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.131 165 0 296 0 0 0 0 0 139 77 216 87 1 60 148 +15 mins.127 198 0 325 0 0 0 0 0 134 57 191 81 0 61 142 +30 mins.103 191 0 294 0 0 0 0 0 133 83 216 76 0 57 133 +45 mins.90 205 0 295 0 0 0 0 0 153 69 222 65 2 66 133 Total Volume 451 759 0 1210 0 0 0 0 0 559 286 845 309 3 244 556 % App. Total 37.3 62.7 0 0 0 0 0 66.2 33.8 55.6 0.5 43.9 PHF .861 .926 .000 .931 .000 .000 .000 .000 .000 .913 .861 .952 .888 .375 .924 .939 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-35 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 100 119 0 0 219 0 0 0 0 0 0 88 55 19 143 81 0 50 23 131 42 493 535 07:15 AM 118 116 0 0 234 0 0 0 0 0 0 93 50 16 143 77 0 51 31 128 47 505 552 07:30 AM 120 146 0 0 266 0 0 0 0 0 0 128 61 26 189 73 0 44 25 117 51 572 623 07:45 AM 122 182 0 0 304 0 0 0 0 0 0 118 45 20 163 61 2 54 23 117 43 584 627 Total 460 563 0 0 1023 0 0 0 0 0 0 427 211 81 638 292 2 199 102 493 183 2154 2337 08:00 AM 93 173 0 0 266 0 0 0 0 0 0 110 71 32 181 56 0 53 33 109 65 556 621 08:15 AM 82 183 0 0 265 0 0 0 0 0 0 138 58 18 196 54 0 73 23 127 41 588 629 08:30 AM 95 134 0 0 229 0 0 0 0 0 0 106 66 18 172 57 1 49 29 107 47 508 555 08:45 AM 85 114 0 0 199 0 0 0 0 0 0 90 56 16 146 80 0 53 19 133 35 478 513 Total 355 604 0 0 959 0 0 0 0 0 0 444 251 84 695 247 1 228 104 476 188 2130 2318 Grand Total 815 1167 0 0 1982 0 0 0 0 0 0 871 462 165 1333 539 3 427 206 969 371 4284 4655 Apprch %41.1 58.9 0 0 0 0 0 65.3 34.7 55.6 0.3 44.1 Total %19 27.2 0 46.3 0 0 0 0 0 20.3 10.8 31.1 12.6 0.1 10 22.6 8 92 Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 120 146 0 266 0 0 0 0 0 128 61 189 73 0 44 117 572 07:45 AM 122 182 0 304 0 0 0 0 0 118 45 163 61 2 54 117 584 08:00 AM 93 173 0 266 0 0 0 0 0 110 71 181 56 0 53 109 556 08:15 AM 82 183 0 265 0 0 0 0 0 138 58 196 54 0 73 127 588 Total Volume 417 684 0 1101 0 0 0 0 0 494 235 729 244 2 224 470 2300 % App. Total 37.9 62.1 0 0 0 0 0 67.8 32.2 51.9 0.4 47.7 PHF .855 .934 .000 .905 .000 .000 .000 .000 .000 .895 .827 .930 .836 .250 .767 .925 .978 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-36 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Citrus Avenue Right 0 Thru 684 Left 417 InOut Total 738 1101 1839 Right0 Thru0 Left0 OutTotalIn654 0 654 Left 0 Thru 494 Right 235 Out TotalIn 908 729 1637 Left244 Thru2 Right224 TotalOutIn0 470 470 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 3.1-37 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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.120 146 0 266 0 0 0 0 0 128 61 189 73 0 44 117 +15 mins.122 182 0 304 0 0 0 0 0 118 45 163 61 2 54 117 +30 mins.93 173 0 266 0 0 0 0 0 110 71 181 56 0 53 109 +45 mins.82 183 0 265 0 0 0 0 0 138 58 196 54 0 73 127 Total Volume 417 684 0 1101 0 0 0 0 0 494 235 729 244 2 224 470 % App. Total 37.9 62.1 0 0 0 0 0 67.8 32.2 51.9 0.4 47.7 PHF .855 .934 .000 .905 .000 .000 .000 .000 .000 .895 .827 .930 .836 .250 .767 .925 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-38 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 3 6 0 0 9 0 0 0 0 0 0 4 4 2 8 3 1 2 0 6 2 23 25 07:15 AM 2 6 0 0 8 0 0 0 0 0 0 6 3 1 9 1 0 2 1 3 2 20 22 07:30 AM 3 4 0 0 7 0 0 0 0 0 0 6 6 2 12 0 0 3 1 3 3 22 25 07:45 AM 3 4 0 0 7 0 0 0 0 0 0 5 3 1 8 0 0 1 1 1 2 16 18 Total 11 20 0 0 31 0 0 0 0 0 0 21 16 6 37 4 1 8 3 13 9 81 90 08:00 AM 2 3 0 0 5 0 0 0 0 0 0 9 5 1 14 2 0 0 0 2 1 21 22 08:15 AM 7 7 0 0 14 0 0 0 0 0 0 3 4 1 7 3 0 4 1 7 2 28 30 08:30 AM 7 5 0 0 12 0 0 0 0 0 0 4 2 0 6 5 0 2 1 7 1 25 26 08:45 AM 4 6 0 0 10 0 0 0 0 0 0 4 5 2 9 3 0 3 1 6 3 25 28 Total 20 21 0 0 41 0 0 0 0 0 0 20 16 4 36 13 0 9 3 22 7 99 106 Grand Total 31 41 0 0 72 0 0 0 0 0 0 41 32 10 73 17 1 17 6 35 16 180 196 Apprch %43.1 56.9 0 0 0 0 0 56.2 43.8 48.6 2.9 48.6 Total %17.2 22.8 0 40 0 0 0 0 0 22.8 17.8 40.6 9.4 0.6 9.4 19.4 8.2 91.8 Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 3 4 0 7 0 0 0 0 0 6 6 12 0 0 3 3 22 07:45 AM 3 4 0 7 0 0 0 0 0 5 3 8 0 0 1 1 16 08:00 AM 2 3 0 5 0 0 0 0 0 9 5 14 2 0 0 2 21 08:15 AM 7 7 0 14 0 0 0 0 0 3 4 7 3 0 4 7 28 Total Volume 15 18 0 33 0 0 0 0 0 23 18 41 5 0 8 13 87 % App. Total 45.5 54.5 0 0 0 0 0 56.1 43.9 38.5 0 61.5 PHF .536 .643 .000 .589 .000 .000 .000 .000 .000 .639 .750 .732 .417 .000 .500 .464 .777 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-39 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Citrus Avenue Right 0 Thru 18 Left 15 InOut Total 28 33 61 Right0 Thru0 Left0 OutTotalIn33 0 33 Left 0 Thru 23 Right 18 Out TotalIn 26 41 67 Left5 Thru0 Right8 TotalOutIn0 13 13 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 3.1-40 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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.3 4 0 7 0 0 0 0 0 6 6 12 0 0 3 3 +15 mins.3 4 0 7 0 0 0 0 0 5 3 8 0 0 1 1 +30 mins.2 3 0 5 0 0 0 0 0 9 5 14 2 0 0 2 +45 mins.7 7 0 14 0 0 0 0 0 3 4 7 3 0 4 7 Total Volume 15 18 0 33 0 0 0 0 0 23 18 41 5 0 8 13 % App. Total 45.5 54.5 0 0 0 0 0 56.1 43.9 38.5 0 61.5 PHF .536 .643 .000 .589 .000 .000 .000 .000 .000 .639 .750 .732 .417 .000 .500 .464 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-41 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 1 1 0 0 2 0 0 0 0 0 0 1 3 1 4 2 0 3 1 5 2 11 13 07:15 AM 1 0 0 0 1 0 0 0 0 0 0 2 5 2 7 0 0 2 1 2 3 10 13 07:30 AM 3 7 0 0 10 0 0 0 0 0 0 2 0 0 2 0 0 4 2 4 2 16 18 07:45 AM 0 2 0 0 2 0 0 0 0 0 0 5 1 0 6 2 0 3 0 5 0 13 13 Total 5 10 0 0 15 0 0 0 0 0 0 10 9 3 19 4 0 12 4 16 7 50 57 08:00 AM 3 5 0 0 8 0 0 0 0 0 0 3 1 0 4 2 0 0 0 2 0 14 14 08:15 AM 0 6 0 0 6 0 0 0 0 0 0 2 1 0 3 1 0 5 1 6 1 15 16 08:30 AM 3 3 0 0 6 0 0 0 0 0 0 2 4 1 6 0 0 0 0 0 1 12 13 08:45 AM 0 3 0 0 3 0 0 0 0 0 0 3 2 0 5 3 0 4 2 7 2 15 17 Total 6 17 0 0 23 0 0 0 0 0 0 10 8 1 18 6 0 9 3 15 4 56 60 Grand Total 11 27 0 0 38 0 0 0 0 0 0 20 17 4 37 10 0 21 7 31 11 106 117 Apprch %28.9 71.1 0 0 0 0 0 54.1 45.9 32.3 0 67.7 Total %10.4 25.5 0 35.8 0 0 0 0 0 18.9 16 34.9 9.4 0 19.8 29.2 9.4 90.6 Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 3 7 0 10 0 0 0 0 0 2 0 2 0 0 4 4 16 07:45 AM 0 2 0 2 0 0 0 0 0 5 1 6 2 0 3 5 13 08:00 AM 3 5 0 8 0 0 0 0 0 3 1 4 2 0 0 2 14 08:15 AM 0 6 0 6 0 0 0 0 0 2 1 3 1 0 5 6 15 Total Volume 6 20 0 26 0 0 0 0 0 12 3 15 5 0 12 17 58 % App. Total 23.1 76.9 0 0 0 0 0 80 20 29.4 0 70.6 PHF .500 .714 .000 .650 .000 .000 .000 .000 .000 .600 .750 .625 .625 .000 .600 .708 .906 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-42 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Citrus Avenue Right 0 Thru 20 Left 6 InOut Total 17 26 43 Right0 Thru0 Left0 OutTotalIn9 0 9 Left 0 Thru 12 Right 3 Out TotalIn 32 15 47 Left5 Thru0 Right12 TotalOutIn0 17 17 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 3.1-43 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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.3 7 0 10 0 0 0 0 0 2 0 2 0 0 4 4 +15 mins.0 2 0 2 0 0 0 0 0 5 1 6 2 0 3 5 +30 mins.3 5 0 8 0 0 0 0 0 3 1 4 2 0 0 2 +45 mins.0 6 0 6 0 0 0 0 0 2 1 3 1 0 5 6 Total Volume 6 20 0 26 0 0 0 0 0 12 3 15 5 0 12 17 % App. Total 23.1 76.9 0 0 0 0 0 80 20 29.4 0 70.6 PHF .500 .714 .000 .650 .000 .000 .000 .000 .000 .600 .750 .625 .625 .000 .600 .708 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-44 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 1 2 0 0 3 0 0 0 0 0 0 9 4 1 13 1 0 5 2 6 3 22 25 07:15 AM 8 8 0 0 16 0 0 0 0 0 0 8 3 1 11 3 0 6 5 9 6 36 42 07:30 AM 5 8 0 0 13 0 0 0 0 0 0 3 10 5 13 3 0 6 4 9 9 35 44 07:45 AM 2 10 0 0 12 0 0 0 0 0 0 6 8 1 14 2 0 8 1 10 2 36 38 Total 16 28 0 0 44 0 0 0 0 0 0 26 25 8 51 9 0 25 12 34 20 129 149 08:00 AM 5 10 0 0 15 0 0 0 0 0 0 11 6 1 17 2 0 9 1 11 2 43 45 08:15 AM 1 9 0 0 10 0 0 0 0 0 0 10 6 3 16 0 0 10 2 10 5 36 41 08:30 AM 4 10 0 0 14 0 0 0 0 0 0 13 10 2 23 2 0 6 2 8 4 45 49 08:45 AM 5 9 0 0 14 0 0 0 0 0 0 13 13 1 26 3 0 9 4 12 5 52 57 Total 15 38 0 0 53 0 0 0 0 0 0 47 35 7 82 7 0 34 9 41 16 176 192 Grand Total 31 66 0 0 97 0 0 0 0 0 0 73 60 15 133 16 0 59 21 75 36 305 341 Apprch %32 68 0 0 0 0 0 54.9 45.1 21.3 0 78.7 Total %10.2 21.6 0 31.8 0 0 0 0 0 23.9 19.7 43.6 5.2 0 19.3 24.6 10.6 89.4 Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 8 0 13 0 0 0 0 0 3 10 13 3 0 6 9 35 07:45 AM 2 10 0 12 0 0 0 0 0 6 8 14 2 0 8 10 36 08:00 AM 5 10 0 15 0 0 0 0 0 11 6 17 2 0 9 11 43 08:15 AM 1 9 0 10 0 0 0 0 0 10 6 16 0 0 10 10 36 Total Volume 13 37 0 50 0 0 0 0 0 30 30 60 7 0 33 40 150 % App. Total 26 74 0 0 0 0 0 50 50 17.5 0 82.5 PHF .650 .925 .000 .833 .000 .000 .000 .000 .000 .682 .750 .882 .583 .000 .825 .909 .872 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-45 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Citrus Avenue Right 0 Thru 37 Left 13 InOut Total 37 50 87 Right0 Thru0 Left0 OutTotalIn43 0 43 Left 0 Thru 30 Right 30 Out TotalIn 70 60 130 Left7 Thru0 Right33 TotalOutIn0 40 40 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 3.1-46 File Name : 02_FON_Citrus_10E AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 8 0 13 0 0 0 0 0 3 10 13 3 0 6 9 +15 mins.2 10 0 12 0 0 0 0 0 6 8 14 2 0 8 10 +30 mins.5 10 0 15 0 0 0 0 0 11 6 17 2 0 9 11 +45 mins.1 9 0 10 0 0 0 0 0 10 6 16 0 0 10 10 Total Volume 13 37 0 50 0 0 0 0 0 30 30 60 7 0 33 40 % App. Total 26 74 0 0 0 0 0 50 50 17.5 0 82.5 PHF .650 .925 .000 .833 .000 .000 .000 .000 .000 .682 .750 .882 .583 .000 .825 .909 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-47 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 129 122 0 0 251 0 0 0 0 0 0 198 110 43 308 78 1 36 18 115 61 674 735 04:15 PM 100 139 0 0 239 0 0 0 0 0 0 165 99 46 264 92 0 33 21 125 67 628 695 04:30 PM 108 138 0 0 246 0 0 0 0 0 0 171 114 45 285 113 1 30 18 144 63 675 738 04:45 PM 106 134 0 0 240 0 0 0 0 0 0 191 118 50 309 94 2 33 23 129 73 678 751 Total 443 533 0 0 976 0 0 0 0 0 0 725 441 184 1166 377 4 132 80 513 264 2655 2919 05:00 PM 111 150 0 0 261 0 0 0 0 0 0 186 103 53 289 103 5 38 18 146 71 696 767 05:15 PM 101 139 0 0 240 0 0 0 0 0 0 157 110 53 267 98 0 49 17 147 70 654 724 05:30 PM 102 133 0 0 235 0 0 0 0 0 0 183 104 46 287 98 0 51 28 149 74 671 745 05:45 PM 98 136 0 0 234 0 0 0 0 0 0 213 73 35 286 74 1 77 37 152 72 672 744 Total 412 558 0 0 970 0 0 0 0 0 0 739 390 187 1129 373 6 215 100 594 287 2693 2980 Grand Total 855 1091 0 0 1946 0 0 0 0 0 0 1464 831 371 2295 750 10 347 180 1107 551 5348 5899 Apprch %43.9 56.1 0 0 0 0 0 63.8 36.2 67.8 0.9 31.3 Total %16 20.4 0 36.4 0 0 0 0 0 27.4 15.5 42.9 14 0.2 6.5 20.7 9.3 90.7 Passenger Vehicles 807 995 0 1802 0 0 0 0 0 1359 777 2490 718 9 308 1196 0 0 5488 % Passenger Vehicles 94.4 91.2 0 0 92.6 0 0 0 0 0 0 92.8 93.5 95.4 93.4 95.7 90 88.8 89.4 92.9 0 0 93 Large 2 Axle Vehicles 22 25 0 47 0 0 0 0 0 27 14 48 10 0 9 27 0 0 122 % Large 2 Axle Vehicles 2.6 2.3 0 0 2.4 0 0 0 0 0 0 1.8 1.7 1.9 1.8 1.3 0 2.6 4.4 2.1 0 0 2.1 3 Axle Vehicles 11 27 0 38 0 0 0 0 0 35 22 62 8 0 4 12 0 0 112 % 3 Axle Vehicles 1.3 2.5 0 0 2 0 0 0 0 0 0 2.4 2.6 1.3 2.3 1.1 0 1.2 0 0.9 0 0 1.9 4+ Axle Trucks 15 44 0 59 0 0 0 0 0 43 18 66 14 1 26 52 0 0 177 % 4+ Axle Trucks 1.8 4 0 0 3 0 0 0 0 0 0 2.9 2.2 1.3 2.5 1.9 10 7.5 6.1 4 0 0 3 Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 108 138 0 246 0 0 0 0 0 171 114 285 113 1 30 144 675 04:45 PM 106 134 0 240 0 0 0 0 0 191 118 309 94 2 33 129 678 05:00 PM 111 150 0 261 0 0 0 0 0 186 103 289 103 5 38 146 696 05:15 PM 101 139 0 240 0 0 0 0 0 157 110 267 98 0 49 147 654 Total Volume 426 561 0 987 0 0 0 0 0 705 445 1150 408 8 150 566 2703 % App. Total 43.2 56.8 0 0 0 0 0 61.3 38.7 72.1 1.4 26.5 PHF .959 .935 .000 .945 .000 .000 .000 .000 .000 .923 .943 .930 .903 .400 .765 .963 .971 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-48 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Citrus Avenue Right 0 Thru 561 Left 426 InOut Total 1113 987 2100 Right0 Thru0 Left0 OutTotalIn879 0 879 Left 0 Thru 705 Right 445 Out TotalIn 711 1150 1861 Left408 Thru8 Right150 TotalOutIn0 566 566 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 3.1-49 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 04:00 PM 05:00 PM +0 mins.108 138 0 246 0 0 0 0 0 198 110 308 103 5 38 146 +15 mins.106 134 0 240 0 0 0 0 0 165 99 264 98 0 49 147 +30 mins.111 150 0 261 0 0 0 0 0 171 114 285 98 0 51 149 +45 mins.101 139 0 240 0 0 0 0 0 191 118 309 74 1 77 152 Total Volume 426 561 0 987 0 0 0 0 0 725 441 1166 373 6 215 594 % App. Total 43.2 56.8 0 0 0 0 0 62.2 37.8 62.8 1 36.2 PHF .959 .935 .000 .945 .000 .000 .000 .000 .000 .915 .934 .943 .905 .300 .698 .977 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-50 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 119 104 0 0 223 0 0 0 0 0 0 183 103 41 286 76 1 31 15 108 56 617 673 04:15 PM 96 121 0 0 217 0 0 0 0 0 0 155 89 43 244 86 0 29 20 115 63 576 639 04:30 PM 101 124 0 0 225 0 0 0 0 0 0 155 105 42 260 106 0 24 13 130 55 615 670 04:45 PM 98 124 0 0 222 0 0 0 0 0 0 176 111 48 287 89 2 29 20 120 68 629 697 Total 414 473 0 0 887 0 0 0 0 0 0 669 408 174 1077 357 3 113 68 473 242 2437 2679 05:00 PM 104 138 0 0 242 0 0 0 0 0 0 176 96 50 272 102 5 34 15 141 65 655 720 05:15 PM 101 133 0 0 234 0 0 0 0 0 0 147 104 52 251 91 0 41 16 132 68 617 685 05:30 PM 96 122 0 0 218 0 0 0 0 0 0 171 101 44 272 96 0 46 27 142 71 632 703 05:45 PM 92 129 0 0 221 0 0 0 0 0 0 196 68 34 264 72 1 74 35 147 69 632 701 Total 393 522 0 0 915 0 0 0 0 0 0 690 369 180 1059 361 6 195 93 562 273 2536 2809 Grand Total 807 995 0 0 1802 0 0 0 0 0 0 1359 777 354 2136 718 9 308 161 1035 515 4973 5488 Apprch %44.8 55.2 0 0 0 0 0 63.6 36.4 69.4 0.9 29.8 Total %16.2 20 0 36.2 0 0 0 0 0 27.3 15.6 43 14.4 0.2 6.2 20.8 9.4 90.6 Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 101 124 0 225 0 0 0 0 0 155 105 260 106 0 24 130 615 04:45 PM 98 124 0 222 0 0 0 0 0 176 111 287 89 2 29 120 629 05:00 PM 104 138 0 242 0 0 0 0 0 176 96 272 102 5 34 141 655 05:15 PM 101 133 0 234 0 0 0 0 0 147 104 251 91 0 41 132 617 Total Volume 404 519 0 923 0 0 0 0 0 654 416 1070 388 7 128 523 2516 % App. Total 43.8 56.2 0 0 0 0 0 61.1 38.9 74.2 1.3 24.5 PHF .971 .940 .000 .954 .000 .000 .000 .000 .000 .929 .937 .932 .915 .350 .780 .927 .960 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-51 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Citrus Avenue Right 0 Thru 519 Left 404 InOut Total 1042 923 1965 Right0 Thru0 Left0 OutTotalIn827 0 827 Left 0 Thru 654 Right 416 Out TotalIn 647 1070 1717 Left388 Thru7 Right128 TotalOutIn0 523 523 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 3.1-52 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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.101 124 0 225 0 0 0 0 0 155 105 260 106 0 24 130 +15 mins.98 124 0 222 0 0 0 0 0 176 111 287 89 2 29 120 +30 mins.104 138 0 242 0 0 0 0 0 176 96 272 102 5 34 141 +45 mins.101 133 0 234 0 0 0 0 0 147 104 251 91 0 41 132 Total Volume 404 519 0 923 0 0 0 0 0 654 416 1070 388 7 128 523 % App. Total 43.8 56.2 0 0 0 0 0 61.1 38.9 74.2 1.3 24.5 PHF .971 .940 .000 .954 .000 .000 .000 .000 .000 .929 .937 .932 .915 .350 .780 .927 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-53 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 4 0 0 9 0 0 0 0 0 0 4 3 1 7 1 0 3 3 4 4 20 24 04:15 PM 2 7 0 0 9 0 0 0 0 0 0 2 3 1 5 3 0 0 0 3 1 17 18 04:30 PM 3 4 0 0 7 0 0 0 0 0 0 4 2 1 6 1 0 1 1 2 2 15 17 04:45 PM 6 1 0 0 7 0 0 0 0 0 0 6 0 0 6 1 0 2 2 3 2 16 18 Total 16 16 0 0 32 0 0 0 0 0 0 16 8 3 24 6 0 6 6 12 9 68 77 05:00 PM 1 5 0 0 6 0 0 0 0 0 0 4 2 2 6 1 0 1 1 2 3 14 17 05:15 PM 0 2 0 0 2 0 0 0 0 0 0 0 2 1 2 1 0 1 0 2 1 6 7 05:30 PM 3 1 0 0 4 0 0 0 0 0 0 2 1 1 3 1 0 0 0 1 1 8 9 05:45 PM 2 1 0 0 3 0 0 0 0 0 0 5 1 0 6 1 0 1 1 2 1 11 12 Total 6 9 0 0 15 0 0 0 0 0 0 11 6 4 17 4 0 3 2 7 6 39 45 Grand Total 22 25 0 0 47 0 0 0 0 0 0 27 14 7 41 10 0 9 8 19 15 107 122 Apprch %46.8 53.2 0 0 0 0 0 65.9 34.1 52.6 0 47.4 Total %20.6 23.4 0 43.9 0 0 0 0 0 25.2 13.1 38.3 9.3 0 8.4 17.8 12.3 87.7 Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 3 4 0 7 0 0 0 0 0 4 2 6 1 0 1 2 15 04:45 PM 6 1 0 7 0 0 0 0 0 6 0 6 1 0 2 3 16 05:00 PM 1 5 0 6 0 0 0 0 0 4 2 6 1 0 1 2 14 05:15 PM 0 2 0 2 0 0 0 0 0 0 2 2 1 0 1 2 6 Total Volume 10 12 0 22 0 0 0 0 0 14 6 20 4 0 5 9 51 % App. Total 45.5 54.5 0 0 0 0 0 70 30 44.4 0 55.6 PHF .417 .600 .000 .786 .000 .000 .000 .000 .000 .583 .750 .833 1.00 .000 .625 .750 .797 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-54 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Citrus Avenue Right 0 Thru 12 Left 10 InOut Total 18 22 40 Right0 Thru0 Left0 OutTotalIn16 0 16 Left 0 Thru 14 Right 6 Out TotalIn 17 20 37 Left4 Thru0 Right5 TotalOutIn0 9 9 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 3.1-55 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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.3 4 0 7 0 0 0 0 0 4 2 6 1 0 1 2 +15 mins.6 1 0 7 0 0 0 0 0 6 0 6 1 0 2 3 +30 mins.1 5 0 6 0 0 0 0 0 4 2 6 1 0 1 2 +45 mins.0 2 0 2 0 0 0 0 0 0 2 2 1 0 1 2 Total Volume 10 12 0 22 0 0 0 0 0 14 6 20 4 0 5 9 % App. Total 45.5 54.5 0 0 0 0 0 70 30 44.4 0 55.6 PHF .417 .600 .000 .786 .000 .000 .000 .000 .000 .583 .750 .833 1.000 .000 .625 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-56 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 3 6 0 0 9 0 0 0 0 0 0 6 2 1 8 0 0 0 0 0 1 17 18 04:15 PM 0 6 0 0 6 0 0 0 0 0 0 4 4 0 8 2 0 1 0 3 0 17 17 04:30 PM 3 3 0 0 6 0 0 0 0 0 0 7 4 1 11 3 0 0 0 3 1 20 21 04:45 PM 1 2 0 0 3 0 0 0 0 0 0 3 5 1 8 1 0 1 0 2 1 13 14 Total 7 17 0 0 24 0 0 0 0 0 0 20 15 3 35 6 0 2 0 8 3 67 70 05:00 PM 3 3 0 0 6 0 0 0 0 0 0 2 3 1 5 0 0 0 0 0 1 11 12 05:15 PM 0 1 0 0 1 0 0 0 0 0 0 4 1 0 5 1 0 1 0 2 0 8 8 05:30 PM 0 4 0 0 4 0 0 0 0 0 0 3 1 1 4 1 0 1 0 2 1 10 11 05:45 PM 1 2 0 0 3 0 0 0 0 0 0 6 2 0 8 0 0 0 0 0 0 11 11 Total 4 10 0 0 14 0 0 0 0 0 0 15 7 2 22 2 0 2 0 4 2 40 42 Grand Total 11 27 0 0 38 0 0 0 0 0 0 35 22 5 57 8 0 4 0 12 5 107 112 Apprch %28.9 71.1 0 0 0 0 0 61.4 38.6 66.7 0 33.3 Total %10.3 25.2 0 35.5 0 0 0 0 0 32.7 20.6 53.3 7.5 0 3.7 11.2 4.5 95.5 Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 3 3 0 6 0 0 0 0 0 7 4 11 3 0 0 3 20 04:45 PM 1 2 0 3 0 0 0 0 0 3 5 8 1 0 1 2 13 05:00 PM 3 3 0 6 0 0 0 0 0 2 3 5 0 0 0 0 11 05:15 PM 0 1 0 1 0 0 0 0 0 4 1 5 1 0 1 2 8 Total Volume 7 9 0 16 0 0 0 0 0 16 13 29 5 0 2 7 52 % App. Total 43.8 56.2 0 0 0 0 0 55.2 44.8 71.4 0 28.6 PHF .583 .750 .000 .667 .000 .000 .000 .000 .000 .571 .650 .659 .417 .000 .500 .583 .650 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-57 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Citrus Avenue Right 0 Thru 9 Left 7 InOut Total 21 16 37 Right0 Thru0 Left0 OutTotalIn20 0 20 Left 0 Thru 16 Right 13 Out TotalIn 11 29 40 Left5 Thru0 Right2 TotalOutIn0 7 7 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 3.1-58 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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.3 3 0 6 0 0 0 0 0 7 4 11 3 0 0 3 +15 mins.1 2 0 3 0 0 0 0 0 3 5 8 1 0 1 2 +30 mins.3 3 0 6 0 0 0 0 0 2 3 5 0 0 0 0 +45 mins.0 1 0 1 0 0 0 0 0 4 1 5 1 0 1 2 Total Volume 7 9 0 16 0 0 0 0 0 16 13 29 5 0 2 7 % App. Total 43.8 56.2 0 0 0 0 0 55.2 44.8 71.4 0 28.6 PHF .583 .750 .000 .667 .000 .000 .000 .000 .000 .571 .650 .659 .417 .000 .500 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-59 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 8 0 0 10 0 0 0 0 0 0 5 2 0 7 1 0 2 0 3 0 20 20 04:15 PM 2 5 0 0 7 0 0 0 0 0 0 4 3 2 7 1 0 3 1 4 3 18 21 04:30 PM 1 7 0 0 8 0 0 0 0 0 0 5 3 1 8 3 1 5 4 9 5 25 30 04:45 PM 1 7 0 0 8 0 0 0 0 0 0 6 2 1 8 3 0 1 1 4 2 20 22 Total 6 27 0 0 33 0 0 0 0 0 0 20 10 4 30 8 1 11 6 20 10 83 93 05:00 PM 3 4 0 0 7 0 0 0 0 0 0 4 2 0 6 0 0 3 2 3 2 16 18 05:15 PM 0 3 0 0 3 0 0 0 0 0 0 6 3 0 9 5 0 6 1 11 1 23 24 05:30 PM 3 6 0 0 9 0 0 0 0 0 0 7 1 0 8 0 0 4 1 4 1 21 22 05:45 PM 3 4 0 0 7 0 0 0 0 0 0 6 2 1 8 1 0 2 1 3 2 18 20 Total 9 17 0 0 26 0 0 0 0 0 0 23 8 1 31 6 0 15 5 21 6 78 84 Grand Total 15 44 0 0 59 0 0 0 0 0 0 43 18 5 61 14 1 26 11 41 16 161 177 Apprch %25.4 74.6 0 0 0 0 0 70.5 29.5 34.1 2.4 63.4 Total %9.3 27.3 0 36.6 0 0 0 0 0 26.7 11.2 37.9 8.7 0.6 16.1 25.5 9 91 Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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 1 7 0 8 0 0 0 0 0 5 3 8 3 1 5 9 25 04:45 PM 1 7 0 8 0 0 0 0 0 6 2 8 3 0 1 4 20 05:00 PM 3 4 0 7 0 0 0 0 0 4 2 6 0 0 3 3 16 05:15 PM 0 3 0 3 0 0 0 0 0 6 3 9 5 0 6 11 23 Total Volume 5 21 0 26 0 0 0 0 0 21 10 31 11 1 15 27 84 % App. Total 19.2 80.8 0 0 0 0 0 67.7 32.3 40.7 3.7 55.6 PHF .417 .750 .000 .813 .000 .000 .000 .000 .000 .875 .833 .861 .550 .250 .625 .614 .840 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-60 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Citrus Avenue Right 0 Thru 21 Left 5 InOut Total 32 26 58 Right0 Thru0 Left0 OutTotalIn16 0 16 Left 0 Thru 21 Right 10 Out TotalIn 36 31 67 Left11 Thru1 Right15 TotalOutIn0 27 27 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 3.1-61 File Name : 02_FON_Citrus_10E PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: I-10 Eastbound Ramps Weather: Clear Citrus Avenue Southbound I-10 Eastbound On Ramp Westbound Citrus 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.1 7 0 8 0 0 0 0 0 5 3 8 3 1 5 9 +15 mins.1 7 0 8 0 0 0 0 0 6 2 8 3 0 1 4 +30 mins.3 4 0 7 0 0 0 0 0 4 2 6 0 0 3 3 +45 mins.0 3 0 3 0 0 0 0 0 6 3 9 5 0 6 11 Total Volume 5 21 0 26 0 0 0 0 0 21 10 31 11 1 15 27 % App. Total 19.2 80.8 0 0 0 0 0 67.7 32.3 40.7 3.7 55.6 PHF .417 .750 .000 .813 .000 .000 .000 .000 .000 .875 .833 .861 .550 .250 .625 .614 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-62 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: North Leg East Leg South Leg West Leg Citrus Avenue I‐10 EB Ramps Citrus Avenue I‐10 EB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 01001 00000 03003 00000 00000 01001 05005 North Leg East Leg South Leg West Leg Citrus Avenue I‐10 EB Ramps Citrus Avenue I‐10 EB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 00000 01001 00000 00000 00011 00000 00000 01001 02013 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 I‐10 EB Ramps PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-63 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010000010000 2 000000000000 0 000000000000 0 010000010000 2 010000000000 1 000000000000 0 000000000000 0 000000000000 0 030000020000 5 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000010000 1 000000000000 0 000000000000 0 000000000000 0 000000010000 1 I‐10 EB Ramps TOTAL VOLUMES: Citrus Avenue I‐10 EB Ramps Citrus Avenue I‐10 EB Ramps Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Citrus Avenue I‐10 EB Ramps Citrus Avenue Eastbound TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound I‐10 EB Ramps Citrus Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-64 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 35 69 75 18 179 4 56 13 3 73 3 111 5 3 119 34 29 0 0 63 24 434 458 07:15 AM 35 69 81 32 185 11 77 31 10 119 6 90 2 2 98 42 17 0 0 59 44 461 505 07:30 AM 44 64 92 24 200 3 69 37 20 109 2 126 7 4 135 58 37 2 0 97 48 541 589 07:45 AM 56 112 96 29 264 9 75 43 21 127 9 110 5 3 124 40 32 2 0 74 53 589 642 Total 170 314 344 103 828 27 277 124 54 428 20 437 19 12 476 174 115 4 0 293 169 2025 2194 08:00 AM 43 99 85 34 227 17 63 30 9 110 8 113 14 9 135 53 47 7 0 107 52 579 631 08:15 AM 75 137 101 31 313 22 54 38 10 114 11 144 21 12 176 35 40 5 1 80 54 683 737 08:30 AM 30 82 78 21 190 9 50 40 13 99 3 113 3 1 119 55 42 6 1 103 36 511 547 08:45 AM 40 89 66 12 195 7 38 22 7 67 7 86 6 2 99 53 37 3 2 93 23 454 477 Total 188 407 330 98 925 55 205 130 39 390 29 456 44 24 529 196 166 21 4 383 165 2227 2392 Grand Total 358 721 674 201 1753 82 482 254 93 818 49 893 63 36 1005 370 281 25 4 676 334 4252 4586 Apprch %20.4 41.1 38.4 10 58.9 31.1 4.9 88.9 6.3 54.7 41.6 3.7 Total %8.4 17 15.9 41.2 1.9 11.3 6 19.2 1.2 21 1.5 23.6 8.7 6.6 0.6 15.9 7.3 92.7 Passenger Vehicles 338 634 542 1682 78 399 224 784 34 814 60 942 234 210 12 458 0 0 3866 % Passenger Vehicles 94.4 87.9 80.4 83.6 86.1 95.1 82.8 88.2 89.2 86.1 69.4 91.2 95.2 94.4 90.5 63.2 74.7 48 50 67.4 0 0 84.3 Large 2 Axle Vehicles 12 25 41 87 1 27 19 53 2 22 1 26 35 33 3 71 0 0 237 % Large 2 Axle Vehicles 3.4 3.5 6.1 4.5 4.5 1.2 5.6 7.5 6.5 5.8 4.1 2.5 1.6 2.8 2.5 9.5 11.7 12 0 10.4 0 0 5.2 3 Axle Vehicles 1 12 30 55 1 33 6 43 4 15 0 19 17 19 4 41 0 0 158 % 3 Axle Vehicles 0.3 1.7 4.5 6 2.8 1.2 6.8 2.4 3.2 4.7 8.2 1.7 0 0 1.8 4.6 6.8 16 25 6 0 0 3.4 4+ Axle Trucks 7 50 61 130 2 23 5 31 9 42 2 54 84 19 6 110 0 0 325 % 4+ Axle Trucks 2 6.9 9.1 6 6.7 2.4 4.8 2 1.1 3.4 18.4 4.7 3.2 2.8 5.2 22.7 6.8 24 25 16.2 0 0 7.1 Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 44 64 92 200 3 69 37 109 2 126 7 135 58 37 2 97 541 07:45 AM 56 112 96 264 9 75 43 127 9 110 5 124 40 32 2 74 589 08:00 AM 43 99 85 227 17 63 30 110 8 113 14 135 53 47 7 107 579 08:15 AM 75 137 101 313 22 54 38 114 11 144 21 176 35 40 5 80 683 Total Volume 218 412 374 1004 51 261 148 460 30 493 47 570 186 156 16 358 2392 % App. Total 21.7 41 37.3 11.1 56.7 32.2 5.3 86.5 8.2 52 43.6 4.5 PHF .727 .752 .926 .802 .580 .870 .860 .906 .682 .856 .560 .810 .802 .830 .571 .836 .876 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-65 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Slover Avenue Slover Avenue Citrus Avenue Right 374 Thru 412 Left 218 InOut Total 827 1004 1831 Right148 Thru261 Left51 OutTotalIn421 460 881 Left 30 Thru 493 Right 47 Out TotalIn 479 570 1049 Left186 Thru156 Right16 TotalOutIn665 358 1023 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 3.1-66 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 08:00 AM +0 mins.44 64 92 200 11 77 31 119 2 126 7 135 53 47 7 107 +15 mins.56 112 96 264 3 69 37 109 9 110 5 124 35 40 5 80 +30 mins.43 99 85 227 9 75 43 127 8 113 14 135 55 42 6 103 +45 mins.75 137 101 313 17 63 30 110 11 144 21 176 53 37 3 93 Total Volume 218 412 374 1004 40 284 141 465 30 493 47 570 196 166 21 383 % App. Total 21.7 41 37.3 8.6 61.1 30.3 5.3 86.5 8.2 51.2 43.3 5.5 PHF .727 .752 .926 .802 .588 .922 .820 .915 .682 .856 .560 .810 .891 .883 .750 .895 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-67 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 33 59 65 15 157 2 48 13 3 63 2 99 5 3 106 23 22 0 0 45 21 371 392 07:15 AM 33 63 66 28 162 10 66 25 7 101 4 82 2 2 88 27 12 0 0 39 37 390 427 07:30 AM 42 52 76 19 170 3 58 34 18 95 2 119 6 4 127 38 26 1 0 65 41 457 498 07:45 AM 54 98 81 26 233 9 62 34 17 105 8 97 5 3 110 29 22 2 0 53 46 501 547 Total 162 272 288 88 722 24 234 106 45 364 16 397 18 12 431 117 82 3 0 202 145 1719 1864 08:00 AM 41 94 67 30 202 17 51 27 8 95 4 100 13 8 117 34 39 3 0 76 46 490 536 08:15 AM 70 123 73 26 266 22 41 37 10 100 8 135 20 11 163 21 33 3 1 57 48 586 634 08:30 AM 29 74 62 16 165 8 42 35 13 85 1 103 3 1 107 32 33 2 0 67 30 424 454 08:45 AM 36 71 52 8 159 7 31 19 7 57 5 79 6 2 90 30 23 1 1 54 18 360 378 Total 176 362 254 80 792 54 165 118 38 337 18 417 42 22 477 117 128 9 2 254 142 1860 2002 Grand Total 338 634 542 168 1514 78 399 224 83 701 34 814 60 34 908 234 210 12 2 456 287 3579 3866 Apprch %22.3 41.9 35.8 11.1 56.9 32 3.7 89.6 6.6 51.3 46.1 2.6 Total %9.4 17.7 15.1 42.3 2.2 11.1 6.3 19.6 0.9 22.7 1.7 25.4 6.5 5.9 0.3 12.7 7.4 92.6 Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 42 52 76 170 3 58 34 95 2 119 6 127 38 26 1 65 457 07:45 AM 54 98 81 233 9 62 34 105 8 97 5 110 29 22 2 53 501 08:00 AM 41 94 67 202 17 51 27 95 4 100 13 117 34 39 3 76 490 08:15 AM 70 123 73 266 22 41 37 100 8 135 20 163 21 33 3 57 586 Total Volume 207 367 297 871 51 212 132 395 22 451 44 517 122 120 9 251 2034 % App. Total 23.8 42.1 34.1 12.9 53.7 33.4 4.3 87.2 8.5 48.6 47.8 3.6 PHF .739 .746 .917 .819 .580 .855 .892 .940 .688 .835 .550 .793 .803 .769 .750 .826 .868 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-68 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Slover Avenue Slover Avenue Citrus Avenue Right 297 Thru 367 Left 207 InOut Total 705 871 1576 Right132 Thru212 Left51 OutTotalIn371 395 766 Left 22 Thru 451 Right 44 Out TotalIn 427 517 944 Left122 Thru120 Right9 TotalOutIn531 251 782 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 3.1-69 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Southbound Slover Avenue Westbound Citrus 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.42 52 76 170 3 58 34 95 2 119 6 127 38 26 1 65 +15 mins.54 98 81 233 9 62 34 105 8 97 5 110 29 22 2 53 +30 mins.41 94 67 202 17 51 27 95 4 100 13 117 34 39 3 76 +45 mins.70 123 73 266 22 41 37 100 8 135 20 163 21 33 3 57 Total Volume 207 367 297 871 51 212 132 395 22 451 44 517 122 120 9 251 % App. Total 23.8 42.1 34.1 12.9 53.7 33.4 4.3 87.2 8.5 48.6 47.8 3.6 PHF .739 .746 .917 .819 .580 .855 .892 .940 .688 .835 .550 .793 .803 .769 .750 .826 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-70 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 5 7 3 13 1 2 0 0 3 0 2 0 0 2 6 1 0 0 7 3 25 28 07:15 AM 2 2 5 1 9 0 2 4 2 6 0 1 0 0 1 3 2 0 0 5 3 21 24 07:30 AM 0 2 5 1 7 0 4 2 1 6 0 3 0 0 3 7 6 1 0 14 2 30 32 07:45 AM 2 3 0 0 5 0 5 5 2 10 1 5 0 0 6 4 5 0 0 9 2 30 32 Total 5 12 17 5 34 1 13 11 5 25 1 11 0 0 12 20 14 1 0 35 10 106 116 08:00 AM 1 0 4 0 5 0 4 2 1 6 0 6 0 0 6 5 3 1 0 9 1 26 27 08:15 AM 3 5 10 1 18 0 4 1 0 5 1 3 1 1 5 1 5 0 0 6 2 34 36 08:30 AM 1 1 5 0 7 0 2 4 0 6 0 1 0 0 1 4 3 1 0 8 0 22 22 08:45 AM 2 7 5 3 14 0 4 1 0 5 0 1 0 0 1 5 8 0 0 13 3 33 36 Total 7 13 24 4 44 0 14 8 1 22 1 11 1 1 13 15 19 2 0 36 6 115 121 Grand Total 12 25 41 9 78 1 27 19 6 47 2 22 1 1 25 35 33 3 0 71 16 221 237 Apprch %15.4 32.1 52.6 2.1 57.4 40.4 8 88 4 49.3 46.5 4.2 Total %5.4 11.3 18.6 35.3 0.5 12.2 8.6 21.3 0.9 10 0.5 11.3 15.8 14.9 1.4 32.1 6.8 93.2 Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 2 5 7 0 4 2 6 0 3 0 3 7 6 1 14 30 07:45 AM 2 3 0 5 0 5 5 10 1 5 0 6 4 5 0 9 30 08:00 AM 1 0 4 5 0 4 2 6 0 6 0 6 5 3 1 9 26 08:15 AM 3 5 10 18 0 4 1 5 1 3 1 5 1 5 0 6 34 Total Volume 6 10 19 35 0 17 10 27 2 17 1 20 17 19 2 38 120 % App. Total 17.1 28.6 54.3 0 63 37 10 85 5 44.7 50 5.3 PHF .500 .500 .475 .486 .000 .850 .500 .675 .500 .708 .250 .833 .607 .792 .500 .679 .882 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-71 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Slover Avenue Slover Avenue Citrus Avenue Right 19 Thru 10 Left 6 InOut Total 44 35 79 Right10 Thru17 Left0 OutTotalIn26 27 53 Left 2 Thru 17 Right 1 Out TotalIn 12 20 32 Left17 Thru19 Right2 TotalOutIn38 38 76 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 3.1-72 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Southbound Slover Avenue Westbound Citrus 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.0 2 5 7 0 4 2 6 0 3 0 3 7 6 1 14 +15 mins.2 3 0 5 0 5 5 10 1 5 0 6 4 5 0 9 +30 mins.1 0 4 5 0 4 2 6 0 6 0 6 5 3 1 9 +45 mins.3 5 10 18 0 4 1 5 1 3 1 5 1 5 0 6 Total Volume 6 10 19 35 0 17 10 27 2 17 1 20 17 19 2 38 % App. Total 17.1 28.6 54.3 0 63 37 10 85 5 44.7 50 5.3 PHF .500 .500 .475 .486 .000 .850 .500 .675 .500 .708 .250 .833 .607 .792 .500 .679 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-73 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 2 1 0 3 0 6 0 0 6 0 2 0 0 2 1 4 0 0 5 0 16 16 07:15 AM 0 1 0 0 1 1 8 2 1 11 0 4 0 0 4 3 1 0 0 4 1 20 21 07:30 AM 1 4 5 2 10 0 3 1 1 4 0 2 0 0 2 1 1 0 0 2 3 18 21 07:45 AM 0 2 4 2 6 0 5 1 1 6 0 0 0 0 0 3 5 0 0 8 3 20 23 Total 1 9 10 4 20 1 22 4 3 27 0 8 0 0 8 8 11 0 0 19 7 74 81 08:00 AM 0 0 4 2 4 0 4 1 0 5 1 3 0 0 4 1 4 0 0 5 2 18 20 08:15 AM 0 2 8 3 10 0 3 0 0 3 1 1 0 0 2 2 1 2 0 5 3 20 23 08:30 AM 0 0 4 2 4 0 4 1 0 5 2 2 0 0 4 3 1 1 0 5 2 18 20 08:45 AM 0 1 4 1 5 0 0 0 0 0 0 1 0 0 1 3 2 1 1 6 2 12 14 Total 0 3 20 8 23 0 11 2 0 13 4 7 0 0 11 9 8 4 1 21 9 68 77 Grand Total 1 12 30 12 43 1 33 6 3 40 4 15 0 0 19 17 19 4 1 40 16 142 158 Apprch %2.3 27.9 69.8 2.5 82.5 15 21.1 78.9 0 42.5 47.5 10 Total %0.7 8.5 21.1 30.3 0.7 23.2 4.2 28.2 2.8 10.6 0 13.4 12 13.4 2.8 28.2 10.1 89.9 Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 4 5 10 0 3 1 4 0 2 0 2 1 1 0 2 18 07:45 AM 0 2 4 6 0 5 1 6 0 0 0 0 3 5 0 8 20 08:00 AM 0 0 4 4 0 4 1 5 1 3 0 4 1 4 0 5 18 08:15 AM 0 2 8 10 0 3 0 3 1 1 0 2 2 1 2 5 20 Total Volume 1 8 21 30 0 15 3 18 2 6 0 8 7 11 2 20 76 % App. Total 3.3 26.7 70 0 83.3 16.7 25 75 0 35 55 10 PHF .250 .500 .656 .750 .000 .750 .750 .750 .500 .500 .000 .500 .583 .550 .250 .625 .950 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-74 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Slover Avenue Slover Avenue Citrus Avenue Right 21 Thru 8 Left 1 InOut Total 16 30 46 Right3 Thru15 Left0 OutTotalIn12 18 30 Left 2 Thru 6 Right 0 Out TotalIn 10 8 18 Left7 Thru11 Right2 TotalOutIn38 20 58 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 3.1-75 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 4 5 10 0 3 1 4 0 2 0 2 1 1 0 2 +15 mins.0 2 4 6 0 5 1 6 0 0 0 0 3 5 0 8 +30 mins.0 0 4 4 0 4 1 5 1 3 0 4 1 4 0 5 +45 mins.0 2 8 10 0 3 0 3 1 1 0 2 2 1 2 5 Total Volume 1 8 21 30 0 15 3 18 2 6 0 8 7 11 2 20 % App. Total 3.3 26.7 70 0 83.3 16.7 25 75 0 35 55 10 PHF .250 .500 .656 .750 .000 .750 .750 .750 .500 .500 .000 .500 .583 .550 .250 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-76 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 3 2 0 6 1 0 0 0 1 1 8 0 0 9 4 2 0 0 6 0 22 22 07:15 AM 0 3 10 3 13 0 1 0 0 1 2 3 0 0 5 9 2 0 0 11 3 30 33 07:30 AM 1 6 6 2 13 0 4 0 0 4 0 2 1 0 3 12 4 0 0 16 2 36 38 07:45 AM 0 9 11 1 20 0 3 3 1 6 0 8 0 0 8 4 0 0 0 4 2 38 40 Total 2 21 29 6 52 1 8 3 1 12 3 21 1 0 25 29 8 0 0 37 7 126 133 08:00 AM 1 5 10 2 16 0 4 0 0 4 3 4 1 1 8 13 1 3 0 17 3 45 48 08:15 AM 2 7 10 1 19 0 6 0 0 6 1 5 0 0 6 11 1 0 0 12 1 43 44 08:30 AM 0 7 7 3 14 1 2 0 0 3 0 7 0 0 7 16 5 2 1 23 4 47 51 08:45 AM 2 10 5 0 17 0 3 2 0 5 2 5 0 0 7 15 4 1 0 20 0 49 49 Total 5 29 32 6 66 1 15 2 0 18 6 21 1 1 28 55 11 6 1 72 8 184 192 Grand Total 7 50 61 12 118 2 23 5 1 30 9 42 2 1 53 84 19 6 1 109 15 310 325 Apprch %5.9 42.4 51.7 6.7 76.7 16.7 17 79.2 3.8 77.1 17.4 5.5 Total %2.3 16.1 19.7 38.1 0.6 7.4 1.6 9.7 2.9 13.5 0.6 17.1 27.1 6.1 1.9 35.2 4.6 95.4 Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 6 6 13 0 4 0 4 0 2 1 3 12 4 0 16 36 07:45 AM 0 9 11 20 0 3 3 6 0 8 0 8 4 0 0 4 38 08:00 AM 1 5 10 16 0 4 0 4 3 4 1 8 13 1 3 17 45 08:15 AM 2 7 10 19 0 6 0 6 1 5 0 6 11 1 0 12 43 Total Volume 4 27 37 68 0 17 3 20 4 19 2 25 40 6 3 49 162 % App. Total 5.9 39.7 54.4 0 85 15 16 76 8 81.6 12.2 6.1 PHF .500 .750 .841 .850 .000 .708 .250 .833 .333 .594 .500 .781 .769 .375 .250 .721 .900 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-77 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Slover Avenue Slover Avenue Citrus Avenue Right 37 Thru 27 Left 4 InOut Total 62 68 130 Right3 Thru17 Left0 OutTotalIn12 20 32 Left 4 Thru 19 Right 2 Out TotalIn 30 25 55 Left40 Thru6 Right3 TotalOutIn58 49 107 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 3.1-78 File Name : 03_FON_Citrus_Slo AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 6 6 13 0 4 0 4 0 2 1 3 12 4 0 16 +15 mins.0 9 11 20 0 3 3 6 0 8 0 8 4 0 0 4 +30 mins.1 5 10 16 0 4 0 4 3 4 1 8 13 1 3 17 +45 mins.2 7 10 19 0 6 0 6 1 5 0 6 11 1 0 12 Total Volume 4 27 37 68 0 17 3 20 4 19 2 25 40 6 3 49 % App. Total 5.9 39.7 54.4 0 85 15 16 76 8 81.6 12.2 6.1 PHF .500 .750 .841 .850 .000 .708 .250 .833 .333 .594 .500 .781 .769 .375 .250 .721 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-79 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 35 70 41 6 146 19 45 30 9 94 1 124 14 6 139 131 135 2 0 268 21 647 668 04:15 PM 43 71 47 14 161 13 47 30 11 90 2 130 10 5 142 112 141 5 1 258 31 651 682 04:30 PM 45 81 50 17 176 18 45 29 10 92 5 128 13 7 146 152 163 8 4 323 38 737 775 04:45 PM 42 91 33 8 166 8 40 33 13 81 4 138 15 5 157 114 154 4 0 272 26 676 702 Total 165 313 171 45 649 58 177 122 43 357 12 520 52 23 584 509 593 19 5 1121 116 2711 2827 05:00 PM 37 102 52 7 191 17 54 39 13 110 3 110 8 5 121 128 147 6 2 281 27 703 730 05:15 PM 47 93 35 5 175 15 48 31 14 94 2 126 9 4 137 126 142 8 2 276 25 682 707 05:30 PM 59 97 38 13 194 11 36 22 5 69 2 139 8 4 149 109 120 10 2 239 24 651 675 05:45 PM 56 125 30 8 211 13 33 66 27 112 9 147 5 3 161 86 101 6 1 193 39 677 716 Total 199 417 155 33 771 56 171 158 59 385 16 522 30 16 568 449 510 30 7 989 115 2713 2828 Grand Total 364 730 326 78 1420 114 348 280 102 742 28 1042 82 39 1152 958 1103 49 12 2110 231 5424 5655 Apprch %25.6 51.4 23 15.4 46.9 37.7 2.4 90.5 7.1 45.4 52.3 2.3 Total %6.7 13.5 6 26.2 2.1 6.4 5.2 13.7 0.5 19.2 1.5 21.2 17.7 20.3 0.9 38.9 4.1 95.9 Passenger Vehicles 346 689 237 1334 108 298 262 762 24 988 77 1126 865 993 45 1912 0 0 5134 % Passenger Vehicles 95.1 94.4 72.7 79.5 89.1 94.7 85.6 93.6 92.2 90.3 85.7 94.8 93.9 94.9 94.5 90.3 90 91.8 75 90.1 0 0 90.8 Large 2 Axle Vehicles 8 13 16 42 1 18 6 27 3 22 1 27 22 36 0 58 0 0 154 % Large 2 Axle Vehicles 2.2 1.8 4.9 6.4 2.8 0.9 5.2 2.1 2 3.2 10.7 2.1 1.2 2.6 2.3 2.3 3.3 0 0 2.7 0 0 2.7 3 Axle Vehicles 2 11 18 34 1 14 7 26 0 13 0 13 37 20 2 60 0 0 133 % 3 Axle Vehicles 0.5 1.5 5.5 3.8 2.3 0.9 4 2.5 3.9 3.1 0 1.2 0 0 1.1 3.9 1.8 4.1 8.3 2.8 0 0 2.4 4+ Axle Trucks 8 17 55 88 4 18 5 29 1 19 4 25 34 54 2 92 0 0 234 % 4+ Axle Trucks 2.2 2.3 16.9 10.3 5.9 3.5 5.2 1.8 2 3.4 3.6 1.8 4.9 2.6 2.1 3.5 4.9 4.1 16.7 4.3 0 0 4.1 Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 04:30 PM 04:30 PM 45 81 50 176 18 45 29 92 5 128 13 146 152 163 8 323 737 04:45 PM 42 91 33 166 8 40 33 81 4 138 15 157 114 154 4 272 676 05:00 PM 37 102 52 191 17 54 39 110 3 110 8 121 128 147 6 281 703 05:15 PM 47 93 35 175 15 48 31 94 2 126 9 137 126 142 8 276 682 Total Volume 171 367 170 708 58 187 132 377 14 502 45 561 520 606 26 1152 2798 % App. Total 24.2 51.8 24 15.4 49.6 35 2.5 89.5 8 45.1 52.6 2.3 PHF .910 .900 .817 .927 .806 .866 .846 .857 .700 .909 .750 .893 .855 .929 .813 .892 .949 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-80 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Slover Avenue Slover Avenue Citrus Avenue Right 170 Thru 367 Left 171 InOut Total 1154 708 1862 Right132 Thru187 Left58 OutTotalIn822 377 1199 Left 14 Thru 502 Right 45 Out TotalIn 451 561 1012 Left520 Thru606 Right26 TotalOutIn371 1152 1523 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 3.1-81 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Southbound Slover Avenue Westbound Citrus 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: 05:00 PM 05:00 PM 04:00 PM 04:30 PM +0 mins.37 102 52 191 17 54 39 110 1 124 14 139 152 163 8 323 +15 mins.47 93 35 175 15 48 31 94 2 130 10 142 114 154 4 272 +30 mins.59 97 38 194 11 36 22 69 5 128 13 146 128 147 6 281 +45 mins.56 125 30 211 13 33 66 112 4 138 15 157 126 142 8 276 Total Volume 199 417 155 771 56 171 158 385 12 520 52 584 520 606 26 1152 % App. Total 25.8 54.1 20.1 14.5 44.4 41 2.1 89 8.9 45.1 52.6 2.3 PHF .843 .834 .745 .914 .824 .792 .598 .859 .600 .942 .867 .930 .855 .929 .813 .892 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-82 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 31 64 26 4 121 17 38 29 9 84 1 116 13 6 130 118 119 2 0 239 19 574 593 04:15 PM 41 66 31 9 138 12 38 27 9 77 2 121 9 5 132 101 122 5 1 228 24 575 599 04:30 PM 44 74 34 13 152 17 38 27 10 82 2 117 12 6 131 136 143 7 3 286 32 651 683 04:45 PM 41 87 24 7 152 8 33 29 11 70 4 133 14 4 151 103 142 4 0 249 22 622 644 Total 157 291 115 33 563 54 147 112 39 313 9 487 48 21 544 458 526 18 4 1002 97 2422 2519 05:00 PM 33 97 41 6 171 17 46 39 13 102 3 104 8 5 115 117 131 5 1 253 25 641 666 05:15 PM 43 89 29 4 161 13 44 27 11 84 2 123 9 4 134 117 130 7 1 254 20 633 653 05:30 PM 59 92 27 11 178 11 32 22 5 65 2 133 8 4 143 99 110 9 2 218 22 604 626 05:45 PM 54 120 25 8 199 13 29 62 26 104 8 141 4 3 153 74 96 6 1 176 38 632 670 Total 189 398 122 29 709 54 151 150 55 355 15 501 29 16 545 407 467 27 5 901 105 2510 2615 Grand Total 346 689 237 62 1272 108 298 262 94 668 24 988 77 37 1089 865 993 45 9 1903 202 4932 5134 Apprch %27.2 54.2 18.6 16.2 44.6 39.2 2.2 90.7 7.1 45.5 52.2 2.4 Total %7 14 4.8 25.8 2.2 6 5.3 13.5 0.5 20 1.6 22.1 17.5 20.1 0.9 38.6 3.9 96.1 Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 44 74 34 152 17 38 27 82 2 117 12 131 136 143 7 286 651 04:45 PM 41 87 24 152 8 33 29 70 4 133 14 151 103 142 4 249 622 05:00 PM 33 97 41 171 17 46 39 102 3 104 8 115 117 131 5 253 641 05:15 PM 43 89 29 161 13 44 27 84 2 123 9 134 117 130 7 254 633 Total Volume 161 347 128 636 55 161 122 338 11 477 43 531 473 546 23 1042 2547 % App. Total 25.3 54.6 20.1 16.3 47.6 36.1 2.1 89.8 8.1 45.4 52.4 2.2 PHF .915 .894 .780 .930 .809 .875 .782 .828 .688 .897 .768 .879 .869 .955 .821 .911 .978 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-83 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Slover Avenue Slover Avenue Citrus Avenue Right 128 Thru 347 Left 161 InOut Total 1072 636 1708 Right122 Thru161 Left55 OutTotalIn750 338 1088 Left 11 Thru 477 Right 43 Out TotalIn 425 531 956 Left473 Thru546 Right23 TotalOutIn300 1042 1342 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 3.1-84 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 04:30 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.44 74 34 152 17 38 27 82 2 117 12 131 136 143 7 286 +15 mins.41 87 24 152 8 33 29 70 4 133 14 151 103 142 4 249 +30 mins.33 97 41 171 17 46 39 102 3 104 8 115 117 131 5 253 +45 mins.43 89 29 161 13 44 27 84 2 123 9 134 117 130 7 254 Total Volume 161 347 128 636 55 161 122 338 11 477 43 531 473 546 23 1042 % App. Total 25.3 54.6 20.1 16.3 47.6 36.1 2.1 89.8 8.1 45.4 52.4 2.2 PHF .915 .894 .780 .930 .809 .875 .782 .828 .688 .897 .768 .879 .869 .955 .821 .911 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-85 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 1 0 6 0 3 0 0 3 0 4 0 0 4 5 7 0 0 12 0 25 25 04:15 PM 2 1 7 3 10 1 3 0 0 4 0 5 0 0 5 2 6 0 0 8 3 27 30 04:30 PM 1 2 3 1 6 0 2 1 0 3 3 2 0 0 5 4 11 0 0 15 1 29 30 04:45 PM 0 2 0 0 2 0 1 3 1 4 0 4 1 1 5 1 2 0 0 3 2 14 16 Total 5 8 11 4 24 1 9 4 1 14 3 15 1 1 19 12 26 0 0 38 6 95 101 05:00 PM 2 3 3 1 8 0 6 0 0 6 0 4 0 0 4 1 3 0 0 4 1 22 23 05:15 PM 1 1 0 0 2 0 1 0 0 1 0 0 0 0 0 3 4 0 0 7 0 10 10 05:30 PM 0 0 1 0 1 0 1 0 0 1 0 1 0 0 1 2 3 0 0 5 0 8 8 05:45 PM 0 1 1 0 2 0 1 2 1 3 0 2 0 0 2 4 0 0 0 4 1 11 12 Total 3 5 5 1 13 0 9 2 1 11 0 7 0 0 7 10 10 0 0 20 2 51 53 Grand Total 8 13 16 5 37 1 18 6 2 25 3 22 1 1 26 22 36 0 0 58 8 146 154 Apprch %21.6 35.1 43.2 4 72 24 11.5 84.6 3.8 37.9 62.1 0 Total %5.5 8.9 11 25.3 0.7 12.3 4.1 17.1 2.1 15.1 0.7 17.8 15.1 24.7 0 39.7 5.2 94.8 Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 1 2 3 6 0 2 1 3 3 2 0 5 4 11 0 15 29 04:45 PM 0 2 0 2 0 1 3 4 0 4 1 5 1 2 0 3 14 05:00 PM 2 3 3 8 0 6 0 6 0 4 0 4 1 3 0 4 22 05:15 PM 1 1 0 2 0 1 0 1 0 0 0 0 3 4 0 7 10 Total Volume 4 8 6 18 0 10 4 14 3 10 1 14 9 20 0 29 75 % App. Total 22.2 44.4 33.3 0 71.4 28.6 21.4 71.4 7.1 31 69 0 PHF .500 .667 .500 .563 .000 .417 .333 .583 .250 .625 .250 .700 .563 .455 .000 .483 .647 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-86 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Slover Avenue Slover Avenue Citrus Avenue Right 6 Thru 8 Left 4 InOut Total 23 18 41 Right4 Thru10 Left0 OutTotalIn25 14 39 Left 3 Thru 10 Right 1 Out TotalIn 8 14 22 Left9 Thru20 Right0 TotalOutIn19 29 48 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 3.1-87 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.1 2 3 6 0 2 1 3 3 2 0 5 4 11 0 15 +15 mins.0 2 0 2 0 1 3 4 0 4 1 5 1 2 0 3 +30 mins.2 3 3 8 0 6 0 6 0 4 0 4 1 3 0 4 +45 mins.1 1 0 2 0 1 0 1 0 0 0 0 3 4 0 7 Total Volume 4 8 6 18 0 10 4 14 3 10 1 14 9 20 0 29 % App. Total 22.2 44.4 33.3 0 71.4 28.6 21.4 71.4 7.1 31 69 0 PHF .500 .667 .500 .563 .000 .417 .333 .583 .250 .625 .250 .700 .563 .455 .000 .483 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-88 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 5 1 6 1 1 0 0 2 0 2 0 0 2 4 2 0 0 6 1 16 17 04:15 PM 0 1 2 1 3 0 2 2 1 4 0 1 0 0 1 7 2 0 0 9 2 17 19 04:30 PM 0 2 1 1 3 0 3 0 0 3 0 5 0 0 5 6 3 0 0 9 1 20 21 04:45 PM 1 1 3 0 5 0 3 1 1 4 0 1 0 0 1 5 2 0 0 7 1 17 18 Total 1 5 11 3 17 1 9 3 2 13 0 9 0 0 9 22 9 0 0 31 5 70 75 05:00 PM 0 1 2 0 3 0 1 0 0 1 0 1 0 0 1 5 4 0 0 9 0 14 14 05:15 PM 1 1 1 0 3 0 0 2 2 2 0 1 0 0 1 2 3 1 1 6 3 12 15 05:30 PM 0 2 3 0 5 0 2 0 0 2 0 2 0 0 2 2 2 1 0 5 0 14 14 05:45 PM 0 2 1 0 3 0 2 2 0 4 0 0 0 0 0 6 2 0 0 8 0 15 15 Total 1 6 7 0 14 0 5 4 2 9 0 4 0 0 4 15 11 2 1 28 3 55 58 Grand Total 2 11 18 3 31 1 14 7 4 22 0 13 0 0 13 37 20 2 1 59 8 125 133 Apprch %6.5 35.5 58.1 4.5 63.6 31.8 0 100 0 62.7 33.9 3.4 Total %1.6 8.8 14.4 24.8 0.8 11.2 5.6 17.6 0 10.4 0 10.4 29.6 16 1.6 47.2 6 94 Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 2 1 3 0 3 0 3 0 5 0 5 6 3 0 9 20 04:45 PM 1 1 3 5 0 3 1 4 0 1 0 1 5 2 0 7 17 05:00 PM 0 1 2 3 0 1 0 1 0 1 0 1 5 4 0 9 14 05:15 PM 1 1 1 3 0 0 2 2 0 1 0 1 2 3 1 6 12 Total Volume 2 5 7 14 0 7 3 10 0 8 0 8 18 12 1 31 63 % App. Total 14.3 35.7 50 0 70 30 0 100 0 58.1 38.7 3.2 PHF .500 .625 .583 .700 .000 .583 .375 .625 .000 .400 .000 .400 .750 .750 .250 .861 .788 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-89 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Slover Avenue Slover Avenue Citrus Avenue Right 7 Thru 5 Left 2 InOut Total 29 14 43 Right3 Thru7 Left0 OutTotalIn14 10 24 Left 0 Thru 8 Right 0 Out TotalIn 6 8 14 Left18 Thru12 Right1 TotalOutIn14 31 45 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 3.1-90 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 2 1 3 0 3 0 3 0 5 0 5 6 3 0 9 +15 mins.1 1 3 5 0 3 1 4 0 1 0 1 5 2 0 7 +30 mins.0 1 2 3 0 1 0 1 0 1 0 1 5 4 0 9 +45 mins.1 1 1 3 0 0 2 2 0 1 0 1 2 3 1 6 Total Volume 2 5 7 14 0 7 3 10 0 8 0 8 18 12 1 31 % App. Total 14.3 35.7 50 0 70 30 0 100 0 58.1 38.7 3.2 PHF .500 .625 .583 .700 .000 .583 .375 .625 .000 .400 .000 .400 .750 .750 .250 .861 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-91 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 2 9 1 13 1 3 1 0 5 0 2 1 0 3 4 7 0 0 11 1 32 33 04:15 PM 0 3 7 1 10 0 4 1 1 5 0 3 1 0 4 2 11 0 0 13 2 32 34 04:30 PM 0 3 12 2 15 1 2 1 0 4 0 4 1 1 5 6 6 1 1 13 4 37 41 04:45 PM 0 1 6 1 7 0 3 0 0 3 0 0 0 0 0 5 8 0 0 13 1 23 24 Total 2 9 34 5 45 2 12 3 1 17 0 9 3 1 12 17 32 1 1 50 8 124 132 05:00 PM 2 1 6 0 9 0 1 0 0 1 0 1 0 0 1 5 9 1 1 15 1 26 27 05:15 PM 2 2 5 1 9 2 3 2 1 7 0 2 0 0 2 4 5 0 0 9 2 27 29 05:30 PM 0 3 7 2 10 0 1 0 0 1 0 3 0 0 3 6 5 0 0 11 2 25 27 05:45 PM 2 2 3 0 7 0 1 0 0 1 1 4 1 0 6 2 3 0 0 5 0 19 19 Total 6 8 21 3 35 2 6 2 1 10 1 10 1 0 12 17 22 1 1 40 5 97 102 Grand Total 8 17 55 8 80 4 18 5 2 27 1 19 4 1 24 34 54 2 2 90 13 221 234 Apprch %10 21.2 68.8 14.8 66.7 18.5 4.2 79.2 16.7 37.8 60 2.2 Total %3.6 7.7 24.9 36.2 1.8 8.1 2.3 12.2 0.5 8.6 1.8 10.9 15.4 24.4 0.9 40.7 5.6 94.4 Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 3 12 15 1 2 1 4 0 4 1 5 6 6 1 13 37 04:45 PM 0 1 6 7 0 3 0 3 0 0 0 0 5 8 0 13 23 05:00 PM 2 1 6 9 0 1 0 1 0 1 0 1 5 9 1 15 26 05:15 PM 2 2 5 9 2 3 2 7 0 2 0 2 4 5 0 9 27 Total Volume 4 7 29 40 3 9 3 15 0 7 1 8 20 28 2 50 113 % App. Total 10 17.5 72.5 20 60 20 0 87.5 12.5 40 56 4 PHF .500 .583 .604 .667 .375 .750 .375 .536 .000 .438 .250 .400 .833 .778 .500 .833 .764 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-92 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Slover Avenue Slover Avenue Citrus Avenue Right 29 Thru 7 Left 4 InOut Total 30 40 70 Right3 Thru9 Left3 OutTotalIn33 15 48 Left 0 Thru 7 Right 1 Out TotalIn 12 8 20 Left20 Thru28 Right2 TotalOutIn38 50 88 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 3.1-93 File Name : 03_FON_Citrus_Slo PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Slover Avenue Weather: Clear Citrus Avenue Southbound Slover Avenue Westbound Citrus 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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 3 12 15 1 2 1 4 0 4 1 5 6 6 1 13 +15 mins.0 1 6 7 0 3 0 3 0 0 0 0 5 8 0 13 +30 mins.2 1 6 9 0 1 0 1 0 1 0 1 5 9 1 15 +45 mins.2 2 5 9 2 3 2 7 0 2 0 2 4 5 0 9 Total Volume 4 7 29 40 3 9 3 15 0 7 1 8 20 28 2 50 % App. Total 10 17.5 72.5 20 60 20 0 87.5 12.5 40 56 4 PHF .500 .583 .604 .667 .375 .750 .375 .536 .000 .438 .250 .400 .833 .778 .500 .833 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-94 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: North Leg East Leg South Leg West Leg Citrus Avenue Slover Avenue Citrus Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 13206 01001 01102 13004 07007 04004 00000 10001 3193 025 North Leg East Leg South Leg West Leg Citrus Avenue Slover Avenue Citrus Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 10001 01001 01102 20002 00000 00011 00000 00000 32117 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 Slover Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-95 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 001000010000 2 000001000000 1 000000000000 0 000010000000 1 000000000000 0 010000000000 1 000000000000 0 000000000000 0 011011010000 5 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000020 2 000000000000 0 000000000000 0 000000000000 0 000000000010 1 000000003000 3 000000000000 0 000000000000 0 000000003030 6 Slover Avenue TOTAL VOLUMES: Citrus Avenue Slover Avenue Citrus Avenue Slover Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Citrus Avenue Slover 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 Slover Avenue Citrus Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-96 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 12 50 15 3 77 2 18 9 6 29 4 99 2 1 105 7 12 1 1 20 11 231 242 07:15 AM 10 49 12 3 71 5 19 6 1 30 0 90 4 0 94 10 7 5 3 22 7 217 224 07:30 AM 12 42 17 10 71 6 20 7 4 33 1 108 5 1 114 9 4 2 2 15 17 233 250 07:45 AM 14 52 22 10 88 5 24 9 7 38 3 101 7 1 111 5 8 2 1 15 19 252 271 Total 48 193 66 26 307 18 81 31 18 130 8 398 18 3 424 31 31 10 7 72 54 933 987 08:00 AM 12 51 13 4 76 6 22 11 5 39 4 93 20 3 117 21 18 3 1 42 13 274 287 08:15 AM 16 69 6 1 91 8 18 35 18 61 2 84 11 2 97 14 15 3 0 32 21 281 302 08:30 AM 12 61 8 2 81 2 13 4 2 19 2 87 3 0 92 4 8 4 2 16 6 208 214 08:45 AM 19 54 13 4 86 6 14 11 7 31 4 84 5 1 93 8 6 7 3 21 15 231 246 Total 59 235 40 11 334 22 67 61 32 150 12 348 39 6 399 47 47 17 6 111 55 994 1049 Grand Total 107 428 106 37 641 40 148 92 50 280 20 746 57 9 823 78 78 27 13 183 109 1927 2036 Apprch %16.7 66.8 16.5 14.3 52.9 32.9 2.4 90.6 6.9 42.6 42.6 14.8 Total %5.6 22.2 5.5 33.3 2.1 7.7 4.8 14.5 1 38.7 3 42.7 4 4 1.4 9.5 5.4 94.6 Passenger Vehicles 99 357 91 578 39 144 81 310 16 698 52 775 54 73 13 148 0 0 1811 % Passenger Vehicles 92.5 83.4 85.8 83.8 85.3 97.5 97.3 88 92 93.9 80 93.6 91.2 100 93.1 69.2 93.6 48.1 61.5 75.5 0 0 88.9 Large 2 Axle Vehicles 1 16 2 19 1 3 3 8 0 9 1 10 4 3 4 14 0 0 51 % Large 2 Axle Vehicles 0.9 3.7 1.9 0 2.8 2.5 2 3.3 2 2.4 0 1.2 1.8 0 1.2 5.1 3.8 14.8 23.1 7.1 0 0 2.5 3 Axle Vehicles 1 15 4 22 0 0 3 5 0 11 0 11 5 2 4 11 0 0 49 % 3 Axle Vehicles 0.9 3.5 3.8 5.4 3.2 0 0 3.3 4 1.5 0 1.5 0 0 1.3 6.4 2.6 14.8 0 5.6 0 0 2.4 4+ Axle Trucks 6 40 9 59 0 1 5 7 4 28 4 36 15 0 6 23 0 0 125 % 4+ Axle Trucks 5.6 9.3 8.5 10.8 8.7 0 0.7 5.4 2 2.1 20 3.8 7 0 4.3 19.2 0 22.2 15.4 11.7 0 0 6.1 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 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 42 17 71 6 20 7 33 1 108 5 114 9 4 2 15 233 07:45 AM 14 52 22 88 5 24 9 38 3 101 7 111 5 8 2 15 252 08:00 AM 12 51 13 76 6 22 11 39 4 93 20 117 21 18 3 42 274 08:15 AM 16 69 6 91 8 18 35 61 2 84 11 97 14 15 3 32 281 Total Volume 54 214 58 326 25 84 62 171 10 386 43 439 49 45 10 104 1040 % App. Total 16.6 65.6 17.8 14.6 49.1 36.3 2.3 87.9 9.8 47.1 43.3 9.6 PHF .844 .775 .659 .896 .781 .875 .443 .701 .625 .894 .538 .938 .583 .625 .833 .619 .925 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-97 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 58 Thru 214 Left 54 InOut Total 497 326 823 Right62 Thru84 Left25 OutTotalIn142 171 313 Left 10 Thru 386 Right 43 Out TotalIn 249 439 688 Left49 Thru45 Right10 TotalOutIn152 104 256 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 3.1-98 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 07:30 AM 08:00 AM +0 mins.14 52 22 88 6 20 7 33 1 108 5 114 21 18 3 42 +15 mins.12 51 13 76 5 24 9 38 3 101 7 111 14 15 3 32 +30 mins.16 69 6 91 6 22 11 39 4 93 20 117 4 8 4 16 +45 mins.12 61 8 81 8 18 35 61 2 84 11 97 8 6 7 21 Total Volume 54 233 49 336 25 84 62 171 10 386 43 439 47 47 17 111 % App. Total 16.1 69.3 14.6 14.6 49.1 36.3 2.3 87.9 9.8 42.3 42.3 15.3 PHF .844 .844 .557 .923 .781 .875 .443 .701 .625 .894 .538 .938 .560 .653 .607 .661 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-99 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 11 40 14 3 65 2 18 6 4 26 4 93 2 1 99 3 11 1 1 15 9 205 214 07:15 AM 9 44 11 2 64 5 19 4 1 28 0 87 2 0 89 5 7 3 2 15 5 196 201 07:30 AM 12 35 12 8 59 6 19 6 4 31 0 103 4 1 107 8 4 1 1 13 14 210 224 07:45 AM 13 45 21 10 79 5 24 9 7 38 2 92 7 1 101 2 7 1 0 10 18 228 246 Total 45 164 58 23 267 18 80 25 16 123 6 375 15 3 396 18 29 6 4 53 46 839 885 08:00 AM 10 44 12 3 66 6 22 10 5 38 3 87 19 3 109 17 16 1 0 34 11 247 258 08:15 AM 15 55 6 1 76 8 17 32 17 57 2 80 10 2 92 10 15 0 0 25 20 250 270 08:30 AM 12 53 7 1 72 2 12 4 2 18 2 78 3 0 83 3 7 2 2 12 5 185 190 08:45 AM 17 41 8 3 66 5 13 10 6 28 3 78 5 1 86 6 6 4 2 16 12 196 208 Total 54 193 33 8 280 21 64 56 30 141 10 323 37 6 370 36 44 7 4 87 48 878 926 Grand Total 99 357 91 31 547 39 144 81 46 264 16 698 52 9 766 54 73 13 8 140 94 1717 1811 Apprch %18.1 65.3 16.6 14.8 54.5 30.7 2.1 91.1 6.8 38.6 52.1 9.3 Total %5.8 20.8 5.3 31.9 2.3 8.4 4.7 15.4 0.9 40.7 3 44.6 3.1 4.3 0.8 8.2 5.2 94.8 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 12 35 12 59 6 19 6 31 0 103 4 107 8 4 1 13 210 07:45 AM 13 45 21 79 5 24 9 38 2 92 7 101 2 7 1 10 228 08:00 AM 10 44 12 66 6 22 10 38 3 87 19 109 17 16 1 34 247 08:15 AM 15 55 6 76 8 17 32 57 2 80 10 92 10 15 0 25 250 Total Volume 50 179 51 280 25 82 57 164 7 362 40 409 37 42 3 82 935 % App. Total 17.9 63.9 18.2 15.2 50 34.8 1.7 88.5 9.8 45.1 51.2 3.7 PHF .833 .814 .607 .886 .781 .854 .445 .719 .583 .879 .526 .938 .544 .656 .750 .603 .935 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-100 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 51 Thru 179 Left 50 InOut Total 456 280 736 Right57 Thru82 Left25 OutTotalIn132 164 296 Left 7 Thru 362 Right 40 Out TotalIn 207 409 616 Left37 Thru42 Right3 TotalOutIn140 82 222 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 3.1-101 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 35 12 59 6 19 6 31 0 103 4 107 8 4 1 13 +15 mins.13 45 21 79 5 24 9 38 2 92 7 101 2 7 1 10 +30 mins.10 44 12 66 6 22 10 38 3 87 19 109 17 16 1 34 +45 mins.15 55 6 76 8 17 32 57 2 80 10 92 10 15 0 25 Total Volume 50 179 51 280 25 82 57 164 7 362 40 409 37 42 3 82 % App. Total 17.9 63.9 18.2 15.2 50 34.8 1.7 88.5 9.8 45.1 51.2 3.7 PHF .833 .814 .607 .886 .781 .854 .445 .719 .583 .879 .526 .938 .544 .656 .750 .603 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-102 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 4 0 0 5 0 0 0 0 0 0 1 0 0 1 0 1 0 0 1 0 7 7 07:15 AM 0 1 0 0 1 0 0 1 0 1 0 0 0 0 0 1 0 1 1 2 1 4 5 07:30 AM 0 2 0 0 2 0 1 0 0 1 0 2 1 0 3 1 0 0 0 1 0 7 7 07:45 AM 0 0 1 0 1 0 0 0 0 0 0 3 0 0 3 0 1 1 1 2 1 6 7 Total 1 7 1 0 9 0 1 1 0 2 0 6 1 0 7 2 2 2 2 6 2 24 26 08:00 AM 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 1 0 0 1 0 4 4 08:15 AM 0 4 0 0 4 0 1 2 1 3 0 0 0 0 0 2 0 0 0 2 1 9 10 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 4 1 0 5 1 1 0 0 2 0 1 0 0 1 0 0 2 1 2 1 10 11 Total 0 9 1 0 10 1 2 2 1 5 0 3 0 0 3 2 1 2 1 5 2 23 25 Grand Total 1 16 2 0 19 1 3 3 1 7 0 9 1 0 10 4 3 4 3 11 4 47 51 Apprch %5.3 84.2 10.5 14.3 42.9 42.9 0 90 10 36.4 27.3 36.4 Total %2.1 34 4.3 40.4 2.1 6.4 6.4 14.9 0 19.1 2.1 21.3 8.5 6.4 8.5 23.4 7.8 92.2 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 0 2 0 1 0 1 0 2 1 3 1 0 0 1 7 07:45 AM 0 0 1 1 0 0 0 0 0 3 0 3 0 1 1 2 6 08:00 AM 0 1 0 1 0 0 0 0 0 2 0 2 0 1 0 1 4 08:15 AM 0 4 0 4 0 1 2 3 0 0 0 0 2 0 0 2 9 Total Volume 0 7 1 8 0 2 2 4 0 7 1 8 3 2 1 6 26 % App. Total 0 87.5 12.5 0 50 50 0 87.5 12.5 50 33.3 16.7 PHF .000 .438 .250 .500 .000 .500 .250 .333 .000 .583 .250 .667 .375 .500 .250 .750 .722 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-103 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 7 Left 0 InOut Total 12 8 20 Right2 Thru2 Left0 OutTotalIn3 4 7 Left 0 Thru 7 Right 1 Out TotalIn 8 8 16 Left3 Thru2 Right1 TotalOutIn3 6 9 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 3.1-104 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 1 0 1 0 2 1 3 1 0 0 1 +15 mins.0 0 1 1 0 0 0 0 0 3 0 3 0 1 1 2 +30 mins.0 1 0 1 0 0 0 0 0 2 0 2 0 1 0 1 +45 mins.0 4 0 4 0 1 2 3 0 0 0 0 2 0 0 2 Total Volume 0 7 1 8 0 2 2 4 0 7 1 8 3 2 1 6 % App. Total 0 87.5 12.5 0 50 50 0 87.5 12.5 50 33.3 16.7 PHF .000 .438 .250 .500 .000 .500 .250 .333 .000 .583 .250 .667 .375 .500 .250 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-105 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 4 0 0 4 0 0 1 1 1 0 1 0 0 1 1 0 0 0 1 1 7 8 07:15 AM 0 0 1 1 1 0 0 0 0 0 0 1 0 0 1 3 0 0 0 3 1 5 6 07:30 AM 0 1 3 1 4 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 5 6 07:45 AM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 3 3 Total 0 7 4 2 11 0 0 1 1 1 0 3 0 0 3 5 0 0 0 5 3 20 23 08:00 AM 1 0 0 0 1 0 0 0 0 0 0 3 0 0 3 0 1 0 0 1 0 5 5 08:15 AM 0 4 0 0 4 0 0 1 0 1 0 1 0 0 1 0 0 2 0 2 0 8 8 08:30 AM 0 1 0 0 1 0 0 0 0 0 0 4 0 0 4 0 1 1 0 2 0 7 7 08:45 AM 0 3 0 0 3 0 0 1 1 1 0 0 0 0 0 0 0 1 0 1 1 5 6 Total 1 8 0 0 9 0 0 2 1 2 0 8 0 0 8 0 2 4 0 6 1 25 26 Grand Total 1 15 4 2 20 0 0 3 2 3 0 11 0 0 11 5 2 4 0 11 4 45 49 Apprch %5 75 20 0 0 100 0 100 0 45.5 18.2 36.4 Total %2.2 33.3 8.9 44.4 0 0 6.7 6.7 0 24.4 0 24.4 11.1 4.4 8.9 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 3 4 0 0 0 0 0 1 0 1 0 0 0 0 5 07:45 AM 0 2 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 08:00 AM 1 0 0 1 0 0 0 0 0 3 0 3 0 1 0 1 5 08:15 AM 0 4 0 4 0 0 1 1 0 1 0 1 0 0 2 2 8 Total Volume 1 7 3 11 0 0 1 1 0 5 0 5 1 1 2 4 21 % App. Total 9.1 63.6 27.3 0 0 100 0 100 0 25 25 50 PHF .250 .438 .250 .688 .000 .000 .250 .250 .000 .417 .000 .417 .250 .250 .250 .500 .656 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-106 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 7 Left 1 InOut Total 7 11 18 Right1 Thru0 Left0 OutTotalIn2 1 3 Left 0 Thru 5 Right 0 Out TotalIn 9 5 14 Left1 Thru1 Right2 TotalOutIn3 4 7 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 3.1-107 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 3 4 0 0 0 0 0 1 0 1 0 0 0 0 +15 mins.0 2 0 2 0 0 0 0 0 0 0 0 1 0 0 1 +30 mins.1 0 0 1 0 0 0 0 0 3 0 3 0 1 0 1 +45 mins.0 4 0 4 0 0 1 1 0 1 0 1 0 0 2 2 Total Volume 1 7 3 11 0 0 1 1 0 5 0 5 1 1 2 4 % App. Total 9.1 63.6 27.3 0 0 100 0 100 0 25 25 50 PHF .250 .438 .250 .688 .000 .000 .250 .250 .000 .417 .000 .417 .250 .250 .250 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-108 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 0 2 1 0 3 0 0 2 1 2 0 4 0 0 4 3 0 0 0 3 1 12 13 07:15 AM 1 4 0 0 5 0 0 1 0 1 0 2 2 0 4 1 0 1 0 2 0 12 12 07:30 AM 0 4 2 1 6 0 0 1 0 1 1 2 0 0 3 0 0 1 1 1 2 11 13 07:45 AM 1 5 0 0 6 0 0 0 0 0 1 6 0 0 7 2 0 0 0 2 0 15 15 Total 2 15 3 1 20 0 0 4 1 4 2 14 2 0 18 6 0 2 1 8 3 50 53 08:00 AM 1 6 1 1 8 0 0 1 0 1 1 1 1 0 3 4 0 2 1 6 2 18 20 08:15 AM 1 6 0 0 7 0 0 0 0 0 0 3 1 0 4 2 0 1 0 3 0 14 14 08:30 AM 0 7 1 1 8 0 1 0 0 1 0 5 0 0 5 1 0 1 0 2 1 16 17 08:45 AM 2 6 4 1 12 0 0 0 0 0 1 5 0 0 6 2 0 0 0 2 1 20 21 Total 4 25 6 3 35 0 1 1 0 2 2 14 2 0 18 9 0 4 1 13 4 68 72 Grand Total 6 40 9 4 55 0 1 5 1 6 4 28 4 0 36 15 0 6 2 21 7 118 125 Apprch %10.9 72.7 16.4 0 16.7 83.3 11.1 77.8 11.1 71.4 0 28.6 Total %5.1 33.9 7.6 46.6 0 0.8 4.2 5.1 3.4 23.7 3.4 30.5 12.7 0 5.1 17.8 5.6 94.4 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 4 2 6 0 0 1 1 1 2 0 3 0 0 1 1 11 07:45 AM 1 5 0 6 0 0 0 0 1 6 0 7 2 0 0 2 15 08:00 AM 1 6 1 8 0 0 1 1 1 1 1 3 4 0 2 6 18 08:15 AM 1 6 0 7 0 0 0 0 0 3 1 4 2 0 1 3 14 Total Volume 3 21 3 27 0 0 2 2 3 12 2 17 8 0 4 12 58 % App. Total 11.1 77.8 11.1 0 0 100 17.6 70.6 11.8 66.7 0 33.3 PHF .750 .875 .375 .844 .000 .000 .500 .500 .750 .500 .500 .607 .500 .000 .500 .500 .806 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-109 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 21 Left 3 InOut Total 22 27 49 Right2 Thru0 Left0 OutTotalIn5 2 7 Left 3 Thru 12 Right 2 Out TotalIn 25 17 42 Left8 Thru0 Right4 TotalOutIn6 12 18 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 3.1-110 File Name : 04_FON_Citrus_San AM Site Code : 05122471 Start Date : 5/18/2022 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 4 2 6 0 0 1 1 1 2 0 3 0 0 1 1 +15 mins.1 5 0 6 0 0 0 0 1 6 0 7 2 0 0 2 +30 mins.1 6 1 8 0 0 1 1 1 1 1 3 4 0 2 6 +45 mins.1 6 0 7 0 0 0 0 0 3 1 4 2 0 1 3 Total Volume 3 21 3 27 0 0 2 2 3 12 2 17 8 0 4 12 % App. Total 11.1 77.8 11.1 0 0 100 17.6 70.6 11.8 66.7 0 33.3 PHF .750 .875 .375 .844 .000 .000 .500 .500 .750 .500 .500 .607 .500 .000 .500 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-111 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 10 61 11 0 82 5 26 13 10 44 2 87 9 4 98 25 49 1 0 75 14 299 313 04:15 PM 11 67 2 0 80 6 27 10 7 43 4 108 5 0 117 22 35 1 0 58 7 298 305 04:30 PM 16 75 5 4 96 5 22 10 6 37 0 92 10 1 102 36 42 7 4 85 15 320 335 04:45 PM 22 64 8 1 94 2 20 12 3 34 4 110 11 3 125 28 32 6 2 66 9 319 328 Total 59 267 26 5 352 18 95 45 26 158 10 397 35 8 442 111 158 15 6 284 45 1236 1281 05:00 PM 18 90 7 5 115 5 16 17 11 38 1 86 7 2 94 21 24 5 3 50 21 297 318 05:15 PM 13 80 12 6 105 9 14 9 5 32 0 97 5 2 102 13 25 1 0 39 13 278 291 05:30 PM 27 75 6 2 108 3 9 15 11 27 1 101 5 2 107 22 15 5 3 42 18 284 302 05:45 PM 49 72 3 1 124 4 14 37 16 55 0 128 4 1 132 8 13 1 0 22 18 333 351 Total 107 317 28 14 452 21 53 78 43 152 2 412 21 7 435 64 77 12 6 153 70 1192 1262 Grand Total 166 584 54 19 804 39 148 123 69 310 12 809 56 15 877 175 235 27 12 437 115 2428 2543 Apprch %20.6 72.6 6.7 12.6 47.7 39.7 1.4 92.2 6.4 40 53.8 6.2 Total %6.8 24.1 2.2 33.1 1.6 6.1 5.1 12.8 0.5 33.3 2.3 36.1 7.2 9.7 1.1 18 4.5 95.5 Passenger Vehicles 164 549 49 781 39 144 121 372 6 768 54 843 165 229 25 431 0 0 2427 % Passenger Vehicles 98.8 94 90.7 100 94.9 100 97.3 98.4 98.6 98.2 50 94.9 96.4 100 94.5 94.3 97.4 92.6 100 96 0 0 95.4 Large 2 Axle Vehicles 1 8 0 9 0 2 0 2 2 12 1 15 4 5 0 9 0 0 35 % Large 2 Axle Vehicles 0.6 1.4 0 0 1.1 0 1.4 0 0 0.5 16.7 1.5 1.8 0 1.7 2.3 2.1 0 0 2 0 0 1.4 3 Axle Vehicles 0 11 3 14 0 0 2 3 1 9 0 10 1 0 1 2 0 0 29 % 3 Axle Vehicles 0 1.9 5.6 0 1.7 0 0 1.6 1.4 0.8 8.3 1.1 0 0 1.1 0.6 0 3.7 0 0.4 0 0 1.1 4+ Axle Trucks 1 16 2 19 0 2 0 2 3 20 1 24 5 1 1 7 0 0 52 % 4+ Axle Trucks 0.6 2.7 3.7 0 2.3 0 1.4 0 0 0.5 25 2.5 1.8 0 2.7 2.9 0.4 3.7 0 1.6 0 0 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 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 10 61 11 82 5 26 13 44 2 87 9 98 25 49 1 75 299 04:15 PM 11 67 2 80 6 27 10 43 4 108 5 117 22 35 1 58 298 04:30 PM 16 75 5 96 5 22 10 37 0 92 10 102 36 42 7 85 320 04:45 PM 22 64 8 94 2 20 12 34 4 110 11 125 28 32 6 66 319 Total Volume 59 267 26 352 18 95 45 158 10 397 35 442 111 158 15 284 1236 % App. Total 16.8 75.9 7.4 11.4 60.1 28.5 2.3 89.8 7.9 39.1 55.6 5.3 PHF .670 .890 .591 .917 .750 .880 .865 .898 .625 .902 .795 .884 .771 .806 .536 .835 .966 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-112 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 26 Thru 267 Left 59 InOut Total 553 352 905 Right45 Thru95 Left18 OutTotalIn252 158 410 Left 10 Thru 397 Right 35 Out TotalIn 300 442 742 Left111 Thru158 Right15 TotalOutIn131 284 415 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 3.1-113 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 04:00 PM 04:00 PM 04:00 PM +0 mins.18 90 7 115 5 26 13 44 2 87 9 98 25 49 1 75 +15 mins.13 80 12 105 6 27 10 43 4 108 5 117 22 35 1 58 +30 mins.27 75 6 108 5 22 10 37 0 92 10 102 36 42 7 85 +45 mins.49 72 3 124 2 20 12 34 4 110 11 125 28 32 6 66 Total Volume 107 317 28 452 18 95 45 158 10 397 35 442 111 158 15 284 % App. Total 23.7 70.1 6.2 11.4 60.1 28.5 2.3 89.8 7.9 39.1 55.6 5.3 PHF .546 .881 .583 .911 .750 .880 .865 .898 .625 .902 .795 .884 .771 .806 .536 .835 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-114 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 9 57 9 0 75 5 24 13 10 42 1 80 9 4 90 25 46 1 0 72 14 279 293 04:15 PM 11 63 2 0 76 6 27 10 7 43 1 105 5 0 111 17 34 1 0 52 7 282 289 04:30 PM 16 69 5 4 90 5 22 8 5 35 0 81 9 1 90 35 41 7 4 83 14 298 312 04:45 PM 22 61 8 1 91 2 19 12 3 33 2 107 10 3 119 26 32 6 2 64 9 307 316 Total 58 250 24 5 332 18 92 43 25 153 4 373 33 8 410 103 153 15 6 271 44 1166 1210 05:00 PM 18 86 7 5 111 5 16 17 11 38 1 82 7 2 90 20 23 4 3 47 21 286 307 05:15 PM 13 75 11 6 99 9 13 9 5 31 0 95 5 2 100 12 25 1 0 38 13 268 281 05:30 PM 27 69 6 2 102 3 9 15 11 27 1 96 5 2 102 22 15 4 3 41 18 272 290 05:45 PM 48 69 1 1 118 4 14 37 16 55 0 122 4 1 126 8 13 1 0 22 18 321 339 Total 106 299 25 14 430 21 52 78 43 151 2 395 21 7 418 62 76 10 6 148 70 1147 1217 Grand Total 164 549 49 19 762 39 144 121 68 304 6 768 54 15 828 165 229 25 12 419 114 2313 2427 Apprch %21.5 72 6.4 12.8 47.4 39.8 0.7 92.8 6.5 39.4 54.7 6 Total %7.1 23.7 2.1 32.9 1.7 6.2 5.2 13.1 0.3 33.2 2.3 35.8 7.1 9.9 1.1 18.1 4.7 95.3 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 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 57 9 75 5 24 13 42 1 80 9 90 25 46 1 72 279 04:15 PM 11 63 2 76 6 27 10 43 1 105 5 111 17 34 1 52 282 04:30 PM 16 69 5 90 5 22 8 35 0 81 9 90 35 41 7 83 298 04:45 PM 22 61 8 91 2 19 12 33 2 107 10 119 26 32 6 64 307 Total Volume 58 250 24 332 18 92 43 153 4 373 33 410 103 153 15 271 1166 % App. Total 17.5 75.3 7.2 11.8 60.1 28.1 1 91 8 38 56.5 5.5 PHF .659 .906 .667 .912 .750 .852 .827 .890 .500 .871 .825 .861 .736 .832 .536 .816 .950 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-115 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 24 Thru 250 Left 58 InOut Total 519 332 851 Right43 Thru92 Left18 OutTotalIn244 153 397 Left 4 Thru 373 Right 33 Out TotalIn 283 410 693 Left103 Thru153 Right15 TotalOutIn120 271 391 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 3.1-116 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 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 57 9 75 5 24 13 42 1 80 9 90 25 46 1 72 +15 mins.11 63 2 76 6 27 10 43 1 105 5 111 17 34 1 52 +30 mins.16 69 5 90 5 22 8 35 0 81 9 90 35 41 7 83 +45 mins.22 61 8 91 2 19 12 33 2 107 10 119 26 32 6 64 Total Volume 58 250 24 332 18 92 43 153 4 373 33 410 103 153 15 271 % App. Total 17.5 75.3 7.2 11.8 60.1 28.1 1 91 8 38 56.5 5.5 PHF .659 .906 .667 .912 .750 .852 .827 .890 .500 .871 .825 .861 .736 .832 .536 .816 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-117 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 0 2 0 0 2 0 1 0 0 1 1 2 0 0 3 0 3 0 0 3 0 9 9 04:15 PM 0 2 0 0 2 0 0 0 0 0 1 1 0 0 2 2 1 0 0 3 0 7 7 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 4 4 04:45 PM 0 2 0 0 2 0 1 0 0 1 0 1 1 0 2 2 0 0 0 2 0 7 7 Total 0 6 0 0 6 0 2 0 0 2 2 8 1 0 11 4 4 0 0 8 0 27 27 05:00 PM 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 1 0 0 1 0 4 4 05:15 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 1 05:45 PM 1 0 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 2 Total 1 2 0 0 3 0 0 0 0 0 0 4 0 0 4 0 1 0 0 1 0 8 8 Grand Total 1 8 0 0 9 0 2 0 0 2 2 12 1 0 15 4 5 0 0 9 0 35 35 Apprch %11.1 88.9 0 0 100 0 13.3 80 6.7 44.4 55.6 0 Total %2.9 22.9 0 25.7 0 5.7 0 5.7 5.7 34.3 2.9 42.9 11.4 14.3 0 25.7 0 100 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 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 0 1 1 2 0 3 0 3 0 3 9 04:15 PM 0 2 0 2 0 0 0 0 1 1 0 2 2 1 0 3 7 04:30 PM 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 4 04:45 PM 0 2 0 2 0 1 0 1 0 1 1 2 2 0 0 2 7 Total Volume 0 6 0 6 0 2 0 2 2 8 1 11 4 4 0 8 27 % App. Total 0 100 0 0 100 0 18.2 72.7 9.1 50 50 0 PHF .000 .750 .000 .750 .000 .500 .000 .500 .500 .500 .250 .688 .500 .333 .000 .667 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-118 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 6 Left 0 InOut Total 12 6 18 Right0 Thru2 Left0 OutTotalIn5 2 7 Left 2 Thru 8 Right 1 Out TotalIn 6 11 17 Left4 Thru4 Right0 TotalOutIn4 8 12 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 3.1-119 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 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 0 1 1 2 0 3 0 3 0 3 +15 mins.0 2 0 2 0 0 0 0 1 1 0 2 2 1 0 3 +30 mins.0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 +45 mins.0 2 0 2 0 1 0 1 0 1 1 2 2 0 0 2 Total Volume 0 6 0 6 0 2 0 2 2 8 1 11 4 4 0 8 % App. Total 0 100 0 0 100 0 18.2 72.7 9.1 50 50 0 PHF .000 .750 .000 .750 .000 .500 .000 .500 .500 .500 .250 .688 .500 .333 .000 .667 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-120 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 0 0 2 0 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 4 4 04:15 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 2 04:30 PM 0 3 0 0 3 0 0 2 1 2 0 2 0 0 2 0 0 0 0 0 1 7 8 04:45 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 0 2 2 Total 0 4 2 0 6 0 0 2 1 2 1 5 0 0 6 1 0 0 0 1 1 15 16 05:00 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 2 05:15 PM 0 3 0 0 3 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 4 4 05:30 PM 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 0 1 0 1 0 5 5 05:45 PM 0 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 Total 0 7 1 0 8 0 0 0 0 0 0 4 0 0 4 0 0 1 0 1 0 13 13 Grand Total 0 11 3 0 14 0 0 2 1 2 1 9 0 0 10 1 0 1 0 2 1 28 29 Apprch %0 78.6 21.4 0 0 100 10 90 0 50 0 50 Total %0 39.3 10.7 50 0 0 7.1 7.1 3.6 32.1 0 35.7 3.6 0 3.6 7.1 3.4 96.6 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 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 2 2 0 0 0 0 0 2 0 2 0 0 0 0 4 04:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 04:30 PM 0 3 0 3 0 0 2 2 0 2 0 2 0 0 0 0 7 04:45 PM 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 2 Total Volume 0 4 2 6 0 0 2 2 1 5 0 6 1 0 0 1 15 % App. Total 0 66.7 33.3 0 0 100 16.7 83.3 0 100 0 0 PHF .000 .333 .250 .500 .000 .000 .250 .250 .250 .625 .000 .750 .250 .000 .000 .250 .536 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-121 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 4 Left 0 InOut Total 8 6 14 Right2 Thru0 Left0 OutTotalIn0 2 2 Left 1 Thru 5 Right 0 Out TotalIn 4 6 10 Left1 Thru0 Right0 TotalOutIn3 1 4 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 3.1-122 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 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 2 2 0 0 0 0 0 2 0 2 0 0 0 0 +15 mins.0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 +30 mins.0 3 0 3 0 0 2 2 0 2 0 2 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 Total Volume 0 4 2 6 0 0 2 2 1 5 0 6 1 0 0 1 % App. Total 0 66.7 33.3 0 0 100 16.7 83.3 0 100 0 0 PHF .000 .333 .250 .500 .000 .000 .250 .250 .250 .625 .000 .750 .250 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-123 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 1 2 0 0 3 0 1 0 0 1 0 3 0 0 3 0 0 0 0 0 0 7 7 04:15 PM 0 1 0 0 1 0 0 0 0 0 2 2 0 0 4 2 0 0 0 2 0 7 7 04:30 PM 0 3 0 0 3 0 0 0 0 0 0 5 1 0 6 1 1 0 0 2 0 11 11 04:45 PM 0 1 0 0 1 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 0 3 3 Total 1 7 0 0 8 0 1 0 0 1 3 11 1 0 15 3 1 0 0 4 0 28 28 05:00 PM 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 1 0 1 0 2 0 5 5 05:15 PM 0 1 1 0 2 0 1 0 0 1 0 1 0 0 1 1 0 0 0 1 0 5 5 05:30 PM 0 4 0 0 4 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 6 6 05:45 PM 0 2 1 0 3 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 8 8 Total 0 9 2 0 11 0 1 0 0 1 0 9 0 0 9 2 0 1 0 3 0 24 24 Grand Total 1 16 2 0 19 0 2 0 0 2 3 20 1 0 24 5 1 1 0 7 0 52 52 Apprch %5.3 84.2 10.5 0 100 0 12.5 83.3 4.2 71.4 14.3 14.3 Total %1.9 30.8 3.8 36.5 0 3.8 0 3.8 5.8 38.5 1.9 46.2 9.6 1.9 1.9 13.5 0 100 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 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 1 2 0 3 0 1 0 1 0 3 0 3 0 0 0 0 7 04:15 PM 0 1 0 1 0 0 0 0 2 2 0 4 2 0 0 2 7 04:30 PM 0 3 0 3 0 0 0 0 0 5 1 6 1 1 0 2 11 04:45 PM 0 1 0 1 0 0 0 0 1 1 0 2 0 0 0 0 3 Total Volume 1 7 0 8 0 1 0 1 3 11 1 15 3 1 0 4 28 % App. Total 12.5 87.5 0 0 100 0 20 73.3 6.7 75 25 0 PHF .250 .583 .000 .667 .000 .250 .000 .250 .375 .550 .250 .625 .375 .250 .000 .500 .636 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-124 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 7 Left 1 InOut Total 14 8 22 Right0 Thru1 Left0 OutTotalIn3 1 4 Left 3 Thru 11 Right 1 Out TotalIn 7 15 22 Left3 Thru1 Right0 TotalOutIn4 4 8 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 3.1-125 File Name : 04_FON_Citrus_San PM Site Code : 05122471 Start Date : 5/18/2022 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 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 2 0 3 0 1 0 1 0 3 0 3 0 0 0 0 +15 mins.0 1 0 1 0 0 0 0 2 2 0 4 2 0 0 2 +30 mins.0 3 0 3 0 0 0 0 0 5 1 6 1 1 0 2 +45 mins.0 1 0 1 0 0 0 0 1 1 0 2 0 0 0 0 Total Volume 1 7 0 8 0 1 0 1 3 11 1 15 3 1 0 4 % App. Total 12.5 87.5 0 0 100 0 20 73.3 6.7 75 25 0 PHF .250 .583 .000 .667 .000 .250 .000 .250 .375 .550 .250 .625 .375 .250 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-126 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: North Leg East Leg South Leg West Leg Citrus Avenue Santa Ana Avenue Citrus Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 01001 00000 00011 01001 01001 00000 01001 00000 04015 North Leg East Leg South Leg West Leg Citrus Avenue Santa Ana Avenue Citrus Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 10001 01001 01102 20002 00000 00011 00000 00000 32117 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 951‐268‐62683.1-127 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000020000 2 000000000000 0 000000000000 0 000000000000 0 000010010000 2 000000000000 0 000000000000 0 000000000000 0 000010030000 4 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000020 2 000000000000 0 000000000000 0 000000000000 0 000000000010 1 000000003000 3 000000000000 0 000000000000 0 000000003030 6 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 951‐268‐62683.1-128 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 1 3 2 4 10 57 4 0 71 4 1 5 3 10 2 42 14 0 58 5 143 148 07:15 AM 2 1 4 4 7 23 80 0 0 103 12 1 20 16 33 1 27 16 0 44 20 187 207 07:30 AM 1 0 1 1 2 52 92 4 0 148 16 0 43 27 59 2 50 20 9 72 37 281 318 07:45 AM 0 2 4 2 6 65 102 2 2 169 21 0 53 32 74 5 47 32 7 84 43 333 376 Total 3 4 12 9 19 150 331 10 2 491 53 2 121 78 176 10 166 82 16 258 105 944 1049 08:00 AM 3 6 0 0 9 98 87 13 2 198 15 2 74 41 91 1 66 30 10 97 53 395 448 08:15 AM 2 39 3 3 44 115 84 33 12 232 28 0 114 59 142 1 73 58 23 132 97 550 647 08:30 AM 2 0 4 3 6 51 60 3 0 114 23 2 71 39 96 4 53 19 4 76 46 292 338 08:45 AM 1 0 1 0 2 19 60 2 0 81 6 0 21 15 27 2 69 10 2 81 17 191 208 Total 8 45 8 6 61 283 291 51 14 625 72 4 280 154 356 8 261 117 39 386 213 1428 1641 Grand Total 11 49 20 15 80 433 622 61 16 1116 125 6 401 232 532 18 427 199 55 644 318 2372 2690 Apprch %13.8 61.2 25 38.8 55.7 5.5 23.5 1.1 75.4 2.8 66.3 30.9 Total %0.5 2.1 0.8 3.4 18.3 26.2 2.6 47 5.3 0.3 16.9 22.4 0.8 18 8.4 27.2 11.8 88.2 Passenger Vehicles 9 49 19 92 431 548 60 1055 118 6 396 749 15 372 196 637 0 0 2533 % Passenger Vehicles 81.8 100 95 100 96.8 99.5 88.1 98.4 100 93.2 94.4 100 98.8 98.7 98 83.3 87.1 98.5 98.2 91.1 0 0 94.2 Large 2 Axle Vehicles 1 0 0 1 1 31 0 32 6 0 5 14 3 22 2 27 0 0 74 % Large 2 Axle Vehicles 9.1 0 0 0 1.1 0.2 5 0 0 2.8 4.8 0 1.2 1.3 1.8 16.7 5.2 1 0 3.9 0 0 2.8 3 Axle Vehicles 1 0 0 1 1 15 1 17 1 0 0 1 0 9 1 11 0 0 30 % 3 Axle Vehicles 9.1 0 0 0 1.1 0.2 2.4 1.6 0 1.5 0.8 0 0 0 0.1 0 2.1 0.5 1.8 1.6 0 0 1.1 4+ Axle Trucks 0 0 1 1 0 28 0 28 0 0 0 0 0 24 0 24 0 0 53 % 4+ Axle Trucks 0 0 5 0 1.1 0 4.5 0 0 2.5 0 0 0 0 0 0 5.6 0 0 3.4 0 0 2 Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 0 2 4 6 65 102 2 169 21 0 53 74 5 47 32 84 333 08:00 AM 3 6 0 9 98 87 13 198 15 2 74 91 1 66 30 97 395 08:15 AM 2 39 3 44 115 84 33 232 28 0 114 142 1 73 58 132 550 08:30 AM 2 0 4 6 51 60 3 114 23 2 71 96 4 53 19 76 292 Total Volume 7 47 11 65 329 333 51 713 87 4 312 403 11 239 139 389 1570 % App. Total 10.8 72.3 16.9 46.1 46.7 7.2 21.6 1 77.4 2.8 61.4 35.7 PHF .583 .301 .688 .369 .715 .816 .386 .768 .777 .500 .684 .710 .550 .818 .599 .737 .714 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-129 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Slover Avenue Slover Avenue Oleander Avenue Right 11 Thru 47 Left 7 InOut Total 66 65 131 Right51 Thru333 Left329 OutTotalIn558 713 1271 Left 87 Thru 4 Right 312 Out TotalIn 515 403 918 Left11 Thru239 Right139 TotalOutIn431 389 820 Peak Hour Begins at 07:45 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 3.1-130 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Southbound Slover Avenue Westbound Oleander 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: 07:45 AM 07:30 AM 07:45 AM 07:45 AM +0 mins.0 2 4 6 52 92 4 148 21 0 53 74 5 47 32 84 +15 mins.3 6 0 9 65 102 2 169 15 2 74 91 1 66 30 97 +30 mins.2 39 3 44 98 87 13 198 28 0 114 142 1 73 58 132 +45 mins.2 0 4 6 115 84 33 232 23 2 71 96 4 53 19 76 Total Volume 7 47 11 65 330 365 52 747 87 4 312 403 11 239 139 389 % App. Total 10.8 72.3 16.9 44.2 48.9 7 21.6 1 77.4 2.8 61.4 35.7 PHF .583 .301 .688 .369 .717 .895 .394 .805 .777 .500 .684 .710 .550 .818 .599 .737 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-131 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 1 3 2 4 10 50 4 0 64 4 1 5 3 10 2 38 14 0 54 5 132 137 07:15 AM 2 1 4 4 7 23 70 0 0 93 12 1 18 14 31 1 22 16 0 39 18 170 188 07:30 AM 0 0 1 1 1 52 85 4 0 141 15 0 43 27 58 1 39 19 9 59 37 259 296 07:45 AM 0 2 3 2 5 64 90 2 2 156 20 0 53 32 73 4 43 32 7 79 43 313 356 Total 2 4 11 9 17 149 295 10 2 454 51 2 119 76 172 8 142 81 16 231 103 874 977 08:00 AM 3 6 0 0 9 98 76 13 2 187 15 2 74 41 91 1 60 30 10 91 53 378 431 08:15 AM 2 39 3 3 44 115 73 33 12 221 27 0 112 58 139 1 67 57 23 125 96 529 625 08:30 AM 1 0 4 3 5 51 53 3 0 107 20 2 70 39 92 4 47 18 3 69 45 273 318 08:45 AM 1 0 1 0 2 18 51 1 0 70 5 0 21 15 26 1 56 10 2 67 17 165 182 Total 7 45 8 6 60 282 253 50 14 585 67 4 277 153 348 7 230 115 38 352 211 1345 1556 Grand Total 9 49 19 15 77 431 548 60 16 1039 118 6 396 229 520 15 372 196 54 583 314 2219 2533 Apprch %11.7 63.6 24.7 41.5 52.7 5.8 22.7 1.2 76.2 2.6 63.8 33.6 Total %0.4 2.2 0.9 3.5 19.4 24.7 2.7 46.8 5.3 0.3 17.8 23.4 0.7 16.8 8.8 26.3 12.4 87.6 Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 2 3 5 64 90 2 156 20 0 53 73 4 43 32 79 313 08:00 AM 3 6 0 9 98 76 13 187 15 2 74 91 1 60 30 91 378 08:15 AM 2 39 3 44 115 73 33 221 27 0 112 139 1 67 57 125 529 08:30 AM 1 0 4 5 51 53 3 107 20 2 70 92 4 47 18 69 273 Total Volume 6 47 10 63 328 292 51 671 82 4 309 395 10 217 137 364 1493 % App. Total 9.5 74.6 15.9 48.9 43.5 7.6 20.8 1 78.2 2.7 59.6 37.6 PHF .500 .301 .625 .358 .713 .811 .386 .759 .759 .500 .690 .710 .625 .810 .601 .728 .706 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-132 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Slover Avenue Slover Avenue Oleander Avenue Right 10 Thru 47 Left 6 InOut Total 65 63 128 Right51 Thru292 Left328 OutTotalIn532 671 1203 Left 82 Thru 4 Right 309 Out TotalIn 512 395 907 Left10 Thru217 Right137 TotalOutIn384 364 748 Peak Hour Begins at 07:45 AM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-133 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.0 2 3 5 64 90 2 156 20 0 53 73 4 43 32 79 +15 mins.3 6 0 9 98 76 13 187 15 2 74 91 1 60 30 91 +30 mins.2 39 3 44 115 73 33 221 27 0 112 139 1 67 57 125 +45 mins.1 0 4 5 51 53 3 107 20 2 70 92 4 47 18 69 Total Volume 6 47 10 63 328 292 51 671 82 4 309 395 10 217 137 364 % App. Total 9.5 74.6 15.9 48.9 43.5 7.6 20.8 1 78.2 2.7 59.6 37.6 PHF .500 .301 .625 .358 .713 .811 .386 .759 .759 .500 .690 .710 .625 .810 .601 .728 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-134 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 1 0 0 1 0 6 6 07:15 AM 0 0 0 0 0 0 5 0 0 5 0 0 2 2 2 0 3 0 0 3 2 10 12 07:30 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 1 3 1 0 5 0 8 8 07:45 AM 0 0 0 0 0 1 6 0 0 7 1 0 0 0 1 1 2 0 0 3 0 11 11 Total 0 0 0 0 0 1 19 0 0 20 1 0 2 2 3 2 9 1 0 12 2 35 37 08:00 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3 0 6 6 08:15 AM 0 0 0 0 0 0 2 0 0 2 1 0 2 1 3 0 4 1 0 5 1 10 11 08:30 AM 1 0 0 0 1 0 2 0 0 2 3 0 1 0 4 0 1 0 0 1 0 8 8 08:45 AM 0 0 0 0 0 0 5 0 0 5 1 0 0 0 1 1 5 0 0 6 0 12 12 Total 1 0 0 0 1 0 12 0 0 12 5 0 3 1 8 1 13 1 0 15 1 36 37 Grand Total 1 0 0 0 1 1 31 0 0 32 6 0 5 3 11 3 22 2 0 27 3 71 74 Apprch %100 0 0 3.1 96.9 0 54.5 0 45.5 11.1 81.5 7.4 Total %1.4 0 0 1.4 1.4 43.7 0 45.1 8.5 0 7 15.5 4.2 31 2.8 38 4.1 95.9 Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 1 6 0 7 1 0 0 1 1 2 0 3 11 08:00 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3 6 08:15 AM 0 0 0 0 0 2 0 2 1 0 2 3 0 4 1 5 10 08:30 AM 1 0 0 1 0 2 0 2 3 0 1 4 0 1 0 1 8 Total Volume 1 0 0 1 1 13 0 14 5 0 3 8 1 10 1 12 35 % App. Total 100 0 0 7.1 92.9 0 62.5 0 37.5 8.3 83.3 8.3 PHF .250 .000 .000 .250 .250 .542 .000 .500 .417 .000 .375 .500 .250 .625 .250 .600 .795 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-135 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Slover Avenue Slover Avenue Oleander Avenue Right 0 Thru 0 Left 1 InOut Total 1 1 2 Right0 Thru13 Left1 OutTotalIn14 14 28 Left 5 Thru 0 Right 3 Out TotalIn 2 8 10 Left1 Thru10 Right1 TotalOutIn18 12 30 Peak Hour Begins at 07:45 AM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-136 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.0 0 0 0 1 6 0 7 1 0 0 1 1 2 0 3 +15 mins.0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3 +30 mins.0 0 0 0 0 2 0 2 1 0 2 3 0 4 1 5 +45 mins.1 0 0 1 0 2 0 2 3 0 1 4 0 1 0 1 Total Volume 1 0 0 1 1 13 0 14 5 0 3 8 1 10 1 12 % App. Total 100 0 0 7.1 92.9 0 62.5 0 37.5 8.3 83.3 8.3 PHF .250 .000 .000 .250 .250 .542 .000 .500 .417 .000 .375 .500 .250 .625 .250 .600 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-137 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 3 3 07:15 AM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 0 4 4 07:30 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 0 2 0 0 2 0 4 4 07:45 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 Total 1 0 0 0 1 0 6 0 0 6 1 0 0 0 1 0 5 0 0 5 0 13 13 08:00 AM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 1 0 0 1 0 5 5 08:15 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 2 08:30 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 1 1 1 1 4 5 08:45 AM 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 3 0 0 3 0 5 5 Total 0 0 0 0 0 1 9 1 0 11 0 0 0 0 0 0 4 1 1 5 1 16 17 Grand Total 1 0 0 0 1 1 15 1 0 17 1 0 0 0 1 0 9 1 1 10 1 29 30 Apprch %100 0 0 5.9 88.2 5.9 100 0 0 0 90 10 Total %3.4 0 0 3.4 3.4 51.7 3.4 58.6 3.4 0 0 3.4 0 31 3.4 34.5 3.3 96.7 Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 1 0 1 0 0 0 0 0 1 0 1 2 08:00 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 1 0 1 5 08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2 08:30 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 0 1 1 4 Total Volume 0 0 0 0 0 10 0 10 0 0 0 0 0 2 1 3 13 % App. Total 0 0 0 0 100 0 0 0 0 0 66.7 33.3 PHF .000 .000 .000 .000 .000 .625 .000 .625 .000 .000 .000 .000 .000 .500 .250 .750 .650 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-138 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Slover Avenue Slover Avenue Oleander Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru10 Left0 OutTotalIn2 10 12 Left 0 Thru 0 Right 0 Out TotalIn 1 0 1 Left0 Thru2 Right1 TotalOutIn10 3 13 Peak Hour Begins at 07:45 AM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-139 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 +15 mins.0 0 0 0 0 4 0 4 0 0 0 0 0 1 0 1 +30 mins.0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 3 0 3 0 0 0 0 0 0 1 1 Total Volume 0 0 0 0 0 10 0 10 0 0 0 0 0 2 1 3 % App. Total 0 0 0 0 100 0 0 0 0 0 66.7 33.3 PHF .000 .000 .000 .000 .000 .625 .000 .625 .000 .000 .000 .000 .000 .500 .250 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-140 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 07:15 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 3 3 07:30 AM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 6 0 0 6 0 10 10 07:45 AM 0 0 1 0 1 0 5 0 0 5 0 0 0 0 0 0 1 0 0 1 0 7 7 Total 0 0 1 0 1 0 11 0 0 11 0 0 0 0 0 0 10 0 0 10 0 22 22 08:00 AM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 2 0 0 2 0 6 6 08:15 AM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 2 0 0 2 0 9 9 08:30 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 5 0 0 5 0 7 7 08:45 AM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 5 0 0 5 0 9 9 Total 0 0 0 0 0 0 17 0 0 17 0 0 0 0 0 0 14 0 0 14 0 31 31 Grand Total 0 0 1 0 1 0 28 0 0 28 0 0 0 0 0 0 24 0 0 24 0 53 53 Apprch %0 0 100 0 100 0 0 0 0 0 100 0 Total %0 0 1.9 1.9 0 52.8 0 52.8 0 0 0 0 0 45.3 0 45.3 0 100 Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 5 0 5 0 0 0 0 0 1 0 1 7 08:00 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 2 0 2 6 08:15 AM 0 0 0 0 0 7 0 7 0 0 0 0 0 2 0 2 9 08:30 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5 7 Total Volume 0 0 1 1 0 18 0 18 0 0 0 0 0 10 0 10 29 % App. Total 0 0 100 0 100 0 0 0 0 0 100 0 PHF .000 .000 .250 .250 .000 .643 .000 .643 .000 .000 .000 .000 .000 .500 .000 .500 .806 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-141 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Slover Avenue Slover Avenue Oleander Avenue Right 1 Thru 0 Left 0 InOut Total 0 1 1 Right0 Thru18 Left0 OutTotalIn10 18 28 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left0 Thru10 Right0 TotalOutIn19 10 29 Peak Hour Begins at 07:45 AM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-142 File Name : 05_FON_Ole_Slover AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.0 0 1 1 0 5 0 5 0 0 0 0 0 1 0 1 +15 mins.0 0 0 0 0 4 0 4 0 0 0 0 0 2 0 2 +30 mins.0 0 0 0 0 7 0 7 0 0 0 0 0 2 0 2 +45 mins.0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5 Total Volume 0 0 1 1 0 18 0 18 0 0 0 0 0 10 0 10 % App. Total 0 0 100 0 100 0 0 0 0 0 100 0 PHF .000 .000 .250 .250 .000 .643 .000 .643 .000 .000 .000 .000 .000 .500 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-143 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 5 76 2 0 83 13 0 16 8 29 3 171 9 2 183 10 296 306 04:15 PM 0 1 3 1 4 5 63 0 0 68 8 1 11 8 20 3 179 7 2 189 11 281 292 04:30 PM 0 0 6 3 6 11 78 2 0 91 7 1 7 4 15 1 196 7 1 204 8 316 324 04:45 PM 2 1 1 1 4 8 66 1 0 75 8 0 5 5 13 3 207 20 2 230 8 322 330 Total 2 3 10 5 15 29 283 5 0 317 36 2 39 25 77 10 753 43 7 806 37 1215 1252 05:00 PM 0 0 3 2 3 15 93 2 0 110 13 0 5 3 18 2 185 11 4 198 9 329 338 05:15 PM 3 0 1 1 4 17 73 4 1 94 11 0 8 6 19 5 172 20 3 197 11 314 325 05:30 PM 0 1 3 2 4 28 50 1 0 79 4 2 10 7 16 1 151 39 2 191 11 290 301 05:45 PM 3 2 5 1 10 26 53 3 0 82 51 2 44 20 97 6 126 31 10 163 31 352 383 Total 6 3 12 6 21 86 269 10 1 365 79 4 67 36 150 14 634 101 19 749 62 1285 1347 Grand Total 8 6 22 11 36 115 552 15 1 682 115 6 106 61 227 24 1387 144 26 1555 99 2500 2599 Apprch %22.2 16.7 61.1 16.9 80.9 2.2 50.7 2.6 46.7 1.5 89.2 9.3 Total %0.3 0.2 0.9 1.4 4.6 22.1 0.6 27.3 4.6 0.2 4.2 9.1 1 55.5 5.8 62.2 3.8 96.2 Passenger Vehicles 6 6 19 41 114 484 14 612 115 6 105 287 23 1254 142 1445 0 0 2385 % Passenger Vehicles 75 100 86.4 90.9 87.2 99.1 87.7 93.3 0 89.6 100 100 99.1 100 99.7 95.8 90.4 98.6 100 91.4 0 0 91.8 Large 2 Axle Vehicles 1 0 0 1 0 19 1 21 0 0 1 1 0 44 2 46 0 0 69 % Large 2 Axle Vehicles 12.5 0 0 0 2.1 0 3.4 6.7 100 3.1 0 0 0.9 0 0.3 0 3.2 1.4 0 2.9 0 0 2.7 3 Axle Vehicles 1 0 3 5 1 23 0 24 0 0 0 0 1 26 0 27 0 0 56 % 3 Axle Vehicles 12.5 0 13.6 9.1 10.6 0.9 4.2 0 0 3.5 0 0 0 0 0 4.2 1.9 0 0 1.7 0 0 2.2 4+ Axle Trucks 0 0 0 0 0 26 0 26 0 0 0 0 0 63 0 63 0 0 89 % 4+ Axle Trucks 0 0 0 0 0 0 4.7 0 0 3.8 0 0 0 0 0 0 4.5 0 0 4 0 0 3.4 Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 05:00 PM 05:00 PM 0 0 3 3 15 93 2 110 13 0 5 18 2 185 11 198 329 05:15 PM 3 0 1 4 17 73 4 94 11 0 8 19 5 172 20 197 314 05:30 PM 0 1 3 4 28 50 1 79 4 2 10 16 1 151 39 191 290 05:45 PM 3 2 5 10 26 53 3 82 51 2 44 97 6 126 31 163 352 Total Volume 6 3 12 21 86 269 10 365 79 4 67 150 14 634 101 749 1285 % App. Total 28.6 14.3 57.1 23.6 73.7 2.7 52.7 2.7 44.7 1.9 84.6 13.5 PHF .500 .375 .600 .525 .768 .723 .625 .830 .387 .500 .381 .387 .583 .857 .647 .946 .913 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-144 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Slover Avenue Slover Avenue Oleander Avenue Right 12 Thru 3 Left 6 InOut Total 28 21 49 Right10 Thru269 Left86 OutTotalIn707 365 1072 Left 79 Thru 4 Right 67 Out TotalIn 190 150 340 Left14 Thru634 Right101 TotalOutIn360 749 1109 Peak Hour Begins at 05:00 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 3.1-145 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Southbound Slover Avenue Westbound Oleander 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: 05:00 PM 04:30 PM 05:00 PM 04:30 PM +0 mins.0 0 3 3 11 78 2 91 13 0 5 18 1 196 7 204 +15 mins.3 0 1 4 8 66 1 75 11 0 8 19 3 207 20 230 +30 mins.0 1 3 4 15 93 2 110 4 2 10 16 2 185 11 198 +45 mins.3 2 5 10 17 73 4 94 51 2 44 97 5 172 20 197 Total Volume 6 3 12 21 51 310 9 370 79 4 67 150 11 760 58 829 % App. Total 28.6 14.3 57.1 13.8 83.8 2.4 52.7 2.7 44.7 1.3 91.7 7 PHF .500 .375 .600 .525 .750 .833 .563 .841 .387 .500 .381 .387 .550 .918 .725 .901 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-146 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 5 65 2 0 72 13 0 15 8 28 3 152 9 2 164 10 265 275 04:15 PM 0 1 2 1 3 5 56 0 0 61 8 1 11 8 20 3 157 7 2 167 11 251 262 04:30 PM 0 0 6 3 6 11 66 2 0 79 7 1 7 4 15 1 173 7 1 181 8 281 289 04:45 PM 2 1 1 1 4 8 55 1 0 64 8 0 5 5 13 3 191 20 2 214 8 295 303 Total 2 3 9 5 14 29 242 5 0 276 36 2 38 25 76 10 673 43 7 726 37 1092 1129 05:00 PM 0 0 3 2 3 14 84 2 0 100 13 0 5 3 18 2 165 11 4 178 9 299 308 05:15 PM 3 0 1 1 4 17 63 3 0 83 11 0 8 6 19 4 159 18 3 181 10 287 297 05:30 PM 0 1 2 1 3 28 47 1 0 76 4 2 10 7 16 1 138 39 2 178 10 273 283 05:45 PM 1 2 4 1 7 26 48 3 0 77 51 2 44 20 97 6 119 31 10 156 31 337 368 Total 4 3 10 5 17 85 242 9 0 336 79 4 67 36 150 13 581 99 19 693 60 1196 1256 Grand Total 6 6 19 10 31 114 484 14 0 612 115 6 105 61 226 23 1254 142 26 1419 97 2288 2385 Apprch %19.4 19.4 61.3 18.6 79.1 2.3 50.9 2.7 46.5 1.6 88.4 10 Total %0.3 0.3 0.8 1.4 5 21.2 0.6 26.7 5 0.3 4.6 9.9 1 54.8 6.2 62 4.1 95.9 Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 3 3 14 84 2 100 13 0 5 18 2 165 11 178 299 05:15 PM 3 0 1 4 17 63 3 83 11 0 8 19 4 159 18 181 287 05:30 PM 0 1 2 3 28 47 1 76 4 2 10 16 1 138 39 178 273 05:45 PM 1 2 4 7 26 48 3 77 51 2 44 97 6 119 31 156 337 Total Volume 4 3 10 17 85 242 9 336 79 4 67 150 13 581 99 693 1196 % App. Total 23.5 17.6 58.8 25.3 72 2.7 52.7 2.7 44.7 1.9 83.8 14.3 PHF .333 .375 .625 .607 .759 .720 .750 .840 .387 .500 .381 .387 .542 .880 .635 .957 .887 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-147 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Slover Avenue Slover Avenue Oleander Avenue Right 10 Thru 3 Left 4 InOut Total 26 17 43 Right9 Thru242 Left85 OutTotalIn652 336 988 Left 79 Thru 4 Right 67 Out TotalIn 187 150 337 Left13 Thru581 Right99 TotalOutIn331 693 1024 Peak Hour Begins at 05:00 PM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-148 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 3 3 14 84 2 100 13 0 5 18 2 165 11 178 +15 mins.3 0 1 4 17 63 3 83 11 0 8 19 4 159 18 181 +30 mins.0 1 2 3 28 47 1 76 4 2 10 16 1 138 39 178 +45 mins.1 2 4 7 26 48 3 77 51 2 44 97 6 119 31 156 Total Volume 4 3 10 17 85 242 9 336 79 4 67 150 13 581 99 693 % App. Total 23.5 17.6 58.8 25.3 72 2.7 52.7 2.7 44.7 1.9 83.8 14.3 PHF .333 .375 .625 .607 .759 .720 .750 .840 .387 .500 .381 .387 .542 .880 .635 .957 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-149 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 0 3 0 0 3 0 0 1 0 1 0 6 0 0 6 0 10 10 04:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 10 0 0 10 0 11 11 04:30 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 11 0 0 11 0 15 15 04:45 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 0 8 8 Total 0 0 0 0 0 0 12 0 0 12 0 0 1 0 1 0 31 0 0 31 0 44 44 05:00 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 5 0 0 5 0 9 9 05:15 PM 0 0 0 0 0 0 1 1 1 2 0 0 0 0 0 0 4 2 0 6 1 8 9 05:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 4 0 0 4 0 5 5 05:45 PM 1 0 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 2 Total 1 0 0 0 1 0 7 1 1 8 0 0 0 0 0 0 13 2 0 15 1 24 25 Grand Total 1 0 0 0 1 0 19 1 1 20 0 0 1 0 1 0 44 2 0 46 1 68 69 Apprch %100 0 0 0 95 5 0 0 100 0 95.7 4.3 Total %1.5 0 0 1.5 0 27.9 1.5 29.4 0 0 1.5 1.5 0 64.7 2.9 67.6 1.4 98.6 Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 4 0 4 0 0 0 0 0 5 0 5 9 05:15 PM 0 0 0 0 0 1 1 2 0 0 0 0 0 4 2 6 8 05:30 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 4 0 4 5 05:45 PM 1 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 2 Total Volume 1 0 0 1 0 7 1 8 0 0 0 0 0 13 2 15 24 % App. Total 100 0 0 0 87.5 12.5 0 0 0 0 86.7 13.3 PHF .250 .000 .000 .250 .000 .438 .250 .500 .000 .000 .000 .000 .000 .650 .250 .625 .667 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-150 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Slover Avenue Slover Avenue Oleander Avenue Right 0 Thru 0 Left 1 InOut Total 1 1 2 Right1 Thru7 Left0 OutTotalIn14 8 22 Left 0 Thru 0 Right 0 Out TotalIn 2 0 2 Left0 Thru13 Right2 TotalOutIn7 15 22 Peak Hour Begins at 05:00 PM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-151 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 0 0 0 4 0 4 0 0 0 0 0 5 0 5 +15 mins.0 0 0 0 0 1 1 2 0 0 0 0 0 4 2 6 +30 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 4 0 4 +45 mins.1 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 Total Volume 1 0 0 1 0 7 1 8 0 0 0 0 0 13 2 15 % App. Total 100 0 0 0 87.5 12.5 0 0 0 0 86.7 13.3 PHF .250 .000 .000 .250 .000 .438 .250 .500 .000 .000 .000 .000 .000 .650 .250 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-152 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 0 7 7 04:15 PM 0 0 1 0 1 0 2 0 0 2 0 0 0 0 0 0 3 0 0 3 0 6 6 04:30 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 2 0 0 2 0 6 6 04:45 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 0 8 8 Total 0 0 1 0 1 0 13 0 0 13 0 0 0 0 0 0 13 0 0 13 0 27 27 05:00 PM 0 0 0 0 0 1 4 0 0 5 0 0 0 0 0 0 5 0 0 5 0 10 10 05:15 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 1 2 0 0 3 0 5 5 05:30 PM 0 0 1 1 1 0 1 0 0 1 0 0 0 0 0 0 4 0 0 4 1 6 7 05:45 PM 1 0 1 0 2 0 3 0 0 3 0 0 0 0 0 0 2 0 0 2 0 7 7 Total 1 0 2 1 3 1 10 0 0 11 0 0 0 0 0 1 13 0 0 14 1 28 29 Grand Total 1 0 3 1 4 1 23 0 0 24 0 0 0 0 0 1 26 0 0 27 1 55 56 Apprch %25 0 75 4.2 95.8 0 0 0 0 3.7 96.3 0 Total %1.8 0 5.5 7.3 1.8 41.8 0 43.6 0 0 0 0 1.8 47.3 0 49.1 1.8 98.2 Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 1 4 0 5 0 0 0 0 0 5 0 5 10 05:15 PM 0 0 0 0 0 2 0 2 0 0 0 0 1 2 0 3 5 05:30 PM 0 0 1 1 0 1 0 1 0 0 0 0 0 4 0 4 6 05:45 PM 1 0 1 2 0 3 0 3 0 0 0 0 0 2 0 2 7 Total Volume 1 0 2 3 1 10 0 11 0 0 0 0 1 13 0 14 28 % App. Total 33.3 0 66.7 9.1 90.9 0 0 0 0 7.1 92.9 0 PHF .250 .000 .500 .375 .250 .625 .000 .550 .000 .000 .000 .000 .250 .650 .000 .700 .700 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-153 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Slover Avenue Slover Avenue Oleander Avenue Right 2 Thru 0 Left 1 InOut Total 1 3 4 Right0 Thru10 Left1 OutTotalIn14 11 25 Left 0 Thru 0 Right 0 Out TotalIn 1 0 1 Left1 Thru13 Right0 TotalOutIn12 14 26 Peak Hour Begins at 05:00 PM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-154 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 0 0 1 4 0 5 0 0 0 0 0 5 0 5 +15 mins.0 0 0 0 0 2 0 2 0 0 0 0 1 2 0 3 +30 mins.0 0 1 1 0 1 0 1 0 0 0 0 0 4 0 4 +45 mins.1 0 1 2 0 3 0 3 0 0 0 0 0 2 0 2 Total Volume 1 0 2 3 1 10 0 11 0 0 0 0 1 13 0 14 % App. Total 33.3 0 66.7 9.1 90.9 0 0 0 0 7.1 92.9 0 PHF .250 .000 .500 .375 .250 .625 .000 .550 .000 .000 .000 .000 .250 .650 .000 .700 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-155 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 0 5 0 0 5 0 0 0 0 0 0 9 0 0 9 0 14 14 04:15 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 9 0 0 9 0 13 13 04:30 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 10 0 0 10 0 14 14 04:45 PM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 8 0 0 8 0 11 11 Total 0 0 0 0 0 0 16 0 0 16 0 0 0 0 0 0 36 0 0 36 0 52 52 05:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 10 0 0 10 0 11 11 05:15 PM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 7 0 0 7 0 14 14 05:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 5 0 0 5 0 6 6 05:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 5 0 0 5 0 6 6 Total 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 27 0 0 27 0 37 37 Grand Total 0 0 0 0 0 0 26 0 0 26 0 0 0 0 0 0 63 0 0 63 0 89 89 Apprch %0 0 0 0 100 0 0 0 0 0 100 0 Total %0 0 0 0 0 29.2 0 29.2 0 0 0 0 0 70.8 0 70.8 0 100 Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 10 0 10 11 05:15 PM 0 0 0 0 0 7 0 7 0 0 0 0 0 7 0 7 14 05:30 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 5 0 5 6 05:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 5 0 5 6 Total Volume 0 0 0 0 0 10 0 10 0 0 0 0 0 27 0 27 37 % App. Total 0 0 0 0 100 0 0 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .357 .000 .357 .000 .000 .000 .000 .000 .675 .000 .675 .661 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-156 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Slover Avenue Slover Avenue Oleander Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru10 Left0 OutTotalIn27 10 37 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left0 Thru27 Right0 TotalOutIn10 27 37 Peak Hour Begins at 05:00 PM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-157 File Name : 05_FON_Ole_Slover PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Slover Avenue Weather: Clear Oleander Avenue Southbound Slover Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 10 0 10 +15 mins.0 0 0 0 0 7 0 7 0 0 0 0 0 7 0 7 +30 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 5 0 5 +45 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 5 0 5 Total Volume 0 0 0 0 0 10 0 10 0 0 0 0 0 27 0 27 % App. Total 0 0 0 0 100 0 0 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .357 .000 .357 .000 .000 .000 .000 .000 .675 .000 .675 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-158 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: North Leg East Leg South Leg West Leg Oleander Avenue Slover Avenue Oleander Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 40004 00000 00011 02024 10012 00617 20002 10001 826521 North Leg East Leg South Leg West Leg Oleander Avenue Slover Avenue Oleander Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 01001 00000 00000 00000 00000 20002 21003 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 Oleander Avenue Slover Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-159 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 001000000000 1 000000000000 0 000200001000 3 000000000000 0 000000000000 0 001200001000 4 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000030 3 000000000100 1 000000000000 0 000000000130 4 Slover Avenue TOTAL VOLUMES: Oleander Avenue Slover Avenue Oleander Avenue Slover Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Oleander Avenue Slover Avenue Oleander 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 Oleander Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-160 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 8 1 1 10 4 27 4 0 35 4 2 2 1 8 1 16 9 3 26 5 79 84 07:15 AM 2 6 2 0 10 4 22 8 1 34 1 8 2 2 11 2 12 8 1 22 4 77 81 07:30 AM 3 12 3 2 18 4 31 6 1 41 2 8 0 0 10 2 13 5 2 20 5 89 94 07:45 AM 12 10 4 1 26 3 38 14 4 55 1 15 2 0 18 3 23 3 0 29 5 128 133 Total 18 36 10 4 64 15 118 32 6 165 8 33 6 3 47 8 64 25 6 97 19 373 392 08:00 AM 22 20 7 0 49 2 31 37 12 70 2 18 5 4 25 15 30 2 0 47 16 191 207 08:15 AM 52 35 27 12 114 5 30 40 15 75 2 39 5 1 46 7 29 4 3 40 31 275 306 08:30 AM 21 17 2 0 40 5 18 14 7 37 0 11 5 1 16 6 16 5 1 27 9 120 129 08:45 AM 5 8 2 1 15 4 23 5 2 32 2 1 5 0 8 3 24 5 2 32 5 87 92 Total 100 80 38 13 218 16 102 96 36 214 6 69 20 6 95 31 99 16 6 146 61 673 734 Grand Total 118 116 48 17 282 31 220 128 42 379 14 102 26 9 142 39 163 41 12 243 80 1046 1126 Apprch %41.8 41.1 17 8.2 58 33.8 9.9 71.8 18.3 16 67.1 16.9 Total %11.3 11.1 4.6 27 3 21 12.2 36.2 1.3 9.8 2.5 13.6 3.7 15.6 3.9 23.2 7.1 92.9 Passenger Vehicles 114 114 48 293 28 213 117 395 6 98 21 134 39 153 34 236 0 0 1058 % Passenger Vehicles 96.6 98.3 100 100 98 90.3 96.8 91.4 88.1 93.8 42.9 96.1 80.8 100 88.7 100 93.9 82.9 83.3 92.5 0 0 94 Large 2 Axle Vehicles 2 2 0 4 1 6 11 23 0 3 0 3 0 3 1 4 0 0 34 % Large 2 Axle Vehicles 1.7 1.7 0 0 1.3 3.2 2.7 8.6 11.9 5.5 0 2.9 0 0 2 0 1.8 2.4 0 1.6 0 0 3 3 Axle Vehicles 2 0 0 2 1 0 0 1 3 1 1 5 0 3 0 3 0 0 11 % 3 Axle Vehicles 1.7 0 0 0 0.7 3.2 0 0 0 0.2 21.4 1 3.8 0 3.3 0 1.8 0 0 1.2 0 0 1 4+ Axle Trucks 0 0 0 0 1 1 0 2 5 0 4 9 0 4 6 12 0 0 23 % 4+ Axle Trucks 0 0 0 0 0 3.2 0.5 0 0 0.5 35.7 0 15.4 0 6 0 2.5 14.6 16.7 4.7 0 0 2 Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 12 10 4 26 3 38 14 55 1 15 2 18 3 23 3 29 128 08:00 AM 22 20 7 49 2 31 37 70 2 18 5 25 15 30 2 47 191 08:15 AM 52 35 27 114 5 30 40 75 2 39 5 46 7 29 4 40 275 08:30 AM 21 17 2 40 5 18 14 37 0 11 5 16 6 16 5 27 120 Total Volume 107 82 40 229 15 117 105 237 5 83 17 105 31 98 14 143 714 % App. Total 46.7 35.8 17.5 6.3 49.4 44.3 4.8 79 16.2 21.7 68.5 9.8 PHF .514 .586 .370 .502 .750 .770 .656 .790 .625 .532 .850 .571 .517 .817 .700 .761 .649 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-161 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Santa Ana Avenue Santa Ana Avenue Oleander Avenue Right 40 Thru 82 Left 107 InOut Total 219 229 448 Right105 Thru117 Left15 OutTotalIn222 237 459 Left 5 Thru 83 Right 17 Out TotalIn 111 105 216 Left31 Thru98 Right14 TotalOutIn162 143 305 Peak Hour Begins at 07:45 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 3.1-162 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 07:45 AM 08:00 AM +0 mins.12 10 4 26 4 31 6 41 1 15 2 18 15 30 2 47 +15 mins.22 20 7 49 3 38 14 55 2 18 5 25 7 29 4 40 +30 mins.52 35 27 114 2 31 37 70 2 39 5 46 6 16 5 27 +45 mins.21 17 2 40 5 30 40 75 0 11 5 16 3 24 5 32 Total Volume 107 82 40 229 14 130 97 241 5 83 17 105 31 99 16 146 % App. Total 46.7 35.8 17.5 5.8 53.9 40.2 4.8 79 16.2 21.2 67.8 11 PHF .514 .586 .370 .502 .700 .855 .606 .803 .625 .532 .850 .571 .517 .825 .800 .777 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-163 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 7 1 1 9 4 27 4 0 35 2 2 1 1 5 1 15 8 3 24 5 73 78 07:15 AM 2 6 2 0 10 3 21 8 1 32 0 6 2 2 8 2 12 5 1 19 4 69 73 07:30 AM 3 12 3 2 18 4 30 6 1 40 1 7 0 0 8 2 12 5 2 19 5 85 90 07:45 AM 12 10 4 1 26 3 38 12 3 53 1 15 1 0 17 3 21 3 0 27 4 123 127 Total 18 35 10 4 63 14 116 30 5 160 4 30 4 3 38 8 60 21 6 89 18 350 368 08:00 AM 22 20 7 0 49 1 31 35 12 67 1 17 5 4 23 15 28 1 0 44 16 183 199 08:15 AM 51 35 27 12 113 5 26 36 12 67 1 39 3 1 43 7 29 2 1 38 26 261 287 08:30 AM 19 17 2 0 38 5 18 12 6 35 0 11 4 1 15 6 15 5 1 26 8 114 122 08:45 AM 4 7 2 1 13 3 22 4 2 29 0 1 5 0 6 3 21 5 2 29 5 77 82 Total 96 79 38 13 213 14 97 87 32 198 2 68 17 6 87 31 93 13 4 137 55 635 690 Grand Total 114 114 48 17 276 28 213 117 37 358 6 98 21 9 125 39 153 34 10 226 73 985 1058 Apprch %41.3 41.3 17.4 7.8 59.5 32.7 4.8 78.4 16.8 17.3 67.7 15 Total %11.6 11.6 4.9 28 2.8 21.6 11.9 36.3 0.6 9.9 2.1 12.7 4 15.5 3.5 22.9 6.9 93.1 Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 12 10 4 26 3 38 12 53 1 15 1 17 3 21 3 27 123 08:00 AM 22 20 7 49 1 31 35 67 1 17 5 23 15 28 1 44 183 08:15 AM 51 35 27 113 5 26 36 67 1 39 3 43 7 29 2 38 261 08:30 AM 19 17 2 38 5 18 12 35 0 11 4 15 6 15 5 26 114 Total Volume 104 82 40 226 14 113 95 222 3 82 13 98 31 93 11 135 681 % App. Total 46 36.3 17.7 6.3 50.9 42.8 3.1 83.7 13.3 23 68.9 8.1 PHF .510 .586 .370 .500 .700 .743 .660 .828 .750 .526 .650 .570 .517 .802 .550 .767 .652 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-164 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Santa Ana Avenue Santa Ana Avenue Oleander Avenue Right 40 Thru 82 Left 104 InOut Total 208 226 434 Right95 Thru113 Left14 OutTotalIn210 222 432 Left 3 Thru 82 Right 13 Out TotalIn 107 98 205 Left31 Thru93 Right11 TotalOutIn156 135 291 Peak Hour Begins at 07:45 AM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-165 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.12 10 4 26 3 38 12 53 1 15 1 17 3 21 3 27 +15 mins.22 20 7 49 1 31 35 67 1 17 5 23 15 28 1 44 +30 mins.51 35 27 113 5 26 36 67 1 39 3 43 7 29 2 38 +45 mins.19 17 2 38 5 18 12 35 0 11 4 15 6 15 5 26 Total Volume 104 82 40 226 14 113 95 222 3 82 13 98 31 93 11 135 % App. Total 46 36.3 17.7 6.3 50.9 42.8 3.1 83.7 13.3 23 68.9 8.1 PHF .510 .586 .370 .500 .700 .743 .660 .828 .750 .526 .650 .570 .517 .802 .550 .767 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-166 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 3 3 07:15 AM 0 0 0 0 0 0 1 0 0 1 0 2 0 0 2 0 0 0 0 0 0 3 3 07:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 07:45 AM 0 0 0 0 0 0 0 2 1 2 0 0 0 0 0 0 1 0 0 1 1 3 4 Total 0 1 0 0 1 0 2 2 1 4 0 2 0 0 2 0 3 1 0 4 1 11 12 08:00 AM 0 0 0 0 0 0 0 2 0 2 0 1 0 0 1 0 0 0 0 0 0 3 3 08:15 AM 1 0 0 0 1 0 3 4 3 7 0 0 0 0 0 0 0 0 0 0 3 8 11 08:30 AM 1 0 0 0 1 0 0 2 1 2 0 0 0 0 0 0 0 0 0 0 1 3 4 08:45 AM 0 1 0 0 1 1 1 1 0 3 0 0 0 0 0 0 0 0 0 0 0 4 4 Total 2 1 0 0 3 1 4 9 4 14 0 1 0 0 1 0 0 0 0 0 4 18 22 Grand Total 2 2 0 0 4 1 6 11 5 18 0 3 0 0 3 0 3 1 0 4 5 29 34 Apprch %50 50 0 5.6 33.3 61.1 0 100 0 0 75 25 Total %6.9 6.9 0 13.8 3.4 20.7 37.9 62.1 0 10.3 0 10.3 0 10.3 3.4 13.8 14.7 85.3 Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 2 2 0 0 0 0 0 1 0 1 3 08:00 AM 0 0 0 0 0 0 2 2 0 1 0 1 0 0 0 0 3 08:15 AM 1 0 0 1 0 3 4 7 0 0 0 0 0 0 0 0 8 08:30 AM 1 0 0 1 0 0 2 2 0 0 0 0 0 0 0 0 3 Total Volume 2 0 0 2 0 3 10 13 0 1 0 1 0 1 0 1 17 % App. Total 100 0 0 0 23.1 76.9 0 100 0 0 100 0 PHF .500 .000 .000 .500 .000 .250 .625 .464 .000 .250 .000 .250 .000 .250 .000 .250 .531 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-167 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Santa Ana Avenue Santa Ana Avenue Oleander Avenue Right 0 Thru 0 Left 2 InOut Total 11 2 13 Right10 Thru3 Left0 OutTotalIn3 13 16 Left 0 Thru 1 Right 0 Out TotalIn 0 1 1 Left0 Thru1 Right0 TotalOutIn3 1 4 Peak Hour Begins at 07:45 AM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-168 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.0 0 0 0 0 0 2 2 0 0 0 0 0 1 0 1 +15 mins.0 0 0 0 0 0 2 2 0 1 0 1 0 0 0 0 +30 mins.1 0 0 1 0 3 4 7 0 0 0 0 0 0 0 0 +45 mins.1 0 0 1 0 0 2 2 0 0 0 0 0 0 0 0 Total Volume 2 0 0 2 0 3 10 13 0 1 0 1 0 1 0 1 % App. Total 100 0 0 0 23.1 76.9 0 100 0 0 100 0 PHF .500 .000 .000 .500 .000 .250 .625 .464 .000 .250 .000 .250 .000 .250 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-169 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 0 0 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 2 2 07:15 AM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 1 07:45 AM 0 0 0 0 0 0 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 0 0 1 1 1 1 0 3 0 0 0 0 0 0 4 4 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 2 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 1 08:30 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 2 2 08:45 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 2 2 Total 2 0 0 0 2 0 0 0 0 0 2 0 0 0 2 0 3 0 0 3 0 7 7 Grand Total 2 0 0 0 2 1 0 0 0 1 3 1 1 0 5 0 3 0 0 3 0 11 11 Apprch %100 0 0 100 0 0 60 20 20 0 100 0 Total %18.2 0 0 18.2 9.1 0 0 9.1 27.3 9.1 9.1 45.5 0 27.3 0 27.3 0 100 Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2 08:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 08:30 AM 1 0 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2 Total Volume 1 0 0 1 0 0 0 0 1 0 0 1 0 3 0 3 5 % App. Total 100 0 0 0 0 0 100 0 0 0 100 0 PHF .250 .000 .000 .250 .000 .000 .000 .000 .250 .000 .000 .250 .000 .375 .000 .375 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-170 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Santa Ana Avenue Santa Ana Avenue Oleander Avenue Right 0 Thru 0 Left 1 InOut Total 0 1 1 Right0 Thru0 Left0 OutTotalIn4 0 4 Left 1 Thru 0 Right 0 Out TotalIn 0 1 1 Left0 Thru3 Right0 TotalOutIn1 3 4 Peak Hour Begins at 07:45 AM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-171 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 +30 mins.0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 +45 mins.1 0 0 1 0 0 0 0 0 0 0 0 0 1 0 1 Total Volume 1 0 0 1 0 0 0 0 1 0 0 1 0 3 0 3 % App. Total 100 0 0 0 0 0 100 0 0 0 100 0 PHF .250 .000 .000 .250 .000 .000 .000 .000 .250 .000 .000 .250 .000 .375 .000 .375 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-172 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 1 07:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 3 0 3 0 4 4 07:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 1 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 0 1 0 2 2 Total 0 0 0 0 0 0 0 0 0 0 3 0 1 0 4 0 1 3 0 4 0 8 8 08:00 AM 0 0 0 0 0 1 0 0 0 1 1 0 0 0 1 0 0 1 0 1 0 3 3 08:15 AM 0 0 0 0 0 0 1 0 0 1 0 0 2 0 2 0 0 2 2 2 2 5 7 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 1 1 08:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 3 0 0 3 0 4 4 Total 0 0 0 0 0 1 1 0 0 2 2 0 3 0 5 0 3 3 2 6 2 13 15 Grand Total 0 0 0 0 0 1 1 0 0 2 5 0 4 0 9 0 4 6 2 10 2 21 23 Apprch %0 0 0 50 50 0 55.6 0 44.4 0 40 60 Total %0 0 0 0 4.8 4.8 0 9.5 23.8 0 19 42.9 0 19 28.6 47.6 8.7 91.3 Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 1 1 0 1 0 1 2 08:00 AM 0 0 0 0 1 0 0 1 1 0 0 1 0 0 1 1 3 08:15 AM 0 0 0 0 0 1 0 1 0 0 2 2 0 0 2 2 5 08:30 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 Total Volume 0 0 0 0 1 1 0 2 1 0 4 5 0 1 3 4 11 % App. Total 0 0 0 50 50 0 20 0 80 0 25 75 PHF .000 .000 .000 .000 .250 .250 .000 .500 .250 .000 .500 .625 .000 .250 .375 .500 .550 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-173 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Santa Ana Avenue Santa Ana Avenue Oleander Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru1 Left1 OutTotalIn5 2 7 Left 1 Thru 0 Right 4 Out TotalIn 4 5 9 Left0 Thru1 Right3 TotalOutIn2 4 6 Peak Hour Begins at 07:45 AM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-174 File Name : 06_FON_Ole_Santa AM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 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 1 1 0 1 0 1 +15 mins.0 0 0 0 1 0 0 1 1 0 0 1 0 0 1 1 +30 mins.0 0 0 0 0 1 0 1 0 0 2 2 0 0 2 2 +45 mins.0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 Total Volume 0 0 0 0 1 1 0 2 1 0 4 5 0 1 3 4 % App. Total 0 0 0 50 50 0 20 0 80 0 25 75 PHF .000 .000 .000 .000 .250 .250 .000 .500 .250 .000 .500 .625 .000 .250 .375 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-175 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 5 4 2 1 11 1 41 5 1 47 1 16 2 1 19 4 61 1 0 66 3 143 146 04:15 PM 1 5 2 2 8 2 39 5 0 46 1 5 2 0 8 1 46 6 0 53 2 115 117 04:30 PM 3 2 1 0 6 1 29 3 0 33 4 8 9 4 21 1 61 4 1 66 5 126 131 04:45 PM 2 4 6 2 12 2 33 1 0 36 2 10 8 2 20 1 52 10 1 63 5 131 136 Total 11 15 11 5 37 6 142 14 1 162 8 39 21 7 68 7 220 21 2 248 15 515 530 05:00 PM 2 2 6 1 10 2 34 2 1 38 2 10 8 4 20 1 45 5 0 51 6 119 125 05:15 PM 1 14 1 0 16 0 28 5 0 33 2 14 2 1 18 3 37 7 0 47 1 114 115 05:30 PM 3 28 1 0 32 9 25 2 0 36 3 20 12 6 35 1 29 14 4 44 10 147 157 05:45 PM 3 22 2 0 27 16 25 8 2 49 28 71 30 6 129 3 28 39 9 70 17 275 292 Total 9 66 10 1 85 27 112 17 3 156 35 115 52 17 202 8 139 65 13 212 34 655 689 Grand Total 20 81 21 6 122 33 254 31 4 318 43 154 73 24 270 15 359 86 15 460 49 1170 1219 Apprch %16.4 66.4 17.2 10.4 79.9 9.7 15.9 57 27 3.3 78 18.7 Total %1.7 6.9 1.8 10.4 2.8 21.7 2.6 27.2 3.7 13.2 6.2 23.1 1.3 30.7 7.4 39.3 4 96 Passenger Vehicles 19 81 21 127 31 252 30 317 40 153 70 286 15 352 82 464 0 0 1194 % Passenger Vehicles 95 100 100 100 99.2 93.9 99.2 96.8 100 98.4 93 99.4 95.9 95.8 97.3 100 98.1 95.3 100 97.7 0 0 97.9 Large 2 Axle Vehicles 1 0 0 1 1 0 1 2 1 1 1 3 0 5 3 8 0 0 14 % Large 2 Axle Vehicles 5 0 0 0 0.8 3 0 3.2 0 0.6 2.3 0.6 1.4 0 1 0 1.4 3.5 0 1.7 0 0 1.1 3 Axle Vehicles 0 0 0 0 0 0 0 0 2 0 1 4 0 0 0 0 0 0 4 % 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0 4.7 0 1.4 4.2 1.4 0 0 0 0 0 0 0 0.3 4+ Axle Trucks 0 0 0 0 1 2 0 3 0 0 1 1 0 2 1 3 0 0 7 % 4+ Axle Trucks 0 0 0 0 0 3 0.8 0 0 0.9 0 0 1.4 0 0.3 0 0.6 1.2 0 0.6 0 0 0.6 Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 05:00 PM 05:00 PM 2 2 6 10 2 34 2 38 2 10 8 20 1 45 5 51 119 05:15 PM 1 14 1 16 0 28 5 33 2 14 2 18 3 37 7 47 114 05:30 PM 3 28 1 32 9 25 2 36 3 20 12 35 1 29 14 44 147 05:45 PM 3 22 2 27 16 25 8 49 28 71 30 129 3 28 39 70 275 Total Volume 9 66 10 85 27 112 17 156 35 115 52 202 8 139 65 212 655 % App. Total 10.6 77.6 11.8 17.3 71.8 10.9 17.3 56.9 25.7 3.8 65.6 30.7 PHF .750 .589 .417 .664 .422 .824 .531 .796 .313 .405 .433 .391 .667 .772 .417 .757 .595 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-176 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Santa Ana Avenue Santa Ana Avenue Oleander Avenue Right 10 Thru 66 Left 9 InOut Total 140 85 225 Right17 Thru112 Left27 OutTotalIn200 156 356 Left 35 Thru 115 Right 52 Out TotalIn 158 202 360 Left8 Thru139 Right65 TotalOutIn157 212 369 Peak Hour Begins at 05:00 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 3.1-177 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 04:00 PM 05:00 PM 04:00 PM +0 mins.2 2 6 10 1 41 5 47 2 10 8 20 4 61 1 66 +15 mins.1 14 1 16 2 39 5 46 2 14 2 18 1 46 6 53 +30 mins.3 28 1 32 1 29 3 33 3 20 12 35 1 61 4 66 +45 mins.3 22 2 27 2 33 1 36 28 71 30 129 1 52 10 63 Total Volume 9 66 10 85 6 142 14 162 35 115 52 202 7 220 21 248 % App. Total 10.6 77.6 11.8 3.7 87.7 8.6 17.3 56.9 25.7 2.8 88.7 8.5 PHF .750 .589 .417 .664 .750 .866 .700 .862 .313 .405 .433 .391 .438 .902 .525 .939 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-178 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 5 4 2 1 11 1 40 5 1 46 1 15 2 1 18 4 58 0 0 62 3 137 140 04:15 PM 1 5 2 2 8 2 39 5 0 46 1 5 2 0 8 1 46 5 0 52 2 114 116 04:30 PM 2 2 1 0 5 1 29 2 0 32 2 8 9 4 19 1 59 3 1 63 5 119 124 04:45 PM 2 4 6 2 12 2 33 1 0 36 1 10 7 2 18 1 52 9 1 62 5 128 133 Total 10 15 11 5 36 6 141 13 1 160 5 38 20 7 63 7 215 17 2 239 15 498 513 05:00 PM 2 2 6 1 10 2 34 2 1 38 2 10 7 3 19 1 44 5 0 50 5 117 122 05:15 PM 1 14 1 0 16 0 27 5 0 32 2 14 2 1 18 3 37 7 0 47 1 113 114 05:30 PM 3 28 1 0 32 8 25 2 0 35 3 20 11 6 34 1 29 14 4 44 10 145 155 05:45 PM 3 22 2 0 27 15 25 8 2 48 28 71 30 6 129 3 27 39 9 69 17 273 290 Total 9 66 10 1 85 25 111 17 3 153 35 115 50 16 200 8 137 65 13 210 33 648 681 Grand Total 19 81 21 6 121 31 252 30 4 313 40 153 70 23 263 15 352 82 15 449 48 1146 1194 Apprch %15.7 66.9 17.4 9.9 80.5 9.6 15.2 58.2 26.6 3.3 78.4 18.3 Total %1.7 7.1 1.8 10.6 2.7 22 2.6 27.3 3.5 13.4 6.1 22.9 1.3 30.7 7.2 39.2 4 96 Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 2 2 6 10 2 34 2 38 2 10 7 19 1 44 5 50 117 05:15 PM 1 14 1 16 0 27 5 32 2 14 2 18 3 37 7 47 113 05:30 PM 3 28 1 32 8 25 2 35 3 20 11 34 1 29 14 44 145 05:45 PM 3 22 2 27 15 25 8 48 28 71 30 129 3 27 39 69 273 Total Volume 9 66 10 85 25 111 17 153 35 115 50 200 8 137 65 210 648 % App. Total 10.6 77.6 11.8 16.3 72.5 11.1 17.5 57.5 25 3.8 65.2 31 PHF .750 .589 .417 .664 .417 .816 .531 .797 .313 .405 .417 .388 .667 .778 .417 .761 .593 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-179 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Santa Ana Avenue Santa Ana Avenue Oleander Avenue Right 10 Thru 66 Left 9 InOut Total 140 85 225 Right17 Thru111 Left25 OutTotalIn196 153 349 Left 35 Thru 115 Right 50 Out TotalIn 156 200 356 Left8 Thru137 Right65 TotalOutIn156 210 366 Peak Hour Begins at 05:00 PM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-180 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.2 2 6 10 2 34 2 38 2 10 7 19 1 44 5 50 +15 mins.1 14 1 16 0 27 5 32 2 14 2 18 3 37 7 47 +30 mins.3 28 1 32 8 25 2 35 3 20 11 34 1 29 14 44 +45 mins.3 22 2 27 15 25 8 48 28 71 30 129 3 27 39 69 Total Volume 9 66 10 85 25 111 17 153 35 115 50 200 8 137 65 210 % App. Total 10.6 77.6 11.8 16.3 72.5 11.1 17.5 57.5 25 3.8 65.2 31 PHF .750 .589 .417 .664 .417 .816 .531 .797 .313 .405 .417 .388 .667 .778 .417 .761 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-181 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 3 0 0 3 0 4 4 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 1 1 04:30 PM 1 0 0 0 1 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 0 3 3 04:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 0 2 2 Total 1 0 0 0 1 0 0 1 0 1 1 1 0 0 2 0 3 3 0 6 0 10 10 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 0 0 0 0 0 0 2 2 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 1 Total 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 0 2 0 0 2 0 4 4 Grand Total 1 0 0 0 1 1 0 1 0 2 1 1 1 0 3 0 5 3 0 8 0 14 14 Apprch %100 0 0 50 0 50 33.3 33.3 33.3 0 62.5 37.5 Total %7.1 0 0 7.1 7.1 0 7.1 14.3 7.1 7.1 7.1 21.4 0 35.7 21.4 57.1 0 100 Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 1 0 0 1 0 0 1 1 0 0 0 0 2 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Total Volume 0 0 0 0 1 0 0 1 0 0 1 1 0 2 0 2 4 % App. Total 0 0 0 100 0 0 0 0 100 0 100 0 PHF .000 .000 .000 .000 .250 .000 .000 .250 .000 .000 .250 .250 .000 .500 .000 .500 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-182 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Santa Ana Avenue Santa Ana Avenue Oleander Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru0 Left1 OutTotalIn3 1 4 Left 0 Thru 0 Right 1 Out TotalIn 1 1 2 Left0 Thru2 Right0 TotalOutIn0 2 2 Peak Hour Begins at 05:00 PM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-183 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 1 0 0 1 0 0 1 1 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Total Volume 0 0 0 0 1 0 0 1 0 0 1 1 0 2 0 2 % App. Total 0 0 0 100 0 0 0 0 100 0 100 0 PHF .000 .000 .000 .000 .250 .000 .000 .250 .000 .000 .250 .250 .000 .500 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-184 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 2 2 04:45 PM 0 0 0 0 0 0 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 2 0 0 0 2 0 0 0 0 0 0 2 2 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 0 0 0 1 1 2 05:15 PM 0 0 0 0 0 0 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 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 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 0 0 0 1 1 2 Grand Total 0 0 0 0 0 0 0 0 0 0 2 0 1 1 3 0 0 0 0 0 1 3 4 Apprch %0 0 0 0 0 0 66.7 0 33.3 0 0 0 Total %0 0 0 0 0 0 0 0 66.7 0 33.3 100 0 0 0 0 25 75 Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 % App. Total 0 0 0 0 0 0 0 0 100 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .250 .000 .000 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-185 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Santa Ana Avenue Santa Ana Avenue Oleander Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru0 Left0 OutTotalIn1 0 1 Left 0 Thru 0 Right 1 Out TotalIn 0 1 1 Left0 Thru0 Right0 TotalOutIn0 0 0 Peak Hour Begins at 05:00 PM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-186 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 0 0 0 0 0 0 0 0 1 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 100 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-187 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 1 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 1 0 1 0 2 2 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 2 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 1 1 Total 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 0 2 1 0 3 0 5 5 05:00 PM 0 0 0 0 0 0 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 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 05:30 PM 0 0 0 0 0 0 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 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 Total 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 2 Grand Total 0 0 0 0 0 1 2 0 0 3 0 0 1 0 1 0 2 1 0 3 0 7 7 Apprch %0 0 0 33.3 66.7 0 0 0 100 0 66.7 33.3 Total %0 0 0 0 14.3 28.6 0 42.9 0 0 14.3 14.3 0 28.6 14.3 42.9 0 100 Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 Total Volume 0 0 0 0 1 1 0 2 0 0 0 0 0 0 0 0 2 % App. Total 0 0 0 50 50 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .250 .250 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-188 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 2 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Santa Ana Avenue Santa Ana Avenue Oleander Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru1 Left1 OutTotalIn0 2 2 Left 0 Thru 0 Right 0 Out TotalIn 1 0 1 Left0 Thru0 Right0 TotalOutIn1 0 1 Peak Hour Begins at 05:00 PM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-189 File Name : 06_FON_Ole_San PM Site Code : 05122471 Start Date : 5/18/2022 Page No : 3 City of Fontana N/S: Oleander Avenue E/W: Santa Ana Avenue Weather: Clear Oleander Avenue Southbound Santa Ana Avenue Westbound Oleander 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 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 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 0 0 1 0 0 1 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 1 1 0 2 0 0 0 0 0 0 0 0 % App. Total 0 0 0 50 50 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .250 .250 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-190 Location: Date: 5/18/2022 N/S: Day: Wednesday E/W: North Leg East Leg South Leg West Leg Oleander Avenue Santa Ana Avenue Oleander Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00033 00000 23005 00000 00000 00000 23038 North Leg East Leg South Leg West Leg Oleander Avenue Santa Ana Avenue Oleander Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00033 00000 00000 00000 00000 00101 00000 00000 00134 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 Oleander Avenue Santa Ana Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-191 Location: Date: 5/18/2022 N/S: Day: Wednesday 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 000030000000 3 000010000000 1 000000000000 0 000040000000 4 Santa Ana Avenue TOTAL VOLUMES: Oleander Avenue Santa Ana Avenue Oleander Avenue Santa Ana Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Oleander Avenue Santa Ana Avenue Oleander 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 Oleander Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-192 Page 1 City of Fontana Citrus Avenue N/ Santa Ana Avenue 24 Hour Directional Classification Count FON001 Site Code: 051-22471 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 05/18/22 0 47 0 0 0 3 0 0 4 0 0 0 0 54 01:00 1 23 0 0 1 2 0 0 14 0 0 0 0 41 02:00 0 35 2 0 1 2 0 1 11 0 0 0 0 52 03:00 1 55 9 0 3 0 0 0 12 0 0 0 0 80 04:00 1 164 25 0 3 6 1 0 12 0 0 0 0 212 05:00 0 198 22 0 3 9 0 0 11 0 1 0 0 244 06:00 0 229 36 2 10 5 0 1 14 0 0 0 0 297 07:00 0 379 45 3 5 9 0 2 22 0 0 0 0 465 08:00 1 366 52 2 5 9 0 5 20 0 0 0 0 460 09:00 1 242 49 5 10 14 0 3 26 0 0 0 0 350 10:00 0 211 40 0 8 8 0 4 39 0 0 0 0 310 11:00 0 214 47 2 12 5 0 5 31 0 1 0 0 317 12 PM 0 238 40 4 8 15 0 4 18 0 1 0 0 328 13:00 0 380 57 4 10 7 0 2 29 0 2 0 0 491 14:00 1 489 81 2 11 6 0 5 24 0 0 0 0 619 15:00 2 423 84 1 6 5 0 3 24 1 0 0 0 549 16:00 2 460 61 1 6 7 0 1 14 0 0 0 0 552 17:00 0 472 65 0 2 4 0 1 9 0 0 0 0 553 18:00 2 292 29 0 0 3 0 0 12 0 0 0 0 338 19:00 0 213 21 0 5 4 0 1 13 0 0 0 0 257 20:00 2 179 30 0 1 7 0 0 9 0 0 0 0 228 21:00 1 117 17 0 3 1 0 1 7 0 0 0 0 147 22:00 0 104 6 0 2 4 0 0 11 0 0 0 0 127 23:00 2 58 1 0 2 2 0 0 6 0 0 0 0 71 Total 17 5588 819 26 117 137 1 39 392 1 5 0 0 7142 Percent 0.2% 78.2% 11.5% 0.4% 1.6% 1.9% 0.0% 0.5% 5.5% 0.0% 0.1% 0.0% 0.0% AM Peak 01:00 07:00 08:00 09:00 11:00 09:00 04:00 08:00 10:00 05:00 07:00 Vol. 1 379 52 5 12 14 1 5 39 1 465 PM Peak 15:00 14:00 15:00 12:00 14:00 12:00 14:00 13:00 15:00 13:00 14:00 Vol. 2 489 84 4 11 15 5 29 1 2 619 Grand Total 17 5588 819 26 117 137 1 39 392 1 5 0 0 7142 Percent 0.2% 78.2% 11.5% 0.4% 1.6% 1.9% 0.0% 0.5% 5.5% 0.0% 0.1% 0.0% 0.0% 3.1-193 Page 2 City of Fontana Citrus Avenue N/ Santa Ana Avenue 24 Hour Directional Classification Count FON001 Site Code: 051-22471 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 05/18/22 0 50 1 0 0 0 0 0 4 0 0 0 0 55 01:00 0 36 4 0 0 2 0 1 5 0 0 0 0 48 02:00 0 34 6 0 1 0 0 2 4 0 0 0 0 47 03:00 0 72 7 0 1 0 0 2 4 0 0 0 0 86 04:00 1 207 17 0 5 4 0 7 4 0 0 0 0 245 05:00 0 243 40 0 6 1 0 2 6 0 1 0 0 299 06:00 0 273 48 4 6 7 0 2 19 0 0 0 0 359 07:00 2 226 37 2 8 10 0 2 19 0 0 0 0 306 08:00 0 248 33 6 6 7 0 2 34 0 0 0 0 336 09:00 0 162 38 3 7 6 0 2 30 0 0 0 0 248 10:00 0 139 33 0 12 1 0 3 33 0 0 0 1 222 11:00 0 167 38 2 13 11 0 5 26 1 0 0 0 263 12 PM 0 213 40 4 9 5 0 4 36 0 0 0 0 311 13:00 1 289 39 1 10 9 0 4 27 0 0 0 0 380 14:00 0 317 42 3 10 4 0 2 28 0 0 0 0 406 15:00 1 269 51 3 10 4 0 2 8 0 0 0 0 348 16:00 2 291 47 0 7 3 0 5 6 0 0 0 0 361 17:00 0 379 66 0 3 4 0 5 11 0 0 0 0 468 18:00 0 329 47 0 2 4 0 2 10 0 0 0 0 394 19:00 0 223 37 0 3 9 0 1 8 0 0 0 0 281 20:00 0 226 31 0 1 0 0 1 11 0 0 0 0 270 21:00 0 203 17 0 2 1 0 0 2 0 1 0 0 226 22:00 1 133 12 0 1 3 0 0 6 0 0 0 0 156 23:00 0 95 6 0 0 1 0 0 4 0 0 0 0 106 Total 8 4824 737 28 123 96 0 56 345 1 2 0 1 6221 Percent 0.1% 77.5% 11.8% 0.5% 2.0% 1.5% 0.0% 0.9% 5.5% 0.0% 0.0% 0.0% 0.0% AM Peak 07:00 06:00 06:00 08:00 11:00 11:00 04:00 08:00 11:00 05:00 10:00 06:00 Vol. 2 273 48 6 13 11 7 34 1 1 1 359 PM Peak 16:00 17:00 17:00 12:00 13:00 13:00 16:00 12:00 21:00 17:00 Vol. 2 379 66 4 10 9 5 36 1 468 Grand Total 8 4824 737 28 123 96 0 56 345 1 2 0 1 6221 Percent 0.1% 77.5% 11.8% 0.5% 2.0% 1.5% 0.0% 0.9% 5.5% 0.0% 0.0% 0.0% 0.0% 3.1-194 Page 3 City of Fontana Citrus Avenue N/ Santa Ana Avenue 24 Hour Directional Classification Count FON001 Site Code: 051-22471 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 05/18/22 0 97 1 0 0 3 0 0 8 0 0 0 0 109 01:00 1 59 4 0 1 4 0 1 19 0 0 0 0 89 02:00 0 69 8 0 2 2 0 3 15 0 0 0 0 99 03:00 1 127 16 0 4 0 0 2 16 0 0 0 0 166 04:00 2 371 42 0 8 10 1 7 16 0 0 0 0 457 05:00 0 441 62 0 9 10 0 2 17 0 2 0 0 543 06:00 0 502 84 6 16 12 0 3 33 0 0 0 0 656 07:00 2 605 82 5 13 19 0 4 41 0 0 0 0 771 08:00 1 614 85 8 11 16 0 7 54 0 0 0 0 796 09:00 1 404 87 8 17 20 0 5 56 0 0 0 0 598 10:00 0 350 73 0 20 9 0 7 72 0 0 0 1 532 11:00 0 381 85 4 25 16 0 10 57 1 1 0 0 580 12 PM 0 451 80 8 17 20 0 8 54 0 1 0 0 639 13:00 1 669 96 5 20 16 0 6 56 0 2 0 0 871 14:00 1 806 123 5 21 10 0 7 52 0 0 0 0 1025 15:00 3 692 135 4 16 9 0 5 32 1 0 0 0 897 16:00 4 751 108 1 13 10 0 6 20 0 0 0 0 913 17:00 0 851 131 0 5 8 0 6 20 0 0 0 0 1021 18:00 2 621 76 0 2 7 0 2 22 0 0 0 0 732 19:00 0 436 58 0 8 13 0 2 21 0 0 0 0 538 20:00 2 405 61 0 2 7 0 1 20 0 0 0 0 498 21:00 1 320 34 0 5 2 0 1 9 0 1 0 0 373 22:00 1 237 18 0 3 7 0 0 17 0 0 0 0 283 23:00 2 153 7 0 2 3 0 0 10 0 0 0 0 177 Total 25 10412 1556 54 240 233 1 95 737 2 7 0 1 13363 Percent 0.2% 77.9% 11.6% 0.4% 1.8% 1.7% 0.0% 0.7% 5.5% 0.0% 0.1% 0.0% 0.0% AM Peak 04:00 08:00 09:00 08:00 11:00 09:00 04:00 11:00 10:00 11:00 05:00 10:00 08:00 Vol. 2 614 87 8 25 20 1 10 72 1 2 1 796 PM Peak 16:00 17:00 15:00 12:00 14:00 12:00 12:00 13:00 15:00 13:00 14:00 Vol. 4 851 135 8 21 20 8 56 1 2 1025 Grand Total 25 10412 1556 54 240 233 1 95 737 2 7 0 1 13363 Percent 0.2% 77.9% 11.6% 0.4% 1.8% 1.7% 0.0% 0.7% 5.5% 0.0% 0.1% 0.0% 0.0% 3.1-195 Page 1 City of Fontana Santa Ana Avenue E/ Citrus Avenue 24 Hour Directional Classification Count FON002 Site Code: 051-22471 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 05/18/22 0 14 1 0 0 0 0 0 0 0 0 0 0 15 01:00 0 11 0 0 0 1 0 0 0 0 0 0 0 12 02:00 0 13 3 0 0 0 0 0 1 0 0 0 0 17 03:00 0 12 0 0 0 0 0 0 0 0 0 0 0 12 04:00 1 34 3 0 1 1 0 0 2 0 0 0 0 42 05:00 0 87 9 0 4 3 0 2 0 0 0 0 0 105 06:00 0 137 15 0 4 3 0 2 4 0 0 0 0 165 07:00 1 76 13 1 3 0 0 0 4 0 0 0 0 98 08:00 0 122 21 0 0 1 2 0 5 0 0 0 0 151 09:00 0 86 16 0 6 2 0 0 5 1 0 0 0 116 10:00 0 65 29 0 10 0 0 0 5 0 0 0 0 109 11:00 1 88 28 0 6 4 0 1 3 0 0 0 0 131 12 PM 0 94 24 3 6 0 0 0 3 0 0 0 0 130 13:00 0 170 28 0 7 1 0 0 3 0 0 0 0 209 14:00 0 188 34 1 7 0 0 0 1 0 0 0 0 231 15:00 0 150 43 1 7 2 0 0 1 0 0 0 0 204 16:00 3 189 55 0 6 0 0 1 2 0 0 0 0 256 17:00 1 181 29 0 2 0 0 0 0 0 0 0 0 213 18:00 0 104 20 0 1 2 0 0 0 0 0 0 0 127 19:00 0 63 15 0 0 2 0 1 2 0 0 0 0 83 20:00 0 43 5 0 1 0 0 1 2 0 0 0 0 52 21:00 1 31 5 0 1 0 0 0 0 0 0 0 0 38 22:00 0 31 1 0 0 3 0 0 1 0 0 0 0 36 23:00 0 17 2 0 1 0 0 1 0 0 0 0 0 21 Total 8 2006 399 6 73 25 2 9 44 1 0 0 0 2573 Percent 0.3% 78.0% 15.5% 0.2% 2.8% 1.0% 0.1% 0.3% 1.7% 0.0% 0.0% 0.0% 0.0% AM Peak 04:00 06:00 10:00 07:00 10:00 11:00 08:00 05:00 08:00 09:00 06:00 Vol. 1 137 29 1 10 4 2 2 5 1 165 PM Peak 16:00 16:00 16:00 12:00 13:00 22:00 16:00 12:00 16:00 Vol. 3 189 55 3 7 3 1 3 256 Grand Total 8 2006 399 6 73 25 2 9 44 1 0 0 0 2573 Percent 0.3% 78.0% 15.5% 0.2% 2.8% 1.0% 0.1% 0.3% 1.7% 0.0% 0.0% 0.0% 0.0% 3.1-196 Page 2 City of Fontana Santa Ana Avenue E/ Citrus Avenue 24 Hour Directional Classification Count FON002 Site Code: 051-22471 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 05/18/22 0 16 2 0 0 0 0 0 1 0 0 0 0 19 01:00 0 15 0 0 1 0 0 0 1 0 0 0 0 17 02:00 0 13 2 0 0 0 0 0 0 0 0 0 0 15 03:00 0 13 3 0 1 1 0 0 0 0 0 0 0 18 04:00 0 84 8 0 2 3 1 0 2 0 0 0 0 100 05:00 0 62 15 0 1 1 0 0 3 0 0 0 0 82 06:00 0 58 24 0 2 0 0 0 2 0 0 0 0 86 07:00 0 104 22 0 2 1 0 0 4 0 0 0 0 133 08:00 2 111 31 0 3 2 0 1 1 0 0 0 0 151 09:00 0 91 28 0 7 1 0 0 3 0 0 0 0 130 10:00 1 79 24 0 3 3 0 0 8 0 0 0 0 118 11:00 0 113 38 0 5 2 0 0 0 0 0 0 0 158 12 PM 0 118 20 1 6 2 0 1 3 0 0 0 0 151 13:00 1 134 26 0 4 1 0 0 2 0 0 0 0 168 14:00 0 150 35 0 7 0 0 1 0 0 0 0 0 193 15:00 0 118 42 0 7 0 0 0 2 0 0 0 0 169 16:00 0 115 38 0 2 1 0 0 2 0 0 0 0 158 17:00 0 137 19 0 0 0 0 0 1 0 0 0 0 157 18:00 0 85 8 0 0 0 0 0 0 0 0 0 0 93 19:00 0 89 14 0 4 0 0 0 0 0 0 0 0 107 20:00 2 67 11 0 1 1 0 0 0 0 0 0 0 82 21:00 1 30 6 0 3 0 0 0 1 0 0 0 0 41 22:00 0 31 3 0 0 0 0 0 5 0 0 0 0 39 23:00 0 16 0 0 1 0 0 0 2 0 0 0 0 19 Total 7 1849 419 1 62 19 1 3 43 0 0 0 0 2404 Percent 0.3% 76.9% 17.4% 0.0% 2.6% 0.8% 0.0% 0.1% 1.8% 0.0% 0.0% 0.0% 0.0% AM Peak 08:00 11:00 11:00 09:00 04:00 04:00 08:00 10:00 11:00 Vol. 2 113 38 7 3 1 1 8 158 PM Peak 20:00 14:00 15:00 12:00 14:00 12:00 12:00 22:00 14:00 Vol. 2 150 42 1 7 2 1 5 193 Grand Total 7 1849 419 1 62 19 1 3 43 0 0 0 0 2404 Percent 0.3% 76.9% 17.4% 0.0% 2.6% 0.8% 0.0% 0.1% 1.8% 0.0% 0.0% 0.0% 0.0% 3.1-197 Page 3 City of Fontana Santa Ana Avenue E/ Citrus Avenue 24 Hour Directional Classification Count FON002 Site Code: 051-22471 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 05/18/22 0 30 3 0 0 0 0 0 1 0 0 0 0 34 01:00 0 26 0 0 1 1 0 0 1 0 0 0 0 29 02:00 0 26 5 0 0 0 0 0 1 0 0 0 0 32 03:00 0 25 3 0 1 1 0 0 0 0 0 0 0 30 04:00 1 118 11 0 3 4 1 0 4 0 0 0 0 142 05:00 0 149 24 0 5 4 0 2 3 0 0 0 0 187 06:00 0 195 39 0 6 3 0 2 6 0 0 0 0 251 07:00 1 180 35 1 5 1 0 0 8 0 0 0 0 231 08:00 2 233 52 0 3 3 2 1 6 0 0 0 0 302 09:00 0 177 44 0 13 3 0 0 8 1 0 0 0 246 10:00 1 144 53 0 13 3 0 0 13 0 0 0 0 227 11:00 1 201 66 0 11 6 0 1 3 0 0 0 0 289 12 PM 0 212 44 4 12 2 0 1 6 0 0 0 0 281 13:00 1 304 54 0 11 2 0 0 5 0 0 0 0 377 14:00 0 338 69 1 14 0 0 1 1 0 0 0 0 424 15:00 0 268 85 1 14 2 0 0 3 0 0 0 0 373 16:00 3 304 93 0 8 1 0 1 4 0 0 0 0 414 17:00 1 318 48 0 2 0 0 0 1 0 0 0 0 370 18:00 0 189 28 0 1 2 0 0 0 0 0 0 0 220 19:00 0 152 29 0 4 2 0 1 2 0 0 0 0 190 20:00 2 110 16 0 2 1 0 1 2 0 0 0 0 134 21:00 2 61 11 0 4 0 0 0 1 0 0 0 0 79 22:00 0 62 4 0 0 3 0 0 6 0 0 0 0 75 23:00 0 33 2 0 2 0 0 1 2 0 0 0 0 40 Total 15 3855 818 7 135 44 3 12 87 1 0 0 0 4977 Percent 0.3% 77.5% 16.4% 0.1% 2.7% 0.9% 0.1% 0.2% 1.7% 0.0% 0.0% 0.0% 0.0% AM Peak 08:00 08:00 11:00 07:00 09:00 11:00 08:00 05:00 10:00 09:00 08:00 Vol. 2 233 66 1 13 6 2 2 13 1 302 PM Peak 16:00 14:00 16:00 12:00 14:00 22:00 12:00 12:00 14:00 Vol. 3 338 93 4 14 3 1 6 424 Grand Total 15 3855 818 7 135 44 3 12 87 1 0 0 0 4977 Percent 0.3% 77.5% 16.4% 0.1% 2.7% 0.9% 0.1% 0.2% 1.7% 0.0% 0.0% 0.0% 0.0% 3.1-198 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 3.2: EXISTING (2022) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Timings Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 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) 435 542 661 291 947 Future Volume (vph) 435 542 661 291 947 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)50.0 50.0 50.0 50.0 50.0 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 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 C-Min C-Min C-Min Act Effct Green (s)32.7 32.7 57.3 57.3 57.3 Actuated g/C Ratio 0.33 0.33 0.57 0.57 0.57 v/c Ratio 0.82 0.56 0.25 0.31 0.51 Control Delay 42.0 18.0 13.6 5.9 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 18.0 13.6 5.9 15.2 LOS DBBAB Approach Delay 28.7 11.2 15.2 Approach LOS C B B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 18.5 Intersection LOS: B Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Citrus Av. & I-10 WB Ramps 3.2-1 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 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) 435 542 661 291 0 947 Future Volume (veh/h) 435 542 661 291 0 947 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 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 483 602 734 314 0 1052 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %000000 Cap, veh/h 538 843 3126 950 0 2176 Arrive On Green 0.30 0.30 1.00 1.00 0.00 0.60 Sat Flow, veh/h 1810 2834 5358 1576 0 3800 Grp Volume(v), veh/h 483 602 734 314 0 1052 Grp Sat Flow(s),veh/h/ln 1810 1417 1729 1576 0 1805 Q Serve(g_s), s 25.6 19.0 0.0 0.0 0.0 16.3 Cycle Q Clear(g_c), s 25.6 19.0 0.0 0.0 0.0 16.3 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 538 843 3126 950 0 2176 V/C Ratio(X) 0.90 0.71 0.23 0.33 0.00 0.48 Avail Cap(c_a), veh/h 814 1275 3126 950 0 2176 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.89 0.89 0.00 1.00 Uniform Delay (d), s/veh 33.7 31.3 0.0 0.0 0.0 11.1 Incr Delay (d2), s/veh 6.5 0.4 0.2 0.8 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.9 6.4 0.0 0.2 0.0 5.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.1 31.8 0.2 0.8 0.0 11.9 LnGrp LOS D C AAAB Approach Vol, veh/h 1085 1048 1052 Approach Delay, s/veh 35.5 0.4 11.9 Approach LOS D A B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 65.3 65.3 34.7 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 45.0 45.0 Max Q Clear Time (g_c+I1), s 2.0 18.3 27.6 Green Ext Time (p_c), s 3.8 4.8 2.2 Intersection Summary HCM 6th Ctrl Delay 16.1 HCM 6th LOS B Notes Unsignalized Delay for [SBT] is excluded from calculations of the approach delay and intersection delay. 3.2-2 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 288 2 664 501 881 Future Volume (vph) 288 2 664 501 881 Turn Type Split NA NA Prot NA Protected Phases 44216 Permitted Phases Detector Phase 44216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 25.0 9.0 10.0 Total Split (s)37.0 37.0 36.0 27.0 63.0 Total Split (%)37.0% 37.0% 36.0% 27.0% 63.0% Yellow Time (s)4.0 4.0 4.0 3.0 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 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None C-Min None C-Min Act Effct Green (s)21.1 21.1 45.9 19.0 68.9 Actuated g/C Ratio 0.21 0.21 0.46 0.19 0.69 v/c Ratio 0.40 0.85 0.46 0.78 0.37 Control Delay 34.1 40.3 18.5 48.7 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 40.3 18.5 48.7 5.9 LOS C D B D A Approach Delay 37.6 18.5 21.4 Approach LOS D B C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 23.9 Intersection LOS: C Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 3.2-3 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 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) 288 2 369 00006643695018810 Future Volume (veh/h) 288 2 369 00006643695018810 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 297 2 258 0 685 266 516 908 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 664 2 303 0 1857 709 582 2566 0 Arrive On Green 0.19 0.19 0.19 0.00 0.51 0.51 0.33 1.00 0.00 Sat Flow, veh/h 3510 12 1600 0 3848 1404 3510 3705 0 Grp Volume(v), veh/h 297 0 260 0 644 307 516 908 0 Grp Sat Flow(s),veh/h/ln 1755 0 1612 0 1729 1622 1755 1805 0 Q Serve(g_s), s 7.5 0.0 15.6 0.0 11.3 11.6 13.9 0.0 0.0 Cycle Q Clear(g_c), s 7.5 0.0 15.6 0.0 11.3 11.6 13.9 0.0 0.0 Prop In Lane 1.00 0.99 0.00 0.87 1.00 0.00 Lane Grp Cap(c), veh/h 664 0 305 0 1747 819 582 2566 0 V/C Ratio(X)0.45 0.00 0.85 0.00 0.37 0.38 0.89 0.35 0.00 Avail Cap(c_a), veh/h 1123 0 516 0 1747 819 807 2566 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.75 0.75 0.76 0.76 0.00 Uniform Delay (d), s/veh 35.9 0.0 39.2 0.0 15.0 15.1 32.5 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 2.9 0.0 0.5 1.0 5.6 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 3.1 0.0 6.1 0.0 4.1 4.1 5.0 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.1 0.0 42.0 0.0 15.5 16.1 38.1 0.3 0.0 LnGrp LOS D A D A B B D A A Approach Vol, veh/h 557 951 1424 Approach Delay, s/veh 38.9 15.7 14.0 Approach LOS D B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 20.6 55.5 23.9 76.1 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 31.0 32.0 58.0 Max Q Clear Time (g_c+I1), s 15.9 13.6 17.6 2.0 Green Ext Time (p_c), s 0.7 3.7 1.3 4.1 Intersection Summary HCM 6th Ctrl Delay 19.3 HCM 6th LOS B 3.2-4 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 294 204 51 335 169 43 557 52 234 488 Future Volume (vph) 294 204 51 335 169 43 557 52 234 488 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7438 52 16 Permitted Phases 8 2 Detector Phase 7438852216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 Total Split (s)19.0 46.3 14.0 41.3 41.3 10.0 42.7 42.7 17.0 49.7 Total Split (%)15.8% 38.6% 11.7% 34.4% 34.4% 8.3% 35.6% 35.6% 14.2% 41.4% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag 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)12.3 24.8 7.0 16.7 16.7 5.3 22.8 22.8 10.5 33.3 Actuated g/C Ratio 0.14 0.29 0.08 0.19 0.19 0.06 0.27 0.27 0.12 0.39 v/c Ratio 0.67 0.25 0.39 0.54 0.41 0.23 0.66 0.11 0.62 0.78 Control Delay 45.2 25.5 51.9 35.1 7.9 48.7 32.2 0.4 46.3 24.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.2 25.5 51.9 35.1 7.9 48.7 32.2 0.4 46.3 24.1 LOS DCDDADCADC Approach Delay 36.5 28.4 30.8 28.4 Approach LOS D C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 85.8 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 30.3 Intersection LOS: C Intersection Capacity Utilization 70.5%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 3.2-5 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 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) 294 204 27 51 335 169 43 557 52 234 488 499 Future Volume (veh/h) 294 204 27 51 335 169 43 557 52 234 488 499 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 334 232 30 58 381 124 49 633 27 266 555 433 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %000000000000 Cap, veh/h 434 750 96 87 569 250 154 1081 475 363 689 537 Arrive On Green 0.12 0.23 0.23 0.05 0.16 0.16 0.04 0.30 0.30 0.10 0.36 0.36 Sat Flow, veh/h 3510 3219 411 1810 3610 1586 3510 3610 1586 3510 1917 1496 Grp Volume(v), veh/h 334 129 133 58 381 124 49 633 27 266 522 466 Grp Sat Flow(s),veh/h/ln 1755 1805 1825 1810 1805 1586 1755 1805 1586 1755 1805 1608 Q Serve(g_s), s 6.5 4.1 4.2 2.2 7.0 5.0 1.0 10.5 0.9 5.2 18.4 18.4 Cycle Q Clear(g_c), s 6.5 4.1 4.2 2.2 7.0 5.0 1.0 10.5 0.9 5.2 18.4 18.4 Prop In Lane 1.00 0.23 1.00 1.00 1.00 1.00 1.00 0.93 Lane Grp Cap(c), veh/h 434 421 425 87 569 250 154 1081 475 363 648 578 V/C Ratio(X) 0.77 0.31 0.31 0.66 0.67 0.50 0.32 0.59 0.06 0.73 0.81 0.81 Avail Cap(c_a), veh/h 699 1027 1039 232 1798 790 250 1890 830 599 1125 1002 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 29.8 22.3 22.3 32.9 27.9 27.0 32.6 20.9 17.5 30.6 20.3 20.3 Incr Delay (d2), s/veh 1.1 0.2 0.2 3.2 0.5 0.6 0.4 0.2 0.0 1.1 0.9 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 1.6 1.7 1.0 2.8 1.8 0.4 3.9 0.3 2.1 6.8 6.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.9 22.4 22.5 36.1 28.4 27.6 33.0 21.1 17.6 31.6 21.2 21.3 LnGrp LOS CCCDCCCCBCCC Approach Vol, veh/h 596 563 709 1254 Approach Delay, s/veh 27.2 29.0 21.8 23.5 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.3 26.9 8.4 22.7 8.1 31.1 13.7 17.4 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 12.0 36.8 9.0 40.0 5.0 43.8 14.0 35.0 Max Q Clear Time (g_c+I1), s 7.2 12.5 4.2 6.2 3.0 20.4 8.5 9.0 Green Ext Time (p_c), s 0.1 2.6 0.0 0.8 0.0 4.0 0.2 1.6 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C 3.2-6 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)70 49 25 86 16 425 62 274 Future Volume (vph)70 49 25 86 16 425 62 274 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s)22.0 39.0 15.0 32.0 14.0 46.0 20.0 52.0 Total Split (%)18.3% 32.5% 12.5% 26.7% 11.7% 38.3% 16.7% 43.3% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 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 5.4 4.6 5.4 4.6 5.8 4.6 5.8 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)8.0 19.3 6.5 13.5 6.3 22.7 7.7 27.6 Actuated g/C Ratio 0.14 0.35 0.12 0.24 0.11 0.41 0.14 0.49 v/c Ratio 0.29 0.06 0.13 0.19 0.08 0.35 0.27 0.21 Control Delay 31.5 14.4 32.9 14.3 33.2 20.1 31.7 13.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.5 14.4 32.9 14.3 33.2 20.1 31.7 13.6 LOS CBCBCCCB Approach Delay 22.8 16.9 20.5 16.3 Approach LOS C B C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 55.9 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 47.3%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. 3.2-7 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 49 22 25 86 70 16 425 48 62 274 70 Future Volume (veh/h) 70 49 22 25 86 70 16 425 48 62 274 70 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 75 53 20 27 92 38 17 457 44 67 295 48 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 121 621 222 57 515 202 38 769 74 112 847 136 Arrive On Green 0.07 0.24 0.24 0.03 0.20 0.20 0.02 0.23 0.23 0.06 0.27 0.27 Sat Flow, veh/h 1810 2605 932 1810 2533 993 1810 3327 319 1810 3113 501 Grp Volume(v), veh/h 75 36 37 27 64 66 17 247 254 67 170 173 Grp Sat Flow(s),veh/h/ln 1810 1805 1732 1810 1805 1721 1810 1805 1842 1810 1805 1809 Q Serve(g_s), s 1.9 0.7 0.8 0.7 1.4 1.5 0.4 5.7 5.7 1.7 3.5 3.6 Cycle Q Clear(g_c), s 1.9 0.7 0.8 0.7 1.4 1.5 0.4 5.7 5.7 1.7 3.5 3.6 Prop In Lane 1.00 0.54 1.00 0.58 1.00 0.17 1.00 0.28 Lane Grp Cap(c), veh/h 121 430 413 57 367 350 38 417 426 112 491 492 V/C Ratio(X) 0.62 0.08 0.09 0.47 0.17 0.19 0.44 0.59 0.60 0.60 0.35 0.35 Avail Cap(c_a), veh/h 674 1298 1246 403 1028 980 364 1554 1585 597 1785 1790 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 21.2 13.8 13.8 22.2 15.4 15.4 22.6 16.0 16.0 21.3 13.7 13.7 Incr Delay (d2), s/veh 2.0 0.1 0.1 2.2 0.2 0.3 3.0 1.3 1.3 1.9 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 0.3 0.3 0.5 0.5 0.2 2.0 2.0 0.7 1.1 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.2 13.9 13.9 24.5 15.6 15.7 25.6 17.3 17.4 23.2 14.1 14.1 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 148 157 518 410 Approach Delay, s/veh 18.6 17.2 17.6 15.6 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.5 16.6 6.1 16.5 5.6 18.5 7.7 14.9 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 15.4 40.2 10.4 33.6 9.4 46.2 17.4 26.6 Max Q Clear Time (g_c+I1), s 3.7 7.7 2.7 2.8 2.4 5.6 3.9 3.5 Green Ext Time (p_c), s 0.0 2.8 0.0 0.3 0.0 1.9 0.1 0.6 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B 3.2-8 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)14 326 330 397 92 4 8 47 Future Volume (vph)14 326 330 397 92 4 8 47 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 7438 2 6 Permitted Phases 2 6 Detector Phase 74382266 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)10.0 28.3 10.0 29.3 37.9 37.9 43.9 43.9 Total Split (s)10.0 28.3 27.0 45.3 44.7 44.7 44.7 44.7 Total Split (%)10.0% 28.3% 27.0% 45.3% 44.7% 44.7% 44.7% 44.7% Yellow Time (s)3.0 4.3 3.0 4.3 3.9 3.9 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)5.2 17.7 22.8 44.1 14.7 14.7 14.7 14.7 Actuated g/C Ratio 0.07 0.24 0.31 0.60 0.20 0.20 0.20 0.20 v/c Ratio 0.16 0.76 0.83 0.29 0.49 0.67 0.11 0.22 Control Delay 41.4 30.8 41.2 10.0 31.3 7.9 24.6 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.4 30.8 41.2 10.0 31.3 7.9 24.6 20.8 LOS DCDACACC Approach Delay 31.1 23.2 13.2 21.3 Approach LOS C C B C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 72.9 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 23.0 Intersection LOS: C Intersection Capacity Utilization 67.8%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 8: Oleander Av. & Slover Av. 3.2-9 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 14 326 150 330 397 51 92 4 315 8 47 13 Future Volume (veh/h) 14 326 150 330 397 51 92 4 315 8 47 13 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 0.99 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 20 459 149 465 559 49 130 6 203 11 66 7 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Percent Heavy Veh, %000000000000 Cap, veh/h 43 635 204 515 1670 146 333 9 296 202 323 34 Arrive On Green 0.02 0.24 0.24 0.28 0.50 0.50 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1810 2676 861 1810 3351 293 1341 46 1546 1189 1685 179 Grp Volume(v), veh/h 20 308 300 465 300 308 130 0 209 11 0 73 Grp Sat Flow(s),veh/h/ln 1810 1805 1732 1810 1805 1839 1341 0 1592 1189 0 1863 Q Serve(g_s), s 0.7 9.4 9.6 14.9 6.0 6.0 5.4 0.0 7.3 0.5 0.0 2.0 Cycle Q Clear(g_c), s 0.7 9.4 9.6 14.9 6.0 6.0 7.4 0.0 7.3 7.9 0.0 2.0 Prop In Lane 1.00 0.50 1.00 0.16 1.00 0.97 1.00 0.10 Lane Grp Cap(c), veh/h 43 429 411 515 900 916 333 0 305 202 0 357 V/C Ratio(X) 0.47 0.72 0.73 0.90 0.33 0.34 0.39 0.00 0.69 0.05 0.00 0.20 Avail Cap(c_a), veh/h 151 661 635 663 1173 1195 942 0 1029 743 0 1204 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.9 21.1 21.1 20.7 9.1 9.1 23.5 0.0 22.6 26.2 0.0 20.4 Incr Delay (d2), s/veh 2.9 1.7 1.9 11.6 0.2 0.2 0.3 0.0 1.0 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 3.6 3.5 6.9 1.8 1.8 1.6 0.0 2.5 0.1 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.9 22.8 23.0 32.3 9.2 9.2 23.8 0.0 23.6 26.3 0.0 20.5 LnGrp LOS CCCCAACACCAC Approach Vol, veh/h 628 1073 339 84 Approach Delay, s/veh 23.1 19.2 23.7 21.3 Approach LOS C B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.4 22.1 20.6 17.4 6.4 36.2 Change Period (Y+Rc), s 5.9 5.0 6.3 5.9 5.0 6.3 Max Green Setting (Gmax), s 38.8 22.0 22.0 38.8 5.0 39.0 Max Q Clear Time (g_c+I1), s 9.4 16.9 11.6 9.9 2.7 8.0 Green Ext Time (p_c), s 1.0 0.2 2.1 0.3 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 21.2 HCM 6th LOS C 3.2-10 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)31 106 17 122 9 84 111 82 Future Volume (vph)31 106 17 122 9 84 111 82 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s)18.0 34.0 14.0 30.0 12.0 39.0 33.0 60.0 Total Split (%)15.0% 28.3% 11.7% 25.0% 10.0% 32.5% 27.5% 50.0% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 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 5.4 4.6 5.4 4.6 5.4 4.6 5.4 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)6.6 14.6 6.0 12.0 5.6 13.0 10.7 27.1 Actuated g/C Ratio 0.11 0.25 0.10 0.21 0.10 0.22 0.18 0.46 v/c Ratio 0.23 0.22 0.14 0.45 0.08 0.40 0.52 0.22 Control Delay 32.1 19.4 32.6 14.3 32.9 24.1 30.7 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.1 19.4 32.6 14.3 32.9 24.1 30.7 11.6 LOS CBCBCCCB Approach Delay 21.9 15.5 24.8 20.7 Approach LOS C B C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 58.4 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 39.1%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. 3.2-11 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 106 20 17 122 115 9 84 25 111 82 40 Future Volume (veh/h) 31 106 20 17 122 115 9 84 25 111 82 40 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 48 163 25 26 188 119 14 129 29 171 126 42 Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 Percent Heavy Veh, %000000000000 Cap, veh/h 89 706 106 55 445 268 32 321 72 223 435 145 Arrive On Green 0.05 0.22 0.22 0.03 0.21 0.21 0.02 0.21 0.21 0.12 0.32 0.32 Sat Flow, veh/h 1810 3145 474 1810 2163 1301 1810 1500 337 1810 1363 454 Grp Volume(v), veh/h 48 92 96 26 155 152 14 0 158 171 0 168 Grp Sat Flow(s),veh/h/ln 1810 1805 1815 1810 1805 1658 1810 0 1838 1810 0 1817 Q Serve(g_s), s 1.3 2.1 2.1 0.7 3.7 3.9 0.4 0.0 3.6 4.5 0.0 3.4 Cycle Q Clear(g_c), s 1.3 2.1 2.1 0.7 3.7 3.9 0.4 0.0 3.6 4.5 0.0 3.4 Prop In Lane 1.00 0.26 1.00 0.78 1.00 0.18 1.00 0.25 Lane Grp Cap(c), veh/h 89 405 407 55 372 341 32 0 393 223 0 580 V/C Ratio(X) 0.54 0.23 0.23 0.47 0.42 0.44 0.44 0.00 0.40 0.77 0.00 0.29 Avail Cap(c_a), veh/h 495 1053 1059 347 906 832 273 0 1260 1049 0 2024 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.8 15.5 15.6 23.4 16.9 17.0 23.8 0.0 16.6 20.8 0.0 12.5 Incr Delay (d2), s/veh 1.9 0.3 0.3 2.3 0.7 0.9 3.5 0.0 0.7 2.1 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.7 0.8 0.3 1.3 1.3 0.2 0.0 1.3 1.7 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.7 15.8 15.9 25.7 17.7 17.9 27.3 0.0 17.2 22.9 0.0 12.8 LnGrp LOS C B B C B B C A B C A B Approach Vol, veh/h 236 333 172 339 Approach Delay, s/veh 17.6 18.4 18.0 17.9 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.6 15.9 6.1 16.4 5.5 21.1 7.0 15.5 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 28.4 33.6 9.4 28.6 7.4 54.6 13.4 24.6 Max Q Clear Time (g_c+I1), s 6.5 5.6 2.7 4.1 2.4 5.4 3.3 5.9 Green Ext Time (p_c), s 0.2 0.8 0.0 0.9 0.0 1.0 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 18.0 HCM 6th LOS B 3.2-12 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 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) 272 484 963 271 828 Future Volume (vph) 272 484 963 271 828 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)40.0 40.0 50.0 50.0 50.0 Total Split (%)44.4% 44.4% 55.6% 55.6% 55.6% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Min C-Min C-Min Act Effct Green (s)19.1 19.1 60.9 60.9 60.9 Actuated g/C Ratio 0.21 0.21 0.68 0.68 0.68 v/c Ratio 0.75 0.72 0.29 0.25 0.36 Control Delay 44.8 29.8 8.6 4.1 7.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 44.8 29.8 8.6 4.1 7.4 LOS D C A A A Approach Delay 35.2 7.6 7.4 Approach LOS D A A Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Citrus Av. & I-10 WB Ramps 3.2-13 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 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) 272 484 963 271 0 828 Future Volume (veh/h) 272 484 963 271 0 828 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 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 286 344 1014 246 0 872 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000 Cap, veh/h 339 532 3638 1106 0 2532 Arrive On Green 0.19 0.19 1.00 1.00 0.00 0.70 Sat Flow, veh/h 1810 2834 5358 1577 0 3800 Grp Volume(v), veh/h 286 344 1014 246 0 872 Grp Sat Flow(s),veh/h/ln 1810 1417 1729 1577 0 1805 Q Serve(g_s), s 13.7 10.1 0.0 0.0 0.0 8.6 Cycle Q Clear(g_c), s 13.7 10.1 0.0 0.0 0.0 8.6 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 339 532 3638 1106 0 2532 V/C Ratio(X) 0.84 0.65 0.28 0.22 0.00 0.34 Avail Cap(c_a), veh/h 704 1102 3638 1106 0 2532 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.78 0.78 0.00 1.00 Uniform Delay (d), s/veh 35.3 33.8 0.0 0.0 0.0 5.3 Incr Delay (d2), s/veh 2.2 0.5 0.1 0.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 3.4 0.1 0.1 0.0 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.5 34.3 0.1 0.4 0.0 5.7 LnGrp LOS D C AAAA Approach Vol, veh/h 630 1260 872 Approach Delay, s/veh 35.7 0.2 5.7 Approach LOS D A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 68.1 68.1 21.9 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 45.0 35.0 Max Q Clear Time (g_c+I1), s 2.0 10.6 15.7 Green Ext Time (p_c), s 5.3 3.9 1.2 Intersection Summary HCM 6th Ctrl Delay 10.0 HCM 6th LOS B Notes Unsignalized Delay for [SBT] is excluded from calculations of the approach delay and intersection delay. 3.2-14 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 443 10 791 458 642 Future Volume (vph) 443 10 791 458 642 Turn Type Split NA NA Prot NA Protected Phases 44216 Permitted Phases Detector Phase 44216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 25.0 9.0 10.0 Total Split (s)25.0 25.0 40.0 25.0 65.0 Total Split (%)27.8% 27.8% 44.4% 27.8% 72.2% Yellow Time (s)4.0 4.0 4.0 3.0 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 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None C-Min None C-Min Act Effct Green (s)16.2 16.2 43.4 16.4 63.8 Actuated g/C Ratio 0.18 0.18 0.48 0.18 0.71 v/c Ratio 0.73 0.45 0.54 0.74 0.26 Control Delay 41.6 8.8 15.5 34.9 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.6 8.8 15.5 34.9 6.8 LOS D A B C A Approach Delay 31.5 15.5 18.5 Approach LOS C B B Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 20.0 Intersection LOS: B Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 3.2-15 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 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) 443 10 188 00007914914586420 Future Volume (veh/h) 443 10 188 00007914914586420 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 457 10 116 0 815 299 472 662 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 553 20 237 0 1983 722 546 2640 0 Arrive On Green 0.16 0.16 0.16 0.00 0.53 0.53 0.31 1.00 0.00 Sat Flow, veh/h 3510 129 1501 0 3904 1360 3510 3705 0 Grp Volume(v), veh/h 457 0 126 0 754 360 472 662 0 Grp Sat Flow(s),veh/h/ln 1755 0 1630 0 1729 1635 1755 1805 0 Q Serve(g_s), s 11.3 0.0 6.4 0.0 11.8 11.9 11.4 0.0 0.0 Cycle Q Clear(g_c), s 11.3 0.0 6.4 0.0 11.8 11.9 11.4 0.0 0.0 Prop In Lane 1.00 0.92 0.00 0.83 1.00 0.00 Lane Grp Cap(c), veh/h 553 0 257 0 1837 869 546 2640 0 V/C Ratio(X)0.83 0.00 0.49 0.00 0.41 0.41 0.86 0.25 0.00 Avail Cap(c_a), veh/h 780 0 362 0 1837 869 819 2640 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.66 0.66 0.89 0.89 0.00 Uniform Delay (d), s/veh 36.7 0.0 34.6 0.0 12.6 12.7 30.1 0.0 0.0 Incr Delay (d2), s/veh 3.5 0.0 0.5 0.0 0.5 1.0 3.9 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 4.9 0.0 2.4 0.0 4.1 4.0 4.1 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.2 0.0 35.1 0.0 13.1 13.6 34.0 0.2 0.0 LnGrp LOS D A D A B B C A A Approach Vol, veh/h 583 1114 1134 Approach Delay, s/veh 39.1 13.3 14.3 Approach LOS D B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 18.0 52.8 19.2 70.8 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 35.0 20.0 60.0 Max Q Clear Time (g_c+I1), s 13.4 13.9 13.3 2.0 Green Ext Time (p_c), s 0.6 4.6 0.8 2.8 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B 3.2-16 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 596 700 68 226 143 17 538 48 186 397 Future Volume (vph) 596 700 68 226 143 17 538 48 186 397 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7438 52 16 Permitted Phases 8 2 Detector Phase 7438852216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 Total Split (s)24.0 50.3 15.0 41.3 41.3 10.0 42.7 42.7 12.0 44.7 Total Split (%)20.0% 41.9% 12.5% 34.4% 34.4% 8.3% 35.6% 35.6% 10.0% 37.3% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag 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)19.6 29.8 7.3 15.1 15.1 5.2 18.5 18.5 7.2 27.5 Actuated g/C Ratio 0.24 0.36 0.09 0.18 0.18 0.06 0.22 0.22 0.09 0.33 v/c Ratio 0.76 0.60 0.46 0.37 0.36 0.08 0.71 0.11 0.65 0.57 Control Delay 39.3 25.8 49.8 31.4 6.6 44.8 35.5 0.4 50.9 22.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.3 25.8 49.8 31.4 6.6 44.8 35.5 0.4 50.9 22.7 LOS DCDCADDADC Approach Delay 31.8 26.2 32.9 29.0 Approach LOS C C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 83.4 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 30.5 Intersection LOS: C Intersection Capacity Utilization 68.4%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 3.2-17 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 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) 596 700 32 68 226 143 17 538 48 186 397 245 Future Volume (veh/h) 596 700 32 68 226 143 17 538 48 186 397 245 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 627 737 26 72 238 98 18 566 29 196 418 219 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 735 1118 39 100 579 257 75 776 341 290 635 329 Arrive On Green 0.21 0.31 0.31 0.06 0.16 0.16 0.02 0.22 0.22 0.08 0.28 0.28 Sat Flow, veh/h 3510 3555 125 1810 3610 1604 3510 3610 1584 3510 2298 1191 Grp Volume(v), veh/h 627 374 389 72 238 98 18 566 29 196 327 310 Grp Sat Flow(s),veh/h/ln 1755 1805 1875 1810 1805 1604 1755 1805 1584 1755 1805 1684 Q Serve(g_s), s 11.5 12.0 12.0 2.6 4.0 3.6 0.3 9.7 1.0 3.6 10.7 10.9 Cycle Q Clear(g_c), s 11.5 12.0 12.0 2.6 4.0 3.6 0.3 9.7 1.0 3.6 10.7 10.9 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 0.71 Lane Grp Cap(c), veh/h 735 568 590 100 579 257 75 776 341 290 499 465 V/C Ratio(X) 0.85 0.66 0.66 0.72 0.41 0.38 0.24 0.73 0.09 0.68 0.66 0.67 Avail Cap(c_a), veh/h 1000 1190 1237 271 1894 842 263 1991 874 368 1050 979 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 25.4 19.8 19.8 31.0 25.2 25.0 32.1 24.4 20.9 29.7 21.3 21.4 Incr Delay (d2), s/veh 4.2 0.5 0.5 3.6 0.2 0.3 0.6 0.5 0.0 1.8 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 4.4 4.6 1.1 1.5 1.3 0.1 3.7 0.3 1.5 4.0 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.6 20.3 20.2 34.6 25.4 25.4 32.7 24.9 21.0 31.5 21.9 22.0 LnGrp LOS CCCCCCCCCCCC Approach Vol, veh/h 1390 408 613 833 Approach Delay, s/veh 24.5 27.0 24.9 24.2 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.5 20.2 8.7 27.3 6.4 24.3 19.0 17.0 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 7.0 36.8 10.0 44.0 5.0 38.8 19.0 35.0 Max Q Clear Time (g_c+I1), s 5.6 11.7 4.6 14.0 2.3 12.9 13.5 6.0 Green Ext Time (p_c), s 0.0 2.3 0.0 2.7 0.0 2.3 0.5 1.0 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C 3.2-18 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 123 164 18 99 20 435 61 293 Future Volume (vph) 123 164 18 99 20 435 61 293 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s)27.0 45.0 13.0 31.0 13.0 43.0 19.0 49.0 Total Split (%)22.5% 37.5% 10.8% 25.8% 10.8% 35.8% 15.8% 40.8% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 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 5.4 4.6 5.4 4.6 5.8 4.6 5.8 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)9.7 22.6 6.1 13.0 6.2 15.4 7.5 20.3 Actuated g/C Ratio 0.17 0.39 0.10 0.22 0.11 0.26 0.13 0.35 v/c Ratio 0.43 0.13 0.10 0.19 0.11 0.52 0.27 0.27 Control Delay 32.3 14.3 34.6 17.7 34.6 23.5 33.2 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.3 14.3 34.6 17.7 34.6 23.5 33.2 16.2 LOS CBCBCCCB Approach Delay 21.6 19.6 23.9 18.9 Approach LOS C B C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 58.7 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 21.4 Intersection LOS: C Intersection Capacity Utilization 51.0%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. 3.2-19 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 123 164 15 18 99 48 20 435 38 61 293 29 Future Volume (veh/h) 123 164 15 18 99 48 20 435 38 61 293 29 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 127 169 9 19 102 22 21 448 31 63 302 25 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %000000000000 Cap, veh/h 167 975 52 42 626 131 46 744 51 107 847 70 Arrive On Green 0.09 0.28 0.28 0.02 0.21 0.21 0.03 0.22 0.22 0.06 0.25 0.25 Sat Flow, veh/h 1810 3484 184 1810 2968 622 1810 3425 236 1810 3377 278 Grp Volume(v), veh/h 127 87 91 19 61 63 21 235 244 63 161 166 Grp Sat Flow(s),veh/h/ln 1810 1805 1864 1810 1805 1785 1810 1805 1857 1810 1805 1850 Q Serve(g_s), s 3.3 1.8 1.8 0.5 1.3 1.4 0.6 5.7 5.7 1.6 3.5 3.6 Cycle Q Clear(g_c), s 3.3 1.8 1.8 0.5 1.3 1.4 0.6 5.7 5.7 1.6 3.5 3.6 Prop In Lane 1.00 0.10 1.00 0.35 1.00 0.13 1.00 0.15 Lane Grp Cap(c), veh/h 167 505 521 42 381 376 46 392 403 107 453 464 V/C Ratio(X) 0.76 0.17 0.17 0.45 0.16 0.17 0.46 0.60 0.60 0.59 0.35 0.36 Avail Cap(c_a), veh/h 836 1474 1522 314 953 943 314 1385 1425 537 1608 1649 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 21.5 13.2 13.2 23.4 15.6 15.6 23.3 17.1 17.1 22.2 14.9 15.0 Incr Delay (d2), s/veh 2.7 0.2 0.2 2.8 0.2 0.2 2.6 1.5 1.5 1.9 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 0.6 0.6 0.2 0.5 0.5 0.2 2.0 2.1 0.7 1.2 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.2 13.4 13.4 26.2 15.8 15.9 25.9 18.6 18.6 24.2 15.4 15.4 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 305 143 500 390 Approach Delay, s/veh 17.9 17.2 18.9 16.8 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.5 16.3 5.7 19.0 5.8 18.0 9.1 15.6 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 14.4 37.2 8.4 39.6 8.4 43.2 22.4 25.6 Max Q Clear Time (g_c+I1), s 3.6 7.7 2.5 3.8 2.6 5.6 5.3 3.4 Green Ext Time (p_c), s 0.0 2.6 0.0 0.9 0.0 1.8 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 17.9 HCM 6th LOS B 3.2-20 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)16 806 88 311 79 4 9 3 Future Volume (vph)16 806 88 311 79 4 9 3 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 7438 2 6 Permitted Phases 2 6 Detector Phase 74382266 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)10.0 28.3 10.0 29.3 37.9 37.9 43.9 43.9 Total Split (s)10.0 40.0 14.0 44.0 46.0 46.0 46.0 46.0 Total Split (%)10.0% 40.0% 14.0% 44.0% 46.0% 46.0% 46.0% 46.0% Yellow Time (s)3.0 4.3 3.0 4.3 3.9 3.9 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)7.3 28.5 9.3 36.6 14.6 14.6 14.6 14.6 Actuated g/C Ratio 0.13 0.51 0.17 0.65 0.26 0.26 0.26 0.26 v/c Ratio 0.08 0.56 0.32 0.15 0.24 0.16 0.03 0.04 Control Delay 35.9 18.0 34.0 9.1 23.0 7.0 20.2 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.9 18.0 34.0 9.1 23.0 7.0 20.2 11.2 LOS DBCACACB Approach Delay 18.3 14.5 15.4 14.3 Approach LOS BBBB Intersection Summary Cycle Length: 100 Actuated Cycle Length: 56 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 17.0 Intersection LOS: B Intersection Capacity Utilization 56.1%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 8: Oleander Av. & Slover Av. 3.2-21 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 16 806 113 88 311 11 79 4 67 9 3 15 Future Volume (veh/h) 16 806 113 88 311 11 79 4 67 9 3 15 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 18 886 103 97 342 11 87 4 34 10 3 9 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000000000 Cap, veh/h 41 1262 147 144 1587 51 349 23 194 325 56 169 Arrive On Green 0.02 0.39 0.39 0.08 0.44 0.44 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1810 3258 379 1810 3570 115 1424 170 1441 1391 419 1256 Grp Volume(v), veh/h 18 491 498 97 173 180 87 0 38 10 0 12 Grp Sat Flow(s),veh/h/ln 1810 1805 1832 1810 1805 1879 1424 0 1610 1391 0 1674 Q Serve(g_s), s 0.4 9.9 9.9 2.2 2.5 2.5 2.4 0.0 0.9 0.3 0.0 0.3 Cycle Q Clear(g_c), s 0.4 9.9 9.9 2.2 2.5 2.5 2.7 0.0 0.9 1.2 0.0 0.3 Prop In Lane 1.00 0.21 1.00 0.06 1.00 0.89 1.00 0.75 Lane Grp Cap(c), veh/h 41 699 709 144 802 835 349 0 216 325 0 225 V/C Ratio(X) 0.44 0.70 0.70 0.67 0.22 0.22 0.25 0.00 0.18 0.03 0.00 0.05 Avail Cap(c_a), veh/h 210 1410 1431 377 1577 1642 1482 0 1497 1431 0 1556 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.8 11.1 11.1 19.3 7.4 7.4 17.5 0.0 16.6 17.1 0.0 16.3 Incr Delay (d2), s/veh 2.8 1.0 1.0 2.0 0.1 0.1 0.1 0.0 0.1 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 2.7 2.8 0.8 0.6 0.6 0.7 0.0 0.3 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.6 12.1 12.1 21.3 7.5 7.5 17.6 0.0 16.7 17.1 0.0 16.3 LnGrp LOS C B B C AABABBAB Approach Vol, veh/h 1007 450 125 22 Approach Delay, s/veh 12.3 10.5 17.3 16.7 Approach LOS BBBB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 11.7 8.4 23.0 11.7 6.0 25.5 Change Period (Y+Rc), s 5.9 5.0 6.3 5.9 5.0 6.3 Max Green Setting (Gmax), s 40.1 9.0 33.7 40.1 5.0 37.7 Max Q Clear Time (g_c+I1), s 4.7 4.2 11.9 3.2 2.4 4.5 Green Ext Time (p_c), s 0.2 0.0 4.8 0.0 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B 3.2-22 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)8 141 30 114 35 115 9 66 Future Volume (vph)8 141 30 114 35 115 9 66 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s)13.0 35.0 19.0 41.0 20.0 52.0 14.0 46.0 Total Split (%)10.8% 29.2% 15.8% 34.2% 16.7% 43.3% 11.7% 38.3% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 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 5.4 4.6 5.4 4.6 5.4 4.6 5.4 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)6.0 13.1 6.9 17.6 7.1 17.8 6.0 13.2 Actuated g/C Ratio 0.12 0.26 0.14 0.35 0.14 0.35 0.12 0.26 v/c Ratio 0.07 0.38 0.21 0.18 0.23 0.44 0.07 0.26 Control Delay 29.9 17.1 28.5 13.6 28.3 16.3 29.9 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.9 17.1 28.5 13.6 28.3 16.3 29.9 20.4 LOS CBCBCBCC Approach Delay 17.6 16.4 18.3 21.4 Approach LOS B B B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 50.5 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 18.0 Intersection LOS: B Intersection Capacity Utilization 35.0%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. 3.2-23 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 141 65 30 114 17 35 115 55 9 66 10 Future Volume (veh/h) 8 141 65 30 114 17 35 115 55 9 66 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 14 239 88 51 193 24 59 195 64 15 112 15 Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Percent Heavy Veh, %000000000000 Cap, veh/h 32 581 208 95 832 102 105 358 117 34 364 49 Arrive On Green 0.02 0.22 0.22 0.05 0.26 0.26 0.06 0.26 0.26 0.02 0.22 0.22 Sat Flow, veh/h 1810 2603 932 1810 3226 395 1810 1370 450 1810 1641 220 Grp Volume(v), veh/h 14 164 163 51 107 110 59 0 259 15 0 127 Grp Sat Flow(s),veh/h/ln 1810 1805 1730 1810 1805 1817 1810 0 1819 1810 0 1860 Q Serve(g_s), s 0.3 3.5 3.6 1.2 2.1 2.2 1.4 0.0 5.5 0.4 0.0 2.6 Cycle Q Clear(g_c), s 0.3 3.5 3.6 1.2 2.1 2.2 1.4 0.0 5.5 0.4 0.0 2.6 Prop In Lane 1.00 0.54 1.00 0.22 1.00 0.25 1.00 0.12 Lane Grp Cap(c), veh/h 32 403 386 95 465 468 105 0 475 34 0 413 V/C Ratio(X) 0.43 0.41 0.42 0.54 0.23 0.24 0.56 0.00 0.55 0.44 0.00 0.31 Avail Cap(c_a), veh/h 338 1187 1137 579 1427 1436 619 0 1883 378 0 1678 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.9 14.9 15.0 20.8 13.2 13.2 20.7 0.0 14.3 21.8 0.0 14.6 Incr Delay (d2), s/veh 3.4 0.7 0.7 1.8 0.2 0.3 1.8 0.0 1.0 3.2 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.2 1.2 0.5 0.7 0.7 0.6 0.0 1.9 0.2 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.3 15.6 15.7 22.6 13.4 13.5 22.4 0.0 15.3 25.1 0.0 15.0 LnGrp LOS C B B C B B C A B C A B Approach Vol, veh/h 341 268 318 142 Approach Delay, s/veh 16.1 15.2 16.6 16.1 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.5 17.2 7.0 15.5 7.2 15.4 5.4 17.0 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 9.4 46.6 14.4 29.6 15.4 40.6 8.4 35.6 Max Q Clear Time (g_c+I1), s 2.4 7.5 3.2 5.6 3.4 4.6 2.3 4.2 Green Ext Time (p_c), s 0.0 1.5 0.0 1.8 0.0 0.7 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 16.0 HCM 6th LOS B 3.2-24 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 3.3: EXISTING (2022) CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Queues Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 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) 483 602 734 323 1052 v/c Ratio 0.82 0.56 0.25 0.31 0.51 Control Delay 42.0 18.0 13.6 5.9 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 18.0 13.6 5.9 15.2 Queue Length 50th (ft) 279 109 86 15 202 Queue Length 95th (ft) 347 142 152 108 318 Internal Link Dist (ft) 671 623 656 Turn Bay Length (ft)450 165 Base Capacity (vph) 812 1401 2971 1041 2067 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.59 0.43 0.25 0.31 0.51 Intersection Summary 3.3-1 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT NBT SBL SBT Lane Group Flow (vph) 297 382 1065 516 908 v/c Ratio 0.40 0.85 0.46 0.78 0.37 Control Delay 34.1 40.3 18.5 48.7 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 40.3 18.5 48.7 5.9 Queue Length 50th (ft) 85 154 141 154 98 Queue Length 95th (ft) 107 234 234 191 124 Internal Link Dist (ft)526 1147 623 Turn Bay Length (ft) 550 250 Base Capacity (vph) 1120 611 2315 810 2485 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.27 0.63 0.46 0.64 0.37 Intersection Summary 3.3-2 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 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) 286 509 1014 285 872 v/c Ratio 0.75 0.72 0.29 0.25 0.36 Control Delay 44.8 29.8 8.6 4.1 7.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 44.8 29.8 8.6 4.1 7.4 Queue Length 50th (ft) 153 114 43 0 96 Queue Length 95th (ft) 215 156 208 81 168 Internal Link Dist (ft) 671 623 656 Turn Bay Length (ft)450 165 Base Capacity (vph) 701 1184 3508 1162 2441 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.41 0.43 0.29 0.25 0.36 Intersection Summary 3.3-3 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT NBT SBL SBT Lane Group Flow (vph) 457 204 1321 472 662 v/c Ratio 0.73 0.45 0.54 0.74 0.26 Control Delay 41.6 8.8 15.5 34.9 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.6 8.8 15.5 34.9 6.8 Queue Length 50th (ft) 127 5 153 137 76 Queue Length 95th (ft) 168 59 237 165 97 Internal Link Dist (ft)526 1147 623 Turn Bay Length (ft) 550 250 Base Capacity (vph) 781 513 2455 817 2563 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.59 0.40 0.54 0.58 0.26 Intersection Summary 3.3-4 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 4.1: POST PROCESSING WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Project:Oleander & Santa Ana Warehouses Job #: 14581 Scenario:Horizon Year (2040) Without Project Analyst: CP Date: 8/31/22 LOCATION:Citrus Av. & I‐10 WB Ramps FORECAST YEAR:2040 TURNING EXISTING FUTURE DIFF‐% EXISTING FUTURE DIFF‐% APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0! BOUND Through 661 362 ‐299 ‐45% 963 550 ‐413 ‐43% Right 291 290 ‐1 0% 271 270 ‐10% NB Total 952 652 ‐300 ‐31% 1,234 820 ‐414 ‐34% SOUTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0! BOUND Through 947 923 ‐24 ‐3% 828 623 ‐205 ‐25% Right 539 540 2 0% 415 420 5 1% SB Total 1,486 1,463 ‐23 ‐2% 1,243 1,043 ‐200 ‐16% EAST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0! BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0! Right 0 0 0 #DIV/0! 0 0 0 #DIV/0! EB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0! WEST Left 435 557 122 28% 272 477 205 75% BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0! Right 542 468 ‐74 ‐14% 484 370 ‐114 ‐24% WB Total 977 1,025 48 5% 756 847 91 12% TOTAL ENTERING VOLUME 3,414 3,140 ‐274 ‐8% 3,233 2,710 ‐523 ‐16% AM PM AM PM ADT   North Leg Inbound 1,463 1,043 North Leg Outbound 830 920 North Leg TOTAL 2,293 1,963 12%10%18,981        South Leg Inbound 652 820 South Leg Outbound 1,480 1,100 South Leg TOTAL 2,132 1,920 12%11%18,281        East Leg Inbound 1,025 847 East Leg Outbound 290 270 East Leg TOTAL 1,315 1,117 18%15%7,426          West Leg Inbound 0 0 West Leg Outbound 540 420 West Leg TOTAL 540 420 8%6%6,687          OVERALL TOTAL 6,280 5,420           12%11%51,375  Z:\Shared\UcJobs\_14100‐14500\_14500\14581\02_LOS\Post Processing\[01_Citrus & I‐10 WB Ramps.xls]Output (3) INDIVIDUAL TURN VOLUME GROWTH REVIEW FORECAST PEAK HOUR TO ADT COMPARISON VOLUMES PERCENT OF ADT AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA 4.1-1 Project:Oleander & Santa Ana Warehouses Job #: 14581 Scenario:Horizon Year (2040) Without Project Analyst: CP Date: 8/31/22 LOCATION:Citrus Av. & I‐10 EB Ramps FORECAST YEAR:2040 TURNING EXISTING FUTURE DIFF‐% EXISTING FUTURE DIFF‐% APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0! BOUND Through 664 469 ‐195 ‐29% 791 570 ‐221 ‐28% Right 369 511 143 39% 491 860 370 75% NB Total 1,033 980 ‐53 ‐5% 1,282 1,430 149 12% SOUTH Left 501 650 149 30% 458 563 105 23% BOUND Through 881 830 ‐51 ‐6% 642 537 ‐105 ‐16% Right 0 0 0 #DIV/0! 0 0 0 #DIV/0! SB Total 1,382 1,480 98 7% 1,100 1,100 0 0% EAST Left 288 225 ‐63 ‐22% 443 353 ‐90 ‐20% BOUND Through 2 3 1 50% 10 19 9 90% Right 369 412 43 12% 188 248 60 32% EB Total 659 640 ‐19 ‐3% 641 620 ‐21 ‐3% WEST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0! BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0! Right 0 0 0 #DIV/0! 0 0 0 #DIV/0! WB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0! TOTAL ENTERING VOLUME 3,073 3,100 27 1% 3,022 3,150 128 4% AM PM AM PM ADT   North Leg Inbound 1,480 1,100 North Leg Outbound 694 923 North Leg TOTAL 2,174 2,023 12%11%18,281        South Leg Inbound 980 1,430 South Leg Outbound 1,242 785 South Leg TOTAL 2,222 2,215 13%13%17,163        East Leg Inbound 0 0 East Leg Outbound 1,164 1,442 East Leg TOTAL 1,164 1,442 9%11%13,063        West Leg Inbound 640 620 West Leg Outbound 0 0 West Leg TOTAL 640 620 9%8%7,362          OVERALL TOTAL 6,200      6,300           11%11%55,869       Z:\Shared\UcJobs\_14100‐14500\_14500\14581\02_LOS\Post Processing\[02_Citrus & I‐10 EB Ramps.xls]Output (3) INDIVIDUAL TURN VOLUME GROWTH REVIEW FORECAST PEAK HOUR TO ADT COMPARISON VOLUMES PERCENT OF ADT AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA 4.1-2 Project:Oleander & Santa Ana Warehouses Job #: 14581 Scenario:Horizon Year (2040) Without Project Analyst: CP Date: 8/31/22 LOCATION:Citrus Av. & Slover Av. FORECAST YEAR:2040 TURNING EXISTING FUTURE DIFF‐% EXISTING FUTURE DIFF‐% APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 43 84 41 95% 17 47 30 176% BOUND Through 557 455 ‐102 ‐18% 538 663 125 23% Right 52 92 40 77% 48 93 45 94% NB Total 652 631 ‐21 ‐3% 603 803 200 33% SOUTH Left 234 201 ‐33 ‐14% 186 136 ‐50 ‐27% BOUND Through 488 433 ‐55 ‐11% 397 295 ‐102 ‐26% Right 499 470 ‐29 ‐6% 245 255 11 4% SB Total 1,220 1,104 ‐116 ‐10% 827 686 ‐141 ‐17% EAST Left 294 408 115 39% 596 649 53 9% BOUND Through 204 616 413 203% 700 1,191 491 70% Right 27 84 57 211% 32 55 24 75% EB Total 524 1,108 584 111% 1,328 1,895 568 43% WEST Left 51 73 22 43% 68 90 22 32% BOUND Through 335 506 172 51% 226 418 193 85% Right 169 107 ‐62 ‐36% 143 119 ‐24 ‐16% WB Total 554 686 132 24% 436 627 191 44% TOTAL ENTERING VOLUME 2,950 3,529 579 20% 3,194 4,011 818 26% AM PM AM PM ADT   North Leg Inbound 1,104 686 North Leg Outbound 970 1,431 North Leg TOTAL 2,074 2,117 12%12%17,163        South Leg Inbound 631 803 South Leg Outbound 590 440 South Leg TOTAL 1,221 1,243 23%23%5,398          East Leg Inbound 686 627 East Leg Outbound 909 1,420 East Leg TOTAL 1,595 2,047 6%8%25,113        West Leg Inbound 1,108 1,895 West Leg Outbound 1,060 720 West Leg TOTAL 2,168 2,615 7%9%29,011        OVERALL TOTAL 7,058      8,022           9%10%76,685       Z:\Shared\UcJobs\_14100‐14500\_14500\14581\02_LOS\Post Processing\[03_Citrus & Slover.xls]Output (3) INDIVIDUAL TURN VOLUME GROWTH REVIEW FORECAST PEAK HOUR TO ADT COMPARISON VOLUMES PERCENT OF ADT AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA 4.1-3 Project:Oleander & Santa Ana Warehouses Job #: 14581 Scenario:Horizon Year (2040) Without Project Analyst: CP Date: 8/31/22 LOCATION:Citrus Av. & Santa Ana Av. FORECAST YEAR:2040 TURNING EXISTING FUTURE DIFF‐% EXISTING FUTURE DIFF‐% APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 16 16 0 0%20 17 ‐3 ‐13% BOUND Through 425 374 ‐51 ‐12% 435 409 ‐26 ‐6% Right 48 50 2 4%38 40 2 5% NB Total 489 440 ‐49 ‐10% 492 466 ‐26 ‐5% SOUTH Left 62 70 9 14% 61 90 29 48% BOUND Through 274 275 2 1% 293 218 ‐75 ‐26% Right 70 75 6 8%29 35 6 21% SB Total 405 420 16 4% 383 343 ‐40 ‐10% EAST Left 70 74 5 6% 123 280 158 129% BOUND Through 49 61 13 26% 164 420 256 156% Right 22 25 3 14% 15 19 4 27% EB Total 140 160 20 14% 302 719 418 138% WEST Left 25 33 8 32% 18 13 ‐5 ‐28% BOUND Through 86 121 35 41% 99 118 19 19% Right 70 87 18 25% 48 61 13 27% WB Total 181 241 61 34% 165 192 27 16% TOTAL ENTERING VOLUME 1,214 1,261 47.5 4% 1,342 1,720 379 28% AM PM AM PM ADT   North Leg Inbound 420 343 North Leg Outbound 535 750 North Leg TOTAL 955 1,093 18%20%5,368          South Leg Inbound 440 466 South Leg Outbound 333 250 South Leg TOTAL 773 716 22%21%3,447          East Leg Inbound 241 192 East Leg Outbound 181 550 East Leg TOTAL 422 742 8%14%5,153          West Leg Inbound 160 719 West Leg Outbound 212 170 West Leg TOTAL 372 889 7%16%5,633          OVERALL TOTAL 2,522      3,440           13%18%19,601       Z:\Shared\UcJobs\_14100‐14500\_14500\14581\02_LOS\Post Processing\[05_Citrus & Santa Ana.xls]Output (3) INDIVIDUAL TURN VOLUME GROWTH REVIEW FORECAST PEAK HOUR TO ADT COMPARISON VOLUMES PERCENT OF ADT AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA 4.1-4 Project:Oleander & Santa Ana Warehouses Job #: 14581 Scenario:Horizon Year (2040) Without Project Analyst: CP Date: 8/31/22 LOCATION:Oleander Av. & Slover Av. FORECAST YEAR:2040 TURNING EXISTING FUTURE DIFF‐% EXISTING FUTURE DIFF‐% APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 92 77 ‐15 ‐16% 79 118 39 49% BOUND Through 4 4 0 0%4 5 1 25% Right 315 351 36 11% 67 106 39 58% NB Total 411 432 21 5% 150 229 79 53% SOUTH Left 8 15 7 88%9 14 6 65% BOUND Through 47 56 9 19%3 4 1 33% Right 13 19 6 46% 15 23 8 53% SB Total 68 90 22 32% 27 41 15 55% EAST Left 14 24 11 78% 16 21 6 35% BOUND Through 326 693 368 113% 806 1,266 461 57% Right 150 195 45 30% 113 135 22 19% EB Total 489 912 423 87% 934 1,422 488 52% WEST Left 330 354 24 7%88 103 16 18% BOUND Through 397 520 123 31% 311 452 141 45% Right 51 74 23 45% 11 14 3 27% WB Total 778 948 170 22% 410 569 160 39% TOTAL ENTERING VOLUME 1,746 2,382 636 36% 1,520 2,261 741 49% AM PM AM PM ADT   North Leg Inbound 90 41 North Leg Outbound 102 40 North Leg TOTAL 192 81 8%4%2,280          South Leg Inbound 432 229 South Leg Outbound 605 242 South Leg TOTAL 1,037 471 49%22%2,113          East Leg Inbound 948 569 East Leg Outbound 1,059 1,386 East Leg TOTAL 2,007 1,955 8%8%25,674        West Leg Inbound 912 1,422 West Leg Outbound 616 593 West Leg TOTAL 1,528 2,015 6%8%25,113        OVERALL TOTAL 4,764      4,522           9%8%55,180       Z:\Shared\UcJobs\_14100‐14500\_14500\14581\02_LOS\Post Processing\[08_Oleander & Slover.xls]Output (3) INDIVIDUAL TURN VOLUME GROWTH REVIEW FORECAST PEAK HOUR TO ADT COMPARISON VOLUMES PERCENT OF ADT AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA 4.1-5 Project:Oleander & Santa Ana Warehouses Job #: 14581 Scenario:Horizon Year (2040) Without Project Analyst: CP Date: 8/31/22 LOCATION:Oleander Av. & Santa Ana Av. FORECAST YEAR:2040 TURNING EXISTING FUTURE DIFF‐% EXISTING FUTURE DIFF‐% APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 9 16 8 88% 35 27 ‐8 ‐23% BOUND Through 84 122 38 45% 115 135 20 17% Right 25 42 17 68% 55 78 24 43% NB Total 118 180 63 53% 205 240 36 17% SOUTH Left 111 114 4 3%9 24 15 167% BOUND Through 82 91 9 11% 66 91 25 38% Right 40 45 5 13% 10 15 5 50% SB Total 233 250 18 8%85 130 45 53% EAST Left 31 31 0 0%8 18 10 125% BOUND Through 106 124 19 18% 141 392 251 178% Right 20 25 5 25% 65 91 26 40% EB Total 157 180 24 15% 214 501 287 134% WEST Left 17 24 7 41% 30 34 4 13% BOUND Through 122 170 48 39% 114 143 29 25% Right 115 127 12 10% 17 32 15 88% WB Total 254 321 67 26% 161 209 48 30% TOTAL ENTERING VOLUME 761 931 170.5 22% 665 1,080 416 63% AM PM AM PM ADT   North Leg Inbound 250 130 North Leg Outbound 280 185 North Leg TOTAL 530 315 25%15%2,113          South Leg Inbound 180 240 South Leg Outbound 140 216 South Leg TOTAL 320 456 18%25%1,794          East Leg Inbound 321 209 East Leg Outbound 280 494 East Leg TOTAL 601 703 10%12%5,753          West Leg Inbound 180 501 West Leg Outbound 231 185 West Leg TOTAL 411 686 8%13%5,153          OVERALL TOTAL 1,862      2,160           13%15%14,813       Z:\Shared\UcJobs\_14100‐14500\_14500\14581\02_LOS\Post Processing\[11_Oleander & Santa Ana.xls]Output (3) INDIVIDUAL TURN VOLUME GROWTH REVIEW FORECAST PEAK HOUR TO ADT COMPARISON VOLUMES PERCENT OF ADT AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA 4.1-6 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 5.1: OPENING YEAR CUMULATIVE (2025) WITHOUT PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Timings Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 646 525 655 357 989 Future Volume (vph) 646 525 655 357 989 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)50.0 50.0 50.0 50.0 50.0 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 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 C-Min C-Min C-Min Act Effct Green (s)43.5 43.5 46.5 46.5 46.5 Actuated g/C Ratio 0.44 0.44 0.46 0.46 0.46 v/c Ratio 0.91 0.43 0.30 0.42 0.65 Control Delay 43.9 12.0 22.5 6.6 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 12.0 22.5 6.6 23.6 LOS DBCAC Approach Delay 29.6 16.9 23.6 Approach LOS C B C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 23.7 Intersection LOS: C Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Citrus Av. & I-10 WB Ramps 5.1-1 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 646 525 655 357 0 989 Future Volume (veh/h) 646 525 655 357 0 989 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 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 718 583 728 388 0 1099 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %000000 Cap, veh/h 757 1185 2499 759 0 1739 Arrive On Green 0.42 0.42 0.96 0.96 0.00 0.48 Sat Flow, veh/h 1810 2834 5358 1575 0 3800 Grp Volume(v), veh/h 718 583 728 388 0 1099 Grp Sat Flow(s),veh/h/ln 1810 1417 1729 1575 0 1805 Q Serve(g_s), s 38.3 15.1 0.7 1.8 0.0 22.7 Cycle Q Clear(g_c), s 38.3 15.1 0.7 1.8 0.0 22.7 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 757 1185 2499 759 0 1739 V/C Ratio(X) 0.95 0.49 0.29 0.51 0.00 0.63 Avail Cap(c_a), veh/h 814 1275 2499 759 0 1739 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.75 0.75 0.00 1.00 Uniform Delay (d), s/veh 28.1 21.3 1.0 1.0 0.0 19.3 Incr Delay (d2), s/veh 18.9 0.1 0.2 1.8 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.8 4.9 0.2 0.7 0.0 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 21.4 1.2 2.8 0.0 21.1 LnGrp LOS D C A A A C Approach Vol, veh/h 1301 1116 1099 Approach Delay, s/veh 35.5 1.7 21.1 Approach LOS D A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 53.2 53.2 46.8 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 45.0 45.0 Max Q Clear Time (g_c+I1), s 3.8 24.7 40.3 Green Ext Time (p_c), s 3.9 4.8 1.5 Intersection Summary HCM 6th Ctrl Delay 20.3 HCM 6th LOS C Notes Unsignalized Delay for [SBT] is excluded from calculations of the approach delay and intersection delay. 5.1-2 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 277 2 736 480 1191 Future Volume (vph) 277 2 736 480 1191 Turn Type Split NA NA Prot NA Protected Phases 44216 Permitted Phases Detector Phase 44216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 25.0 9.0 10.0 Total Split (s)37.0 37.0 36.0 27.0 63.0 Total Split (%)37.0% 37.0% 36.0% 27.0% 63.0% Yellow Time (s)4.0 4.0 4.0 3.0 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 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None C-Min None C-Min Act Effct Green (s)37.5 37.5 30.1 18.4 52.5 Actuated g/C Ratio 0.38 0.38 0.30 0.18 0.52 v/c Ratio 0.22 1.29 0.72 0.77 0.65 Control Delay 22.9 170.9 30.5 48.7 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.9 170.9 30.5 48.7 14.4 LOS C F C D B Approach Delay 133.2 30.5 24.3 Approach LOS F C C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.29 Intersection Signal Delay: 56.7 Intersection LOS: E Intersection Capacity Utilization 98.0% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 5.1-3 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 277 2 808 00007363624801191 0 Future Volume (veh/h) 277 2 808 00007363624801191 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 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 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 286 2 711 0 759 259 495 1228 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 1123 1 514 0 1450 489 562 2094 0 Arrive On Green 0.32 0.32 0.32 0.00 0.38 0.38 0.32 1.00 0.00 Sat Flow, veh/h 3510 5 1606 0 3986 1287 3510 3705 0 Grp Volume(v), veh/h 286 0 713 0 687 331 495 1228 0 Grp Sat Flow(s),veh/h/ln 1755 0 1611 0 1729 1644 1755 1805 0 Q Serve(g_s), s 6.0 0.0 32.0 0.0 15.4 15.6 13.4 0.0 0.0 Cycle Q Clear(g_c), s 6.0 0.0 32.0 0.0 15.4 15.6 13.4 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.78 1.00 0.00 Lane Grp Cap(c), veh/h 1123 0 515 0 1314 625 562 2094 0 V/C Ratio(X)0.25 0.00 1.38 0.00 0.52 0.53 0.88 0.59 0.00 Avail Cap(c_a), veh/h 1123 0 515 0 1314 625 807 2094 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.76 0.76 0.57 0.57 0.00 Uniform Delay (d), s/veh 25.2 0.0 34.0 0.0 24.0 24.1 33.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 184.2 0.0 1.1 2.4 3.7 0.7 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 2.4 0.0 38.0 0.0 6.1 6.1 4.8 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.2 0.0 218.2 0.0 25.1 26.5 36.8 0.7 0.0 LnGrp LOS C A F A C C D A A Approach Vol, veh/h 999 1018 1723 Approach Delay, s/veh 163.0 25.6 11.1 Approach LOS F C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 20.0 43.0 37.0 63.0 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 31.0 32.0 58.0 Max Q Clear Time (g_c+I1), s 15.4 17.6 34.0 2.0 Green Ext Time (p_c), s 0.6 3.6 0.0 6.4 Intersection Summary HCM 6th Ctrl Delay 55.6 HCM 6th LOS E 5.1-4 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 224 211 67 302 220 43 680 84 490 1058 Future Volume (vph) 224 211 67 302 220 43 680 84 490 1058 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7438 52 16 Permitted Phases 8 2 Detector Phase 7438852216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 Total Split (s)19.0 46.3 14.0 41.3 41.3 10.0 42.7 42.7 17.0 49.7 Total Split (%)15.8% 38.6% 11.7% 34.4% 34.4% 8.3% 35.6% 35.6% 14.2% 41.4% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag 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)10.6 21.9 7.5 16.3 16.3 5.1 35.0 35.0 12.2 44.6 Actuated g/C Ratio 0.11 0.23 0.08 0.17 0.17 0.05 0.36 0.36 0.13 0.46 v/c Ratio 0.67 0.38 0.55 0.56 0.60 0.27 0.59 0.14 1.26 1.16 Control Delay 52.1 30.5 61.8 40.6 18.2 52.6 28.7 0.4 171.5 104.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.1 30.5 61.8 40.6 18.2 52.6 28.7 0.4 171.5 104.6 LOS DCEDBDCAFF Approach Delay 40.3 34.7 27.1 119.9 Approach LOS D C C F Intersection Summary Cycle Length: 120 Actuated Cycle Length: 96.8 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.26 Intersection Signal Delay: 79.2 Intersection LOS: E Intersection Capacity Utilization 86.5%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 5.1-5 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) 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) 224 211 59 67 302 220 43 680 84 490 1058 597 Future Volume (veh/h) 224 211 59 67 302 220 43 680 84 490 1058 597 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 255 240 66 76 343 182 49 773 63 557 1202 544 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %000000000000 Cap, veh/h 330 545 146 98 556 244 136 1380 608 455 1159 498 Arrive On Green 0.09 0.19 0.19 0.05 0.15 0.15 0.04 0.38 0.38 0.13 0.47 0.47 Sat Flow, veh/h 3510 2811 756 1810 3610 1585 3510 3610 1591 3510 2448 1052 Grp Volume(v), veh/h 255 152 154 76 343 182 49 773 63 557 870 876 Grp Sat Flow(s),veh/h/ln 1755 1805 1762 1810 1805 1585 1755 1805 1591 1755 1805 1695 Q Serve(g_s), s 6.6 6.9 7.1 3.8 8.2 10.2 1.3 15.6 2.4 12.0 43.8 43.8 Cycle Q Clear(g_c), s 6.6 6.9 7.1 3.8 8.2 10.2 1.3 15.6 2.4 12.0 43.8 43.8 Prop In Lane 1.00 0.43 1.00 1.00 1.00 1.00 1.00 0.62 Lane Grp Cap(c), veh/h 330 350 341 98 556 244 136 1380 608 455 854 802 V/C Ratio(X) 0.77 0.44 0.45 0.77 0.62 0.75 0.36 0.56 0.10 1.22 1.02 1.09 Avail Cap(c_a), veh/h 531 780 762 176 1366 600 190 1436 633 455 854 802 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 40.9 32.8 32.9 43.2 36.6 37.4 43.4 22.5 18.4 40.3 24.4 24.4 Incr Delay (d2), s/veh 1.5 0.3 0.3 4.8 0.4 1.7 0.6 0.2 0.0 118.8 35.3 59.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 2.9 2.9 1.8 3.5 3.9 0.5 6.1 0.8 12.4 24.6 28.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.4 33.2 33.3 48.0 37.0 39.1 44.0 22.7 18.4 159.1 59.7 84.2 LnGrp LOS DCCDDDDCBFFF Approach Vol, veh/h 561 601 885 2303 Approach Delay, s/veh 37.4 39.0 23.6 93.1 Approach LOS D D C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 41.3 10.0 24.2 8.6 49.7 13.7 20.5 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 12.0 36.8 9.0 40.0 5.0 43.8 14.0 35.0 Max Q Clear Time (g_c+I1), s 14.0 17.6 5.8 9.1 3.3 45.8 8.6 12.2 Green Ext Time (p_c), s 0.0 3.2 0.0 1.0 0.0 0.0 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 64.3 HCM 6th LOS E 5.1-6 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 116 100 33 164 27 484 272 474 Future Volume (vph) 116 100 33 164 27 484 272 474 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s)22.0 39.0 15.0 32.0 14.0 46.0 20.0 52.0 Total Split (%)18.3% 32.5% 12.5% 26.7% 11.7% 38.3% 16.7% 43.3% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 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 5.4 4.6 5.4 4.6 5.8 4.6 5.8 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)10.5 21.2 6.5 12.6 6.2 23.1 15.9 39.6 Actuated g/C Ratio 0.13 0.26 0.08 0.15 0.07 0.28 0.19 0.48 v/c Ratio 0.55 0.20 0.25 0.50 0.21 0.74 0.85 0.48 Control Delay 46.1 17.3 45.5 21.6 45.4 30.4 59.0 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.1 17.3 45.5 21.6 45.4 30.4 59.0 15.9 LOS DBDCDCEB Approach Delay 29.0 24.0 30.9 27.3 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 83.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 28.2 Intersection LOS: C Intersection Capacity Utilization 67.0%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. 5.1-7 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Opening Year Cumulative (2025) 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) 116 100 70 33 164 130 27 484 198 272 474 276 Future Volume (veh/h) 116 100 70 33 164 130 27 484 198 272 474 276 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 125 108 71 35 176 103 29 520 205 292 510 270 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 161 429 263 64 326 182 56 711 279 338 997 526 Arrive On Green 0.09 0.20 0.20 0.04 0.15 0.15 0.03 0.28 0.28 0.19 0.44 0.44 Sat Flow, veh/h 1810 2152 1316 1810 2236 1245 1810 2531 993 1810 2283 1204 Grp Volume(v), veh/h 125 89 90 35 140 139 29 370 355 292 403 377 Grp Sat Flow(s),veh/h/ln 1810 1805 1663 1810 1805 1676 1810 1805 1719 1810 1805 1682 Q Serve(g_s), s 4.6 2.9 3.1 1.3 4.9 5.3 1.1 12.7 12.8 10.7 11.1 11.2 Cycle Q Clear(g_c), s 4.6 2.9 3.1 1.3 4.9 5.3 1.1 12.7 12.8 10.7 11.1 11.2 Prop In Lane 1.00 0.79 1.00 0.74 1.00 0.58 1.00 0.72 Lane Grp Cap(c), veh/h 161 360 332 64 263 244 56 507 483 338 788 735 V/C Ratio(X) 0.77 0.25 0.27 0.55 0.53 0.57 0.52 0.73 0.73 0.86 0.51 0.51 Avail Cap(c_a), veh/h 459 884 815 274 700 650 248 1058 1007 406 1216 1133 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 30.6 23.1 23.2 32.5 27.1 27.3 32.7 22.3 22.3 27.0 14.0 14.0 Incr Delay (d2), s/veh 3.0 0.4 0.4 2.7 1.7 2.1 2.7 2.0 2.2 13.4 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 2.0 1.2 1.2 0.6 2.1 2.1 0.5 5.0 4.8 5.4 3.8 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.6 23.5 23.7 35.2 28.8 29.3 35.5 24.4 24.5 40.5 14.5 14.6 LnGrp LOS CCCDCCDCCDBB Approach Vol, veh/h 304 314 754 1072 Approach Delay, s/veh 27.7 29.8 24.9 21.6 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.4 25.1 7.0 19.1 6.7 35.8 10.7 15.4 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 15.4 40.2 10.4 33.6 9.4 46.2 17.4 26.6 Max Q Clear Time (g_c+I1), s 12.7 14.8 3.3 5.1 3.1 13.2 6.6 7.3 Green Ext Time (p_c), s 0.1 4.3 0.0 0.9 0.0 5.0 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 24.4 HCM 6th LOS C 5.1-8 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)12 556 349 456 93 4 7 50 Future Volume (vph)12 556 349 456 93 4 7 50 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 7438 2 6 Permitted Phases 2 6 Detector Phase 74382266 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)10.0 28.3 10.0 29.3 37.9 37.9 43.9 43.9 Total Split (s)13.0 30.0 24.0 41.0 46.0 46.0 46.0 46.0 Total Split (%)13.0% 30.0% 24.0% 41.0% 46.0% 46.0% 46.0% 46.0% Yellow Time (s)3.0 4.3 3.0 4.3 3.9 3.9 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)5.4 24.1 19.4 46.8 14.9 14.9 14.9 14.9 Actuated g/C Ratio 0.07 0.32 0.26 0.62 0.20 0.20 0.20 0.20 v/c Ratio 0.13 0.89 1.07 0.33 0.50 0.73 0.10 0.24 Control Delay 40.0 37.4 93.1 10.6 32.6 11.8 24.4 21.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.0 37.4 93.1 10.6 32.6 11.8 24.4 21.7 LOS DDFBCBCC Approach Delay 37.5 44.1 16.3 22.0 Approach LOS D D B C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 75.9 Natural Cycle: 125 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.07 Intersection Signal Delay: 35.3 Intersection LOS: D Intersection Capacity Utilization 75.5%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 8: Oleander Av. & Slover Av. 5.1-9 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) Without Project 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) 12 556 158 349 456 56 93 4 331 7 50 13 Future Volume (veh/h) 12 556 158 349 456 56 93 4 331 7 50 13 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 17 783 117 492 642 56 131 6 225 10 70 7 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Percent Heavy Veh, %000000000000 Cap, veh/h 36 920 137 484 1811 158 319 8 306 173 335 33 Arrive On Green 0.02 0.29 0.29 0.27 0.54 0.54 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1810 3145 470 1810 3352 292 1336 41 1550 1166 1696 170 Grp Volume(v), veh/h 17 449 451 492 345 353 131 0 231 10 0 77 Grp Sat Flow(s),veh/h/ln 1810 1805 1810 1810 1805 1839 1336 0 1591 1166 0 1865 Q Serve(g_s), s 0.7 16.6 16.6 19.0 7.7 7.7 6.5 0.0 9.7 0.6 0.0 2.5 Cycle Q Clear(g_c), s 0.7 16.6 16.6 19.0 7.7 7.7 8.9 0.0 9.7 10.2 0.0 2.5 Prop In Lane 1.00 0.26 1.00 0.16 1.00 0.97 1.00 0.09 Lane Grp Cap(c), veh/h 36 528 529 484 975 993 319 0 314 173 0 368 V/C Ratio(X) 0.47 0.85 0.85 1.02 0.35 0.36 0.41 0.00 0.74 0.06 0.00 0.21 Avail Cap(c_a), veh/h 204 603 604 484 975 993 810 0 899 601 0 1054 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.4 23.6 23.7 26.0 9.3 9.3 27.6 0.0 26.7 31.5 0.0 23.8 Incr Delay (d2), s/veh 3.4 9.7 9.7 44.9 0.2 0.2 0.3 0.0 1.3 0.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 7.6 7.7 13.2 2.4 2.4 1.9 0.0 3.5 0.2 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.8 33.4 33.4 70.8 9.4 9.4 27.9 0.0 28.0 31.6 0.0 23.9 LnGrp LOS D C C F A A C A C C A C Approach Vol, veh/h 917 1190 362 87 Approach Delay, s/veh 33.5 34.8 28.0 24.8 Approach LOS CCCC Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.9 24.0 27.1 19.9 6.4 44.6 Change Period (Y+Rc), s 5.9 5.0 6.3 5.9 5.0 6.3 Max Green Setting (Gmax), s 40.1 19.0 23.7 40.1 8.0 34.7 Max Q Clear Time (g_c+I1), s 11.7 21.0 18.6 12.2 2.7 9.7 Green Ext Time (p_c), s 1.1 0.0 2.0 0.3 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 33.0 HCM 6th LOS C 5.1-10 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 16 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)33 522 16 269 5 89 114 87 Future Volume (vph)33 522 16 269 5 89 114 87 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s)18.0 34.0 14.0 30.0 12.0 39.0 33.0 60.0 Total Split (%)15.0% 28.3% 11.7% 25.0% 10.0% 32.5% 27.5% 50.0% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 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 5.4 4.6 5.4 4.6 5.4 4.6 5.4 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)7.0 25.8 6.0 22.8 5.5 13.5 12.1 28.9 Actuated g/C Ratio 0.10 0.36 0.08 0.32 0.08 0.19 0.17 0.41 v/c Ratio 0.29 0.63 0.16 0.52 0.06 0.46 0.57 0.27 Control Delay 39.8 23.7 39.9 22.5 40.2 31.8 38.2 15.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.8 23.7 39.9 22.5 40.2 31.8 38.2 15.8 LOS DCDCDCDB Approach Delay 24.6 23.2 32.2 26.3 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 71.3 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 25.1 Intersection LOS: C Intersection Capacity Utilization 45.4%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. 5.1-11 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 522 15 16 269 111 5 89 18 114 87 42 Future Volume (veh/h) 33 522 15 16 269 111 5 89 18 114 87 42 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 51 803 17 25 414 113 8 137 19 175 134 45 Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 Percent Heavy Veh, %000000000000 Cap, veh/h 88 1116 24 52 811 219 19 304 42 225 408 137 Arrive On Green 0.05 0.31 0.31 0.03 0.29 0.29 0.01 0.19 0.19 0.12 0.30 0.30 Sat Flow, veh/h 1810 3615 77 1810 2807 759 1810 1632 226 1810 1360 457 Grp Volume(v), veh/h 51 401 419 25 265 262 8 0 156 175 0 179 Grp Sat Flow(s),veh/h/ln 1810 1805 1886 1810 1805 1760 1810 0 1858 1810 0 1816 Q Serve(g_s), s 1.6 11.2 11.2 0.8 6.9 7.1 0.2 0.0 4.2 5.3 0.0 4.3 Cycle Q Clear(g_c), s 1.6 11.2 11.2 0.8 6.9 7.1 0.2 0.0 4.2 5.3 0.0 4.3 Prop In Lane 1.00 0.04 1.00 0.43 1.00 0.12 1.00 0.25 Lane Grp Cap(c), veh/h 88 557 582 52 521 508 19 0 346 225 0 545 V/C Ratio(X) 0.58 0.72 0.72 0.48 0.51 0.52 0.42 0.00 0.45 0.78 0.00 0.33 Avail Cap(c_a), veh/h 427 909 950 300 782 763 236 0 1099 905 0 1746 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.4 17.4 17.4 27.2 16.8 16.9 27.9 0.0 20.5 24.1 0.0 15.4 Incr Delay (d2), s/veh 2.2 1.8 1.7 2.6 0.8 0.8 5.5 0.0 0.9 2.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 4.2 4.3 0.3 2.6 2.5 0.1 0.0 1.7 2.2 0.0 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.7 19.2 19.1 29.7 17.6 17.7 33.4 0.0 21.5 26.3 0.0 15.8 LnGrp LOS C B B C B B C A C C A B Approach Vol, veh/h 871 552 164 354 Approach Delay, s/veh 19.7 18.2 22.0 21.0 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.7 16.0 6.2 22.9 5.2 22.4 7.4 21.8 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 28.4 33.6 9.4 28.6 7.4 54.6 13.4 24.6 Max Q Clear Time (g_c+I1), s 7.3 6.2 2.8 13.2 2.2 6.3 3.6 9.1 Green Ext Time (p_c), s 0.2 0.8 0.0 4.3 0.0 1.0 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B 5.1-12 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 306 480 1005 518 847 Future Volume (vph) 306 480 1005 518 847 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)30.0 30.0 60.0 60.0 60.0 Total Split (%)33.3% 33.3% 66.7% 66.7% 66.7% 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 C-Min C-Min C-Min Act Effct Green (s)20.4 20.4 59.6 59.6 59.6 Actuated g/C Ratio 0.23 0.23 0.66 0.66 0.66 v/c Ratio 0.79 0.64 0.31 0.44 0.37 Control Delay 46.3 22.0 11.7 7.2 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 22.0 11.7 7.2 8.1 LOS D C B A A Approach Delay 31.5 10.2 8.1 Approach LOS C B A Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 14.9 Intersection LOS: B Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Citrus Av. & I-10 WB Ramps 5.1-13 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 306 480 1005 518 0 847 Future Volume (veh/h) 306 480 1005 518 0 847 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 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 322 340 1058 506 0 892 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000 Cap, veh/h 370 580 3549 1079 0 2470 Arrive On Green 0.20 0.20 1.00 1.00 0.00 0.68 Sat Flow, veh/h 1810 2834 5358 1577 0 3800 Grp Volume(v), veh/h 322 340 1058 506 0 892 Grp Sat Flow(s),veh/h/ln 1810 1417 1729 1577 0 1805 Q Serve(g_s), s 15.5 9.8 0.0 0.0 0.0 9.3 Cycle Q Clear(g_c), s 15.5 9.8 0.0 0.0 0.0 9.3 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 370 580 3549 1079 0 2470 V/C Ratio(X) 0.87 0.59 0.30 0.47 0.00 0.36 Avail Cap(c_a), veh/h 503 787 3549 1079 0 2470 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.66 0.66 0.00 1.00 Uniform Delay (d), s/veh 34.6 32.3 0.0 0.0 0.0 6.0 Incr Delay (d2), s/veh 9.5 0.4 0.1 1.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 3.3 0.0 0.3 0.0 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.1 32.7 0.1 1.0 0.0 6.4 LnGrp LOS D C AAAA Approach Vol, veh/h 662 1564 892 Approach Delay, s/veh 38.2 0.4 6.4 Approach LOS D A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 66.6 66.6 23.4 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 55.0 55.0 25.0 Max Q Clear Time (g_c+I1), s 2.0 11.3 17.5 Green Ext Time (p_c), s 6.4 4.0 0.9 Intersection Summary HCM 6th Ctrl Delay 10.1 HCM 6th LOS B Notes Unsignalized Delay for [SBT] is excluded from calculations of the approach delay and intersection delay. 5.1-14 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 435 8 1083 453 703 Future Volume (vph) 435 8 1083 453 703 Turn Type Split NA NA Prot NA Protected Phases 44216 Permitted Phases Detector Phase 44216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 25.0 9.0 10.0 Total Split (s)25.0 25.0 40.0 25.0 65.0 Total Split (%)27.8% 27.8% 44.4% 27.8% 72.2% Yellow Time (s)4.0 4.0 4.0 3.0 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 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None C-Min None C-Min Act Effct Green (s)16.1 16.1 43.6 16.3 63.9 Actuated g/C Ratio 0.18 0.18 0.48 0.18 0.71 v/c Ratio 0.72 0.66 0.68 0.74 0.28 Control Delay 41.2 14.8 18.8 37.2 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.2 14.8 18.8 37.2 7.0 LOS D B B D A Approach Delay 30.0 18.8 18.9 Approach LOS C B B Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 21.2 Intersection LOS: C Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 5.1-15 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 435 8 315 00001083 547 453 703 0 Future Volume (veh/h) 435 8 315 00001083 547 453 703 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 448 8 247 0 1116 357 467 725 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 648 9 289 0 1960 627 541 2543 0 Arrive On Green 0.18 0.18 0.18 0.00 0.51 0.51 0.31 1.00 0.00 Sat Flow, veh/h 3510 51 1567 0 4047 1240 3510 3705 0 Grp Volume(v), veh/h 448 0 255 0 996 477 467 725 0 Grp Sat Flow(s),veh/h/ln 1755 0 1618 0 1729 1658 1755 1805 0 Q Serve(g_s), s 10.7 0.0 13.7 0.0 18.0 18.0 11.3 0.0 0.0 Cycle Q Clear(g_c), s 10.7 0.0 13.7 0.0 18.0 18.0 11.3 0.0 0.0 Prop In Lane 1.00 0.97 0.00 0.75 1.00 0.00 Lane Grp Cap(c), veh/h 648 0 299 0 1749 839 541 2543 0 V/C Ratio(X)0.69 0.00 0.85 0.00 0.57 0.57 0.86 0.29 0.00 Avail Cap(c_a), veh/h 780 0 360 0 1749 839 819 2543 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.35 0.35 0.87 0.87 0.00 Uniform Delay (d), s/veh 34.3 0.0 35.5 0.0 15.4 15.4 30.2 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 13.6 0.0 0.5 1.0 3.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 0.0 6.2 0.0 6.3 6.1 4.0 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.6 0.0 49.1 0.0 15.9 16.4 33.8 0.2 0.0 LnGrp LOS D A D A B B C A A Approach Vol, veh/h 703 1473 1192 Approach Delay, s/veh 40.5 16.1 13.4 Approach LOS D B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 17.9 50.5 21.6 68.4 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 35.0 20.0 60.0 Max Q Clear Time (g_c+I1), s 13.3 20.0 15.7 2.0 Green Ext Time (p_c), s 0.6 5.8 0.9 3.1 Intersection Summary HCM 6th Ctrl Delay 20.2 HCM 6th LOS C 5.1-16 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 585 693 97 258 400 56 867 69 338 597 Future Volume (vph) 585 693 97 258 400 56 867 69 338 597 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7438 52 16 Permitted Phases 8 2 Detector Phase 7438852216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 Total Split (s)24.0 50.3 15.0 41.3 41.3 10.0 42.7 42.7 12.0 44.7 Total Split (%)20.0% 41.9% 12.5% 34.4% 34.4% 8.3% 35.6% 35.6% 10.0% 37.3% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag 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)19.4 33.4 8.8 22.8 22.8 5.1 30.2 30.2 7.2 34.8 Actuated g/C Ratio 0.19 0.33 0.09 0.22 0.22 0.05 0.30 0.30 0.07 0.34 v/c Ratio 0.93 0.66 0.66 0.34 0.88 0.34 0.86 0.12 1.45 0.71 Control Delay 64.2 32.7 69.7 34.4 43.1 57.6 43.7 0.4 261.4 33.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.2 32.7 69.7 34.4 43.1 57.6 43.7 0.4 261.4 33.1 LOS ECECDEDAFC Approach Delay 46.7 43.5 41.4 100.4 Approach LOS D D D F Intersection Summary Cycle Length: 120 Actuated Cycle Length: 102.2 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.45 Intersection Signal Delay: 59.5 Intersection LOS: E Intersection Capacity Utilization 80.3%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 5.1-17 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) 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) 585 693 42 97 258 400 56 867 69 338 597 213 Future Volume (veh/h) 585 693 42 97 258 400 56 867 69 338 597 213 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 616 729 36 102 272 368 59 913 51 356 628 185 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 632 1276 63 128 923 411 137 1039 456 233 866 255 Arrive On Green 0.18 0.36 0.36 0.07 0.26 0.26 0.04 0.29 0.29 0.07 0.32 0.32 Sat Flow, veh/h 3510 3498 173 1810 3610 1606 3510 3610 1585 3510 2750 809 Grp Volume(v), veh/h 616 376 389 102 272 368 59 913 51 356 412 401 Grp Sat Flow(s),veh/h/ln 1755 1805 1866 1810 1805 1606 1755 1805 1585 1755 1805 1753 Q Serve(g_s), s 18.4 17.6 17.7 5.9 6.4 23.3 1.7 25.5 2.5 7.0 21.4 21.4 Cycle Q Clear(g_c), s 18.4 17.6 17.7 5.9 6.4 23.3 1.7 25.5 2.5 7.0 21.4 21.4 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 0.46 Lane Grp Cap(c), veh/h 632 659 681 128 923 411 137 1039 456 233 569 552 V/C Ratio(X) 0.97 0.57 0.57 0.80 0.29 0.90 0.43 0.88 0.11 1.53 0.72 0.73 Avail Cap(c_a), veh/h 632 752 778 171 1197 533 166 1259 553 233 663 645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 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 43.0 26.9 26.9 48.3 31.6 37.9 49.6 35.8 27.7 49.3 32.1 32.1 Incr Delay (d2), s/veh 29.3 0.3 0.3 12.3 0.1 12.8 0.8 5.7 0.0 258.7 2.5 2.6 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 10.2 7.2 7.5 3.0 2.7 10.2 0.8 11.4 0.9 11.3 9.2 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.4 27.2 27.2 60.6 31.7 50.7 50.4 41.5 27.7 308.0 34.6 34.7 LnGrp LOS E C C E CDDDCFCC Approach Vol, veh/h 1381 742 1023 1169 Approach Delay, s/veh 47.3 45.1 41.3 117.9 Approach LOS D D D F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.0 36.3 12.5 44.8 9.1 39.2 24.0 33.3 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 7.0 36.8 10.0 44.0 5.0 38.8 19.0 35.0 Max Q Clear Time (g_c+I1), s 9.0 27.5 7.9 19.7 3.7 23.4 20.4 25.3 Green Ext Time (p_c), s 0.0 2.9 0.0 2.6 0.0 2.7 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 64.6 HCM 6th LOS E 5.1-18 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 267 194 42 141 34 519 148 369 Future Volume (vph) 267 194 42 141 34 519 148 369 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s)27.0 45.0 13.0 31.0 13.0 43.0 19.0 49.0 Total Split (%)22.5% 37.5% 10.8% 25.8% 10.8% 35.8% 15.8% 40.8% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 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 5.4 4.6 5.4 4.6 5.8 4.6 5.8 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)17.8 28.7 6.6 12.6 6.4 21.3 11.6 31.3 Actuated g/C Ratio 0.21 0.34 0.08 0.15 0.08 0.25 0.14 0.37 v/c Ratio 0.73 0.20 0.30 0.53 0.26 0.70 0.62 0.38 Control Delay 45.4 21.5 48.2 18.2 47.5 33.4 49.3 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.4 21.5 48.2 18.2 47.5 33.4 49.3 21.0 LOS DCDBDCDC Approach Delay 34.4 21.5 34.2 27.7 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 84.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 30.1 Intersection LOS: C Intersection Capacity Utilization 68.5%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. 5.1-19 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 267 194 36 42 141 197 34 519 87 148 369 113 Future Volume (veh/h) 267 194 36 42 141 197 34 519 87 148 369 113 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 275 200 31 43 145 176 35 535 82 153 380 111 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %000000000000 Cap, veh/h 326 950 145 75 297 263 65 756 115 194 864 249 Arrive On Green 0.18 0.30 0.30 0.04 0.16 0.16 0.04 0.24 0.24 0.11 0.31 0.31 Sat Flow, veh/h 1810 3133 478 1810 1805 1601 1810 3138 479 1810 2764 798 Grp Volume(v), veh/h 275 114 117 43 145 176 35 307 310 153 247 244 Grp Sat Flow(s),veh/h/ln 1810 1805 1806 1810 1805 1601 1810 1805 1812 1810 1805 1756 Q Serve(g_s), s 9.8 3.1 3.2 1.5 4.8 6.9 1.3 10.3 10.4 5.5 7.2 7.4 Cycle Q Clear(g_c), s 9.8 3.1 3.2 1.5 4.8 6.9 1.3 10.3 10.4 5.5 7.2 7.4 Prop In Lane 1.00 0.26 1.00 1.00 1.00 0.26 1.00 0.45 Lane Grp Cap(c), veh/h 326 547 548 75 297 263 65 435 437 194 564 549 V/C Ratio(X) 0.84 0.21 0.21 0.58 0.49 0.67 0.54 0.71 0.71 0.79 0.44 0.45 Avail Cap(c_a), veh/h 610 1076 1077 229 696 617 229 1011 1015 392 1174 1143 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 26.3 17.2 17.2 31.3 25.2 26.1 31.5 23.0 23.1 28.9 18.2 18.2 Incr Delay (d2), s/veh 2.3 0.2 0.2 2.6 1.2 2.9 2.6 2.1 2.1 2.7 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 4.0 1.2 1.2 0.7 2.0 2.6 0.6 4.1 4.2 2.3 2.7 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.6 17.4 17.4 33.9 26.5 29.0 34.1 25.2 25.2 31.6 18.7 18.8 LnGrp LOS C B B CCCCCCCBB Approach Vol, veh/h 506 364 652 644 Approach Delay, s/veh 23.5 28.6 25.7 21.8 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.7 21.8 7.3 25.5 7.0 26.5 16.6 16.3 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 14.4 37.2 8.4 39.6 8.4 43.2 22.4 25.6 Max Q Clear Time (g_c+I1), s 7.5 12.4 3.5 5.2 3.3 9.4 11.8 8.9 Green Ext Time (p_c), s 0.1 3.5 0.0 1.3 0.0 2.8 0.3 1.6 Intersection Summary HCM 6th Ctrl Delay 24.5 HCM 6th LOS C 5.1-20 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)28 928 91 564 84 4 40 3 Future Volume (vph)28 928 91 564 84 4 40 3 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 7438 2 6 Permitted Phases 2 6 Detector Phase 74382266 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)10.0 28.3 10.0 29.3 37.9 37.9 43.9 43.9 Total Split (s)10.0 40.0 14.0 44.0 46.0 46.0 46.0 46.0 Total Split (%)10.0% 40.0% 14.0% 44.0% 46.0% 46.0% 46.0% 46.0% Yellow Time (s)3.0 4.3 3.0 4.3 3.9 3.9 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)6.6 33.5 8.7 39.7 14.2 14.2 14.2 14.2 Actuated g/C Ratio 0.11 0.55 0.14 0.65 0.23 0.23 0.23 0.23 v/c Ratio 0.16 0.59 0.39 0.28 0.29 0.19 0.14 0.13 Control Delay 38.3 18.5 38.0 10.7 26.1 7.3 23.7 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.3 18.5 38.0 10.7 26.1 7.3 23.7 8.1 LOS DBDBCACA Approach Delay 19.1 14.3 17.2 15.3 Approach LOS BBBB Intersection Summary Cycle Length: 100 Actuated Cycle Length: 61.4 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 17.1 Intersection LOS: B Intersection Capacity Utilization 60.1%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 8: Oleander Av. & Slover Av. 5.1-21 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 928 119 91 564 23 84 4 71 40 3 45 Future Volume (veh/h) 28 928 119 91 564 23 84 4 71 40 3 45 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 31 1020 110 100 620 24 92 4 38 44 3 42 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000000000 Cap, veh/h 64 1380 149 140 1636 63 312 21 203 314 15 212 Arrive On Green 0.04 0.42 0.42 0.08 0.46 0.46 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1810 3287 354 1810 3543 137 1383 153 1454 1386 108 1518 Grp Volume(v), veh/h 31 560 570 100 316 328 92 0 42 44 0 45 Grp Sat Flow(s),veh/h/ln 1810 1805 1836 1810 1805 1875 1383 0 1607 1386 0 1627 Q Serve(g_s), s 0.8 12.4 12.4 2.6 5.4 5.4 3.0 0.0 1.1 1.4 0.0 1.2 Cycle Q Clear(g_c), s 0.8 12.4 12.4 2.6 5.4 5.4 4.1 0.0 1.1 2.5 0.0 1.2 Prop In Lane 1.00 0.19 1.00 0.07 1.00 0.90 1.00 0.93 Lane Grp Cap(c), veh/h 64 758 771 140 833 866 312 0 225 314 0 228 V/C Ratio(X) 0.48 0.74 0.74 0.72 0.38 0.38 0.30 0.00 0.19 0.14 0.00 0.20 Avail Cap(c_a), veh/h 191 1284 1306 344 1436 1492 1289 0 1360 1294 0 1377 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.4 11.6 11.6 21.3 8.3 8.3 19.9 0.0 18.0 19.1 0.0 18.0 Incr Delay (d2), s/veh 2.1 1.1 1.1 2.5 0.2 0.2 0.2 0.0 0.1 0.1 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 3.5 3.6 1.0 1.4 1.5 0.8 0.0 0.4 0.4 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.5 12.6 12.6 23.9 8.5 8.5 20.0 0.0 18.1 19.2 0.0 18.2 LnGrp LOS C B B C A A C ABBAB Approach Vol, veh/h 1161 744 134 89 Approach Delay, s/veh 12.9 10.6 19.5 18.7 Approach LOS BBBB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 12.5 8.7 26.2 12.5 6.7 28.2 Change Period (Y+Rc), s 5.9 5.0 6.3 5.9 5.0 6.3 Max Green Setting (Gmax), s 40.1 9.0 33.7 40.1 5.0 37.7 Max Q Clear Time (g_c+I1), s 6.1 4.6 14.4 4.5 2.8 7.4 Green Ext Time (p_c), s 0.3 0.0 5.5 0.2 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B 5.1-22 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)8 309 29 331 37 122 10 71 Future Volume (vph)8 309 29 331 37 122 10 71 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s)13.0 35.0 19.0 41.0 20.0 52.0 14.0 46.0 Total Split (%)10.8% 29.2% 15.8% 34.2% 16.7% 43.3% 11.7% 38.3% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 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 5.4 4.6 5.4 4.6 5.4 4.6 5.4 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)6.1 18.7 7.3 23.2 7.7 19.2 6.2 14.4 Actuated g/C Ratio 0.11 0.32 0.13 0.40 0.13 0.33 0.11 0.25 v/c Ratio 0.07 0.56 0.22 0.41 0.26 0.49 0.09 0.30 Control Delay 34.9 20.4 33.5 14.8 33.0 20.5 34.9 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.9 20.4 33.5 14.8 33.0 20.5 34.9 25.0 LOS CCCBCCCC Approach Delay 20.7 16.3 22.6 26.0 Approach LOS C B C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 57.9 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 20.0 Intersection LOS: B Intersection Capacity Utilization 37.7%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. 5.1-23 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 309 69 29 331 18 37 122 55 10 71 11 Future Volume (veh/h) 8 309 69 29 331 18 37 122 55 10 71 11 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 14 524 95 49 561 26 63 207 64 17 120 17 Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Percent Heavy Veh, %000000000000 Cap, veh/h 32 816 147 90 1050 49 107 342 106 38 338 48 Arrive On Green 0.02 0.27 0.27 0.05 0.30 0.30 0.06 0.25 0.25 0.02 0.21 0.21 Sat Flow, veh/h 1810 3053 551 1810 3509 162 1810 1392 430 1810 1628 231 Grp Volume(v), veh/h 14 309 310 49 288 299 63 0 271 17 0 137 Grp Sat Flow(s),veh/h/ln 1810 1805 1800 1810 1805 1866 1810 0 1823 1810 0 1858 Q Serve(g_s), s 0.4 7.3 7.3 1.3 6.4 6.4 1.6 0.0 6.3 0.4 0.0 3.0 Cycle Q Clear(g_c), s 0.4 7.3 7.3 1.3 6.4 6.4 1.6 0.0 6.3 0.4 0.0 3.0 Prop In Lane 1.00 0.31 1.00 0.09 1.00 0.24 1.00 0.12 Lane Grp Cap(c), veh/h 32 482 481 90 540 558 107 0 448 38 0 386 V/C Ratio(X) 0.44 0.64 0.65 0.54 0.53 0.53 0.59 0.00 0.60 0.44 0.00 0.35 Avail Cap(c_a), veh/h 316 1111 1108 542 1336 1381 579 0 1766 354 0 1569 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.4 15.6 15.6 22.3 14.0 14.1 22.1 0.0 16.1 23.3 0.0 16.3 Incr Delay (d2), s/veh 3.4 1.4 1.5 1.9 0.8 0.8 1.9 0.0 1.3 3.0 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 2.6 2.6 0.5 2.2 2.3 0.7 0.0 2.3 0.2 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.8 17.0 17.1 24.2 14.9 14.9 24.0 0.0 17.4 26.3 0.0 16.8 LnGrp LOS C B B C B B C A B C A B Approach Vol, veh/h 633 636 334 154 Approach Delay, s/veh 17.3 15.6 18.6 17.9 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.6 17.2 7.0 18.2 7.4 15.4 5.5 19.8 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 9.4 46.6 14.4 29.6 15.4 40.6 8.4 35.6 Max Q Clear Time (g_c+I1), s 2.4 8.3 3.3 9.3 3.6 5.0 2.4 8.4 Green Ext Time (p_c), s 0.0 1.6 0.0 3.5 0.0 0.7 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B 5.1-24 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV APPENDIX 5.2: OPENING YEAR CUMULATIVE (2025) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV This Page Intentionally Left Blank Timings Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 10/31/2022 Opening Year Cumulative (2025) 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) 654 525 656 365 992 Future Volume (vph) 654 525 656 365 992 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)50.0 50.0 50.0 50.0 50.0 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 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 C-Min C-Min C-Min Act Effct Green (s)44.1 44.1 45.9 45.9 45.9 Actuated g/C Ratio 0.44 0.44 0.46 0.46 0.46 v/c Ratio 0.91 0.42 0.31 0.43 0.67 Control Delay 43.3 11.8 22.6 6.6 24.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 43.3 11.8 22.6 6.6 24.2 LOS DBCAC Approach Delay 29.3 16.9 24.2 Approach LOS C B C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 23.7 Intersection LOS: C Intersection Capacity Utilization 72.0% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Citrus Av. & I-10 WB Ramps 5.2-1 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 10/31/2022 Opening Year Cumulative (2025) 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) 654 525 656 365 0 992 Future Volume (veh/h) 654 525 656 365 0 992 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 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 727 583 729 397 0 1102 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %000000 Cap, veh/h 764 1197 2478 752 0 1724 Arrive On Green 0.42 0.42 0.96 0.96 0.00 0.48 Sat Flow, veh/h 1810 2834 5358 1575 0 3800 Grp Volume(v), veh/h 727 583 729 397 0 1102 Grp Sat Flow(s),veh/h/ln 1810 1417 1729 1575 0 1805 Q Serve(g_s), s 38.8 15.0 0.9 2.3 0.0 23.0 Cycle Q Clear(g_c), s 38.8 15.0 0.9 2.3 0.0 23.0 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 764 1197 2478 752 0 1724 V/C Ratio(X) 0.95 0.49 0.29 0.53 0.00 0.64 Avail Cap(c_a), veh/h 814 1275 2478 752 0 1724 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.74 0.74 0.00 1.00 Uniform Delay (d), s/veh 27.9 21.0 1.2 1.2 0.0 19.6 Incr Delay (d2), s/veh 19.5 0.1 0.2 2.0 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 20.1 4.8 0.3 0.8 0.0 9.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.4 21.1 1.4 3.2 0.0 21.5 LnGrp LOS D C A A A C Approach Vol, veh/h 1310 1126 1102 Approach Delay, s/veh 35.7 2.0 21.5 Approach LOS D A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 52.8 52.8 47.2 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 45.0 45.0 Max Q Clear Time (g_c+I1), s 4.3 25.0 40.8 Green Ext Time (p_c), s 4.0 4.8 1.4 Intersection Summary HCM 6th Ctrl Delay 20.6 HCM 6th LOS C Notes Unsignalized Delay for [SBT] is excluded from calculations of the approach delay and intersection delay. 5.2-2 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 277 2 745 480 1202 Future Volume (vph) 277 2 745 480 1202 Turn Type Split NA NA Prot NA Protected Phases 44216 Permitted Phases Detector Phase 44216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 25.0 9.0 10.0 Total Split (s)37.0 37.0 36.0 27.0 63.0 Total Split (%)37.0% 37.0% 36.0% 27.0% 63.0% Yellow Time (s)4.0 4.0 4.0 3.0 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 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None C-Min None C-Min Act Effct Green (s)37.4 37.4 30.2 18.4 52.6 Actuated g/C Ratio 0.37 0.37 0.30 0.18 0.53 v/c Ratio 0.22 1.34 0.73 0.77 0.65 Control Delay 23.0 190.5 30.6 48.9 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 23.0 190.5 30.6 48.9 14.2 LOS C F C D B Approach Delay 148.7 30.6 24.1 Approach LOS F C C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.34 Intersection Signal Delay: 61.5 Intersection LOS: E Intersection Capacity Utilization 99.7% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 5.2-3 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 10/31/2022 Opening Year Cumulative (2025) 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) 277 2 833 00007453654801202 0 Future Volume (veh/h) 277 2 833 00007453654801202 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 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 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 286 2 737 0 768 262 495 1239 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 1123 1 514 0 1450 489 562 2094 0 Arrive On Green 0.32 0.32 0.32 0.00 0.38 0.38 0.32 1.00 0.00 Sat Flow, veh/h 3510 4 1606 0 3986 1288 3510 3705 0 Grp Volume(v), veh/h 286 0 739 0 695 335 495 1239 0 Grp Sat Flow(s),veh/h/ln 1755 0 1611 0 1729 1644 1755 1805 0 Q Serve(g_s), s 6.0 0.0 32.0 0.0 15.6 15.8 13.4 0.0 0.0 Cycle Q Clear(g_c), s 6.0 0.0 32.0 0.0 15.6 15.8 13.4 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.78 1.00 0.00 Lane Grp Cap(c), veh/h 1123 0 515 0 1314 625 562 2094 0 V/C Ratio(X)0.25 0.00 1.43 0.00 0.53 0.54 0.88 0.59 0.00 Avail Cap(c_a), veh/h 1123 0 515 0 1314 625 807 2094 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.75 0.75 0.56 0.56 0.00 Uniform Delay (d), s/veh 25.2 0.0 34.0 0.0 24.1 24.1 33.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 206.1 0.0 1.1 2.5 3.6 0.7 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 2.4 0.0 41.1 0.0 6.2 6.2 4.8 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.2 0.0 240.1 0.0 25.2 26.6 36.7 0.7 0.0 LnGrp LOS C A F A C C D A A Approach Vol, veh/h 1025 1030 1734 Approach Delay, s/veh 180.1 25.7 11.0 Approach LOS F C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 20.0 43.0 37.0 63.0 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 31.0 32.0 58.0 Max Q Clear Time (g_c+I1), s 15.4 17.8 34.0 2.0 Green Ext Time (p_c), s 0.6 3.6 0.0 6.5 Intersection Summary HCM 6th Ctrl Delay 60.7 HCM 6th LOS E 5.2-4 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 224 211 67 302 223 43 689 84 500 1084 Future Volume (vph) 224 211 67 302 223 43 689 84 500 1084 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7438 52 16 Permitted Phases 8 2 Detector Phase 7438852216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 Total Split (s)19.0 46.3 14.0 41.3 41.3 10.0 42.7 42.7 17.0 49.7 Total Split (%)15.8% 38.6% 11.7% 34.4% 34.4% 8.3% 35.6% 35.6% 14.2% 41.4% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag 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)10.6 21.9 7.5 16.3 16.3 5.1 35.0 35.0 12.2 44.6 Actuated g/C Ratio 0.11 0.23 0.08 0.17 0.17 0.05 0.36 0.36 0.13 0.46 v/c Ratio 0.67 0.38 0.55 0.56 0.61 0.27 0.60 0.14 1.29 1.18 Control Delay 52.1 30.5 61.8 40.6 18.9 52.6 28.9 0.4 181.2 112.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.1 30.5 61.8 40.6 18.9 52.6 28.9 0.4 181.2 112.9 LOS DCEDBDCAFF Approach Delay 40.3 34.8 27.2 128.5 Approach LOS D C C F Intersection Summary Cycle Length: 120 Actuated Cycle Length: 96.8 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.29 Intersection Signal Delay: 84.0 Intersection LOS: F Intersection Capacity Utilization 87.2%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 5.2-5 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.10/31/2022 Opening Year Cumulative (2025) 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) 224 211 59 67 302 223 43 689 84 500 1084 597 Future Volume (veh/h) 224 211 59 67 302 223 43 689 84 500 1084 597 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 255 240 66 76 343 185 49 783 63 568 1232 544 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %000000000000 Cap, veh/h 330 549 148 98 562 247 136 1378 607 454 1167 488 Arrive On Green 0.09 0.20 0.20 0.05 0.16 0.16 0.04 0.38 0.38 0.13 0.47 0.47 Sat Flow, veh/h 3510 2811 756 1810 3610 1586 3510 3610 1591 3510 2470 1033 Grp Volume(v), veh/h 255 152 154 76 343 185 49 783 63 568 882 894 Grp Sat Flow(s),veh/h/ln 1755 1805 1763 1810 1805 1586 1755 1805 1591 1755 1805 1699 Q Serve(g_s), s 6.6 6.9 7.1 3.8 8.2 10.3 1.3 15.9 2.4 12.0 43.8 43.8 Cycle Q Clear(g_c), s 6.6 6.9 7.1 3.8 8.2 10.3 1.3 15.9 2.4 12.0 43.8 43.8 Prop In Lane 1.00 0.43 1.00 1.00 1.00 1.00 1.00 0.61 Lane Grp Cap(c), veh/h 330 353 344 98 562 247 136 1378 607 454 853 802 V/C Ratio(X) 0.77 0.43 0.45 0.77 0.61 0.75 0.36 0.57 0.10 1.25 1.03 1.11 Avail Cap(c_a), veh/h 530 779 760 176 1363 598 189 1433 631 454 853 802 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 41.0 32.8 32.9 43.3 36.5 37.4 43.5 22.6 18.5 40.4 24.5 24.5 Incr Delay (d2), s/veh 1.5 0.3 0.3 4.8 0.4 1.7 0.6 0.3 0.0 129.8 40.0 68.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 2.9 2.9 1.8 3.5 3.9 0.5 6.2 0.8 13.1 25.7 30.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.5 33.1 33.2 48.1 36.9 39.2 44.1 22.9 18.5 170.2 64.4 92.6 LnGrp LOS DCCDDDDCBFFF Approach Vol, veh/h 561 604 895 2344 Approach Delay, s/veh 37.4 39.0 23.8 100.8 Approach LOS D D C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 41.3 10.0 24.4 8.6 49.7 13.7 20.7 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 12.0 36.8 9.0 40.0 5.0 43.8 14.0 35.0 Max Q Clear Time (g_c+I1), s 14.0 17.9 5.8 9.1 3.3 45.8 8.6 12.3 Green Ext Time (p_c), s 0.0 3.2 0.0 1.0 0.0 0.0 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 68.6 HCM 6th LOS E 5.2-6 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 4: Citrus Av. & Driveway 1 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 2 781 3 6 1050 Future Vol, veh/h 1 2 781 3 6 1050 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 1 2 849 3 7 1141 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1436 426 0 0 852 0 Stage 1 851 ----- Stage 2 585 ----- 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 127 582 - - 795 - Stage 1 384 ----- Stage 2 526 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 126 582 - - 795 - Mov Cap-2 Maneuver 314 ----- Stage 1 384 ----- Stage 2 521 ----- Approach WB NB SB HCM Control Delay, s 13 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 453 795 - HCM Lane V/C Ratio - - 0.007 0.008 - HCM Control Delay (s) - - 13 9.6 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - 5.2-7 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 116 103 35 165 27 489 290 477 Future Volume (vph) 116 103 35 165 27 489 290 477 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s)22.0 39.0 15.0 32.0 14.0 46.0 20.0 52.0 Total Split (%)18.3% 32.5% 12.5% 26.7% 11.7% 38.3% 16.7% 43.3% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 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 5.4 4.6 5.4 4.6 5.8 4.6 5.8 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)10.6 21.2 6.6 12.6 6.2 23.6 15.9 40.1 Actuated g/C Ratio 0.13 0.25 0.08 0.15 0.07 0.28 0.19 0.48 v/c Ratio 0.55 0.20 0.27 0.51 0.22 0.74 0.91 0.48 Control Delay 46.3 17.6 45.9 21.6 45.7 30.3 68.6 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 17.6 45.9 21.6 45.7 30.3 68.6 15.9 LOS DBDCDCEB Approach Delay 29.1 24.2 30.9 30.5 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 83.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 29.6 Intersection LOS: C Intersection Capacity Utilization 68.5%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. 5.2-8 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/31/2022 Opening Year Cumulative (2025) 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) 116 103 70 35 165 135 27 489 205 290 477 276 Future Volume (veh/h) 116 103 70 35 165 135 27 489 205 290 477 276 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 125 111 71 38 177 108 29 526 212 312 513 270 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 161 421 251 67 312 181 56 711 285 356 1027 539 Arrive On Green 0.09 0.19 0.19 0.04 0.14 0.14 0.03 0.28 0.28 0.20 0.45 0.45 Sat Flow, veh/h 1810 2174 1297 1810 2200 1276 1810 2512 1009 1810 2288 1200 Grp Volume(v), veh/h 125 91 91 38 144 141 29 377 361 312 404 379 Grp Sat Flow(s),veh/h/ln 1810 1805 1667 1810 1805 1670 1810 1805 1716 1810 1805 1683 Q Serve(g_s), s 4.8 3.0 3.3 1.5 5.2 5.6 1.1 13.4 13.4 11.8 11.2 11.3 Cycle Q Clear(g_c), s 4.8 3.0 3.3 1.5 5.2 5.6 1.1 13.4 13.4 11.8 11.2 11.3 Prop In Lane 1.00 0.78 1.00 0.76 1.00 0.59 1.00 0.71 Lane Grp Cap(c), veh/h 161 350 323 67 256 237 56 511 486 356 810 755 V/C Ratio(X) 0.78 0.26 0.28 0.56 0.56 0.60 0.52 0.74 0.74 0.88 0.50 0.50 Avail Cap(c_a), veh/h 447 861 795 267 681 631 241 1030 979 395 1183 1103 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 31.4 24.1 24.2 33.4 28.2 28.3 33.6 22.9 22.9 27.5 13.8 13.8 Incr Delay (d2), s/veh 3.0 0.4 0.5 2.7 1.9 2.4 2.8 2.1 2.3 16.9 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 2.1 1.2 1.2 0.7 2.2 2.2 0.5 5.3 5.1 6.3 3.9 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.4 24.5 24.7 36.1 30.1 30.7 36.4 25.0 25.2 44.4 14.3 14.3 LnGrp LOS CCCDCCDCCDBB Approach Vol, veh/h 307 323 767 1095 Approach Delay, s/veh 28.6 31.1 25.5 22.9 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.5 25.7 7.2 19.0 6.8 37.4 10.9 15.4 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 15.4 40.2 10.4 33.6 9.4 46.2 17.4 26.6 Max Q Clear Time (g_c+I1), s 13.8 15.4 3.5 5.3 3.1 13.3 6.8 7.6 Green Ext Time (p_c), s 0.1 4.4 0.0 1.0 0.0 5.0 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C 5.2-9 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 6: Santa Ana Av. & Driveway 2 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 588 331 2 1 2 Future Vol, veh/h 8 588 331 2 1 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 9 639 360 2 1 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 362 0 - 0 699 181 Stage 1 - - - - 361 - Stage 2 - - - - 338 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1208 - - - 378 837 Stage 1 - - - - 682 - Stage 2 - - - - 700 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1208 - - - 375 837 Mov Cap-2 Maneuver - - - - 554 - Stage 1 - - - - 677 - Stage 2 - - - - 700 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1208 - - - 715 HCM Lane V/C Ratio 0.007 - - - 0.005 HCM Control Delay (s) 8 - - - 10.1 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 5.2-10 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 7: Santa Ana Av. & Driveway 3 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 587 333 2 1 1 Future Vol, veh/h 2 587 333 2 1 1 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 638 362 2 1 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 364 0 - 0 686 182 Stage 1 - - - - 363 - Stage 2 - - - - 323 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1206 - - - 386 836 Stage 1 - - - - 680 - Stage 2 - - - - 712 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1206 - - - 385 836 Mov Cap-2 Maneuver - - - - 561 - Stage 1 - - - - 679 - Stage 2 - - - - 712 - Approach EB WB SB HCM Control Delay, s 0 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1206 - - - 671 HCM Lane V/C Ratio 0.002 - - - 0.003 HCM Control Delay (s) 8 - - - 10.4 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 5.2-11 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)12 556 356 456 96 4 7 50 Future Volume (vph)12 556 356 456 96 4 7 50 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 7438 2 6 Permitted Phases 2 6 Detector Phase 74382266 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)10.0 28.3 10.0 29.3 37.9 37.9 43.9 43.9 Total Split (s)12.0 28.3 27.0 43.3 44.7 44.7 44.7 44.7 Total Split (%)12.0% 28.3% 27.0% 43.3% 44.7% 44.7% 44.7% 44.7% Yellow Time (s)3.0 4.3 3.0 4.3 3.9 3.9 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)5.4 22.4 22.4 48.1 15.1 15.1 15.1 15.1 Actuated g/C Ratio 0.07 0.29 0.29 0.62 0.20 0.20 0.20 0.20 v/c Ratio 0.14 1.00 0.96 0.33 0.52 0.69 0.10 0.24 Control Delay 40.8 56.3 61.7 10.5 33.8 8.3 25.0 22.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.8 56.3 61.7 10.5 33.8 8.3 25.0 22.1 LOS D E E B C A C C Approach Delay 56.1 31.5 13.9 22.4 Approach LOS E C B C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 77.4 Natural Cycle: 125 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 36.2 Intersection LOS: D Intersection Capacity Utilization 76.3%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 8: Oleander Av. & Slover Av. 5.2-12 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 556 168 356 456 56 96 4 333 7 50 13 Future Volume (veh/h) 12 556 168 356 456 56 96 4 333 7 50 13 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 17 783 131 501 642 56 135 6 228 10 70 7 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Percent Heavy Veh, %000000000000 Cap, veh/h 36 871 146 529 1859 162 313 8 305 164 334 33 Arrive On Green 0.02 0.28 0.28 0.29 0.55 0.55 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1810 3089 517 1810 3352 292 1336 41 1550 1163 1696 170 Grp Volume(v), veh/h 17 458 456 501 345 353 135 0 234 10 0 77 Grp Sat Flow(s),veh/h/ln 1810 1805 1800 1810 1805 1839 1336 0 1591 1163 0 1865 Q Serve(g_s), s 0.7 18.3 18.3 20.4 7.9 8.0 7.1 0.0 10.4 0.6 0.0 2.6 Cycle Q Clear(g_c), s 0.7 18.3 18.3 20.4 7.9 8.0 9.7 0.0 10.4 11.0 0.0 2.6 Prop In Lane 1.00 0.29 1.00 0.16 1.00 0.97 1.00 0.09 Lane Grp Cap(c), veh/h 36 509 508 529 1001 1020 313 0 313 164 0 368 V/C Ratio(X) 0.47 0.90 0.90 0.95 0.34 0.35 0.43 0.00 0.75 0.06 0.00 0.21 Avail Cap(c_a), veh/h 168 528 526 529 1001 1020 739 0 820 534 0 962 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.5 26.0 26.0 26.0 9.2 9.2 29.4 0.0 28.4 33.6 0.0 25.3 Incr Delay (d2), s/veh 3.5 17.6 17.7 26.1 0.2 0.1 0.4 0.0 1.3 0.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 9.5 9.5 11.6 2.5 2.6 2.2 0.0 3.8 0.2 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.0 43.6 43.7 52.2 9.4 9.4 29.7 0.0 29.8 33.7 0.0 25.4 LnGrp LOS DDDDAACACCAC Approach Vol, veh/h 931 1199 369 87 Approach Delay, s/veh 43.6 27.3 29.8 26.4 Approach LOS DCCC Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 20.7 27.0 27.5 20.7 6.5 48.0 Change Period (Y+Rc), s 5.9 5.0 6.3 5.9 5.0 6.3 Max Green Setting (Gmax), s 38.8 22.0 22.0 38.8 7.0 37.0 Max Q Clear Time (g_c+I1), s 12.4 22.4 20.3 13.0 2.7 10.0 Green Ext Time (p_c), s 1.1 0.0 0.8 0.3 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 33.5 HCM 6th LOS C 5.2-13 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 9: Oleander Av. & Driveway 4 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 022016235652495 Future Vol, veh/h 1 022016235652495 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 2 - - 2 - - 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 1 022017255752715 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 557 560 274 558 559 259 276 0 0 262 0 0 Stage 1 284 284 - 273 273 ------- Stage 2 273 276 - 285 286 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 444 440 770 443 440 785 1299 - - 1314 - - Stage 1 727 680 - 737 688 ------- Stage 2 737 685 - 727 679 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 440 436 770 439 436 785 1299 - - 1314 - - Mov Cap-2 Maneuver 598 566 - 597 566 ------- Stage 1 723 677 - 733 685 ------- Stage 2 732 682 - 722 676 ------- Approach EB WB NB SB HCM Control Delay, s 10.1 10.6 0.2 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1299 - - 703 649 1314 - - HCM Lane V/C Ratio 0.005 - - 0.005 0.005 0.004 - - HCM Control Delay (s) 7.8 - - 10.1 10.6 7.8 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - 5.2-14 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 10: Oleander Av. & Driveway 5 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 15 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 022017244732483 Future Vol, veh/h 1 022017244732483 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 2 - - 2 - - 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 1 022018265832703 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 564 567 272 564 564 269 273 0 0 273 0 0 Stage 1 278 278 - 285 285 ------- Stage 2 286 289 - 279 279 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 439 436 772 439 438 775 1302 - - 1302 - - Stage 1 733 684 - 727 679 ------- Stage 2 726 677 - 732 683 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 435 433 772 435 434 775 1302 - - 1302 - - Mov Cap-2 Maneuver 595 565 - 594 564 ------- Stage 1 729 683 - 723 675 ------- Stage 2 721 673 - 728 682 ------- Approach EB WB NB SB HCM Control Delay, s 10.2 10.6 0.2 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1302 - - 702 644 1302 - - HCM Lane V/C Ratio 0.006 - - 0.005 0.005 0.003 - - HCM Control Delay (s) 7.8 - - 10.2 10.6 7.8 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - 5.2-15 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 16 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)49 525 16 273 5 94 115 90 Future Volume (vph)49 525 16 273 5 94 115 90 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s)18.0 34.0 14.0 30.0 12.0 39.0 33.0 60.0 Total Split (%)15.0% 28.3% 11.7% 25.0% 10.0% 32.5% 27.5% 50.0% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 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 5.4 4.6 5.4 4.6 5.4 4.6 5.4 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 27.0 6.0 20.7 5.4 13.7 12.2 29.2 Actuated g/C Ratio 0.11 0.37 0.08 0.28 0.07 0.19 0.17 0.40 v/c Ratio 0.38 0.62 0.17 0.59 0.06 0.49 0.58 0.28 Control Delay 40.7 23.6 40.5 25.5 40.6 33.1 39.2 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.7 23.6 40.5 25.5 40.6 33.1 39.2 16.2 LOS DCDCDCDB Approach Delay 25.0 26.1 33.4 26.8 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 72.9 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay: 26.4 Intersection LOS: C Intersection Capacity Utilization 45.5%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. 5.2-16 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 525 15 16 273 115 5 94 18 115 90 46 Future Volume (veh/h) 49 525 15 16 273 115 5 94 18 115 90 46 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 75 808 17 25 420 119 8 145 19 177 138 51 Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 Percent Heavy Veh, %000000000000 Cap, veh/h 110 1120 24 52 772 217 19 305 40 227 397 147 Arrive On Green 0.06 0.31 0.31 0.03 0.28 0.28 0.01 0.19 0.19 0.13 0.30 0.30 Sat Flow, veh/h 1810 3615 76 1810 2781 780 1810 1644 215 1810 1322 489 Grp Volume(v), veh/h 75 403 422 25 271 268 8 0 164 177 0 189 Grp Sat Flow(s),veh/h/ln 1810 1805 1886 1810 1805 1756 1810 0 1860 1810 0 1810 Q Serve(g_s), s 2.3 11.3 11.3 0.8 7.3 7.4 0.3 0.0 4.5 5.4 0.0 4.7 Cycle Q Clear(g_c), s 2.3 11.3 11.3 0.8 7.3 7.4 0.3 0.0 4.5 5.4 0.0 4.7 Prop In Lane 1.00 0.04 1.00 0.44 1.00 0.12 1.00 0.27 Lane Grp Cap(c), veh/h 110 559 584 52 501 487 19 0 345 227 0 544 V/C Ratio(X) 0.68 0.72 0.72 0.48 0.54 0.55 0.42 0.00 0.48 0.78 0.00 0.35 Avail Cap(c_a), veh/h 425 905 946 298 779 758 235 0 1096 901 0 1733 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.2 17.5 17.5 27.3 17.5 17.6 28.0 0.0 20.8 24.2 0.0 15.6 Incr Delay (d2), s/veh 2.7 1.8 1.7 2.6 0.9 1.0 5.5 0.0 1.0 2.2 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 4.2 4.4 0.3 2.7 2.7 0.1 0.0 1.8 2.2 0.0 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.0 19.3 19.2 29.8 18.4 18.5 33.5 0.0 21.8 26.4 0.0 16.0 LnGrp LOS C B B C B B C A C C A B Approach Vol, veh/h 900 564 172 366 Approach Delay, s/veh 20.0 19.0 22.3 21.0 Approach LOS C B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.8 16.0 6.2 23.1 5.2 22.5 8.1 21.2 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 28.4 33.6 9.4 28.6 7.4 54.6 13.4 24.6 Max Q Clear Time (g_c+I1), s 7.4 6.5 2.8 13.3 2.3 6.7 4.3 9.4 Green Ext Time (p_c), s 0.2 0.8 0.0 4.3 0.0 1.1 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 20.1 HCM 6th LOS C 5.2-17 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 12: Santa Ana Av. & Driveway 6 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 656 405 2 1 1 Future Vol, veh/h 2 656 405 2 1 1 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 713 440 2 1 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 442 0 - 0 802 221 Stage 1 - - - - 441 - Stage 2 - - - - 361 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1129 - - - 326 789 Stage 1 - - - - 622 - Stage 2 - - - - 682 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1129 - - - 325 789 Mov Cap-2 Maneuver - - - - 513 - Stage 1 - - - - 621 - Stage 2 - - - - 682 - Approach EB WB SB HCM Control Delay, s 0 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1129 - - - 622 HCM Lane V/C Ratio 0.002 - - - 0.003 HCM Control Delay (s) 8.2 - - - 10.8 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 5.2-18 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 10/31/2022 Opening Year Cumulative (2025) 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) 311 480 1008 545 848 Future Volume (vph) 311 480 1008 545 848 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)35.0 35.0 55.0 55.0 55.0 Total Split (%)38.9% 38.9% 61.1% 61.1% 61.1% 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 C-Min C-Min C-Min Act Effct Green (s)20.9 20.9 59.1 59.1 59.1 Actuated g/C Ratio 0.23 0.23 0.66 0.66 0.66 v/c Ratio 0.78 0.65 0.31 0.46 0.38 Control Delay 45.1 24.8 13.7 8.1 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 45.1 24.8 13.7 8.1 8.4 LOS D C B A A Approach Delay 32.8 11.7 8.4 Approach LOS C B A Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 16.0 Intersection LOS: B Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Citrus Av. & I-10 WB Ramps 5.2-19 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 10/31/2022 Opening Year Cumulative (2025) 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) 311 480 1008 545 0 848 Future Volume (veh/h) 311 480 1008 545 0 848 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 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 327 340 1061 535 0 893 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000 Cap, veh/h 378 593 3526 1072 0 2454 Arrive On Green 0.21 0.21 0.90 0.90 0.00 0.68 Sat Flow, veh/h 1810 2834 5358 1577 0 3800 Grp Volume(v), veh/h 327 340 1061 535 0 893 Grp Sat Flow(s),veh/h/ln 1810 1417 1729 1577 0 1805 Q Serve(g_s), s 15.7 9.7 2.4 5.3 0.0 9.5 Cycle Q Clear(g_c), s 15.7 9.7 2.4 5.3 0.0 9.5 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 378 593 3526 1072 0 2454 V/C Ratio(X) 0.86 0.57 0.30 0.50 0.00 0.36 Avail Cap(c_a), veh/h 603 945 3526 1072 0 2454 HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00 Upstream Filter(I)1.00 1.00 0.65 0.65 0.00 1.00 Uniform Delay (d), s/veh 34.4 32.0 1.5 1.6 0.0 6.1 Incr Delay (d2), s/veh 4.5 0.3 0.1 1.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 3.3 0.5 1.1 0.0 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 32.3 1.6 2.7 0.0 6.5 LnGrp LOS D C AAAA Approach Vol, veh/h 667 1596 893 Approach Delay, s/veh 35.5 2.0 6.5 Approach LOS D A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 66.2 66.2 23.8 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 50.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 7.3 11.5 17.7 Green Ext Time (p_c), s 6.5 4.0 1.1 Intersection Summary HCM 6th Ctrl Delay 10.4 HCM 6th LOS B Notes Unsignalized Delay for [SBT] is excluded from calculations of the approach delay and intersection delay. 5.2-20 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 435 8 1113 453 709 Future Volume (vph) 435 8 1113 453 709 Turn Type Split NA NA Prot NA Protected Phases 44216 Permitted Phases Detector Phase 44216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 25.0 9.0 10.0 Total Split (s)25.0 25.0 40.0 25.0 65.0 Total Split (%)27.8% 27.8% 44.4% 27.8% 72.2% Yellow Time (s)4.0 4.0 4.0 3.0 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 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None C-Min None C-Min Act Effct Green (s)16.1 16.1 43.6 16.3 63.9 Actuated g/C Ratio 0.18 0.18 0.48 0.18 0.71 v/c Ratio 0.72 0.69 0.70 0.74 0.29 Control Delay 41.2 16.8 19.3 36.0 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.2 16.8 19.3 36.0 6.1 LOS D B B D A Approach Delay 30.6 19.3 17.7 Approach LOS C B B Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 21.2 Intersection LOS: C Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 5.2-21 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 10/31/2022 Opening Year Cumulative (2025) 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) 435 8 328 00001113 556 453 709 0 Future Volume (veh/h) 435 8 328 00001113 556 453 709 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 448 8 260 0 1147 366 467 731 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 672 9 301 0 1934 617 541 2517 0 Arrive On Green 0.19 0.19 0.19 0.00 0.50 0.50 0.31 1.00 0.00 Sat Flow, veh/h 3510 48 1569 0 4050 1238 3510 3705 0 Grp Volume(v), veh/h 448 0 268 0 1022 491 467 731 0 Grp Sat Flow(s),veh/h/ln 1755 0 1618 0 1729 1659 1755 1805 0 Q Serve(g_s), s 10.6 0.0 14.4 0.0 18.9 18.9 11.3 0.0 0.0 Cycle Q Clear(g_c), s 10.6 0.0 14.4 0.0 18.9 18.9 11.3 0.0 0.0 Prop In Lane 1.00 0.97 0.00 0.75 1.00 0.00 Lane Grp Cap(c), veh/h 672 0 310 0 1724 827 541 2517 0 V/C Ratio(X)0.67 0.00 0.86 0.00 0.59 0.59 0.86 0.29 0.00 Avail Cap(c_a), veh/h 780 0 359 0 1724 827 819 2517 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.32 0.32 0.87 0.87 0.00 Uniform Delay (d), s/veh 33.7 0.0 35.3 0.0 16.1 16.1 30.2 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.0 15.7 0.0 0.5 1.0 3.6 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 4.4 0.0 6.7 0.0 6.6 6.5 4.0 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.9 0.0 51.0 0.0 16.5 17.1 33.8 0.3 0.0 LnGrp LOS C A D A B B C A A Approach Vol, veh/h 716 1513 1198 Approach Delay, s/veh 40.9 16.7 13.3 Approach LOS D B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 17.9 49.9 22.2 67.8 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 35.0 20.0 60.0 Max Q Clear Time (g_c+I1), s 13.3 20.9 16.4 2.0 Green Ext Time (p_c), s 0.6 5.8 0.8 3.2 Intersection Summary HCM 6th Ctrl Delay 20.6 HCM 6th LOS C 5.2-22 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 585 693 97 258 409 56 896 69 341 614 Future Volume (vph) 585 693 97 258 409 56 896 69 341 614 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7438 52 16 Permitted Phases 8 2 Detector Phase 7438852216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 Total Split (s)24.0 50.3 15.0 41.3 41.3 10.0 42.7 42.7 12.0 44.7 Total Split (%)20.0% 41.9% 12.5% 34.4% 34.4% 8.3% 35.6% 35.6% 10.0% 37.3% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag 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)19.4 34.2 8.8 23.6 23.6 5.1 31.2 31.2 7.1 35.8 Actuated g/C Ratio 0.19 0.33 0.08 0.23 0.23 0.05 0.30 0.30 0.07 0.34 v/c Ratio 0.94 0.66 0.67 0.33 0.89 0.35 0.87 0.12 1.50 0.71 Control Delay 68.0 32.9 71.5 34.5 44.7 58.4 44.9 0.4 278.4 33.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.0 32.9 71.5 34.5 44.7 58.4 44.9 0.4 278.4 33.7 LOS ECECDEDAFC Approach Delay 48.5 44.7 42.6 105.2 Approach LOS D D D F Intersection Summary Cycle Length: 120 Actuated Cycle Length: 103.9 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.50 Intersection Signal Delay: 61.9 Intersection LOS: E Intersection Capacity Utilization 81.6%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 5.2-23 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.10/31/2022 Opening Year Cumulative (2025) 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) 585 693 42 97 258 409 56 896 69 341 614 213 Future Volume (veh/h) 585 693 42 97 258 409 56 896 69 341 614 213 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 616 729 36 102 272 378 59 943 51 359 646 185 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 618 1279 63 128 940 418 135 1059 465 228 885 253 Arrive On Green 0.18 0.37 0.37 0.07 0.26 0.26 0.04 0.29 0.29 0.06 0.32 0.32 Sat Flow, veh/h 3510 3498 173 1810 3610 1606 3510 3610 1586 3510 2769 792 Grp Volume(v), veh/h 616 376 389 102 272 378 59 943 51 359 421 410 Grp Sat Flow(s),veh/h/ln 1755 1805 1866 1810 1805 1606 1755 1805 1586 1755 1805 1757 Q Serve(g_s), s 18.9 18.0 18.0 6.0 6.5 24.6 1.8 27.0 2.5 7.0 22.3 22.4 Cycle Q Clear(g_c), s 18.9 18.0 18.0 6.0 6.5 24.6 1.8 27.0 2.5 7.0 22.3 22.4 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 0.45 Lane Grp Cap(c), veh/h 618 660 682 128 940 418 135 1059 465 228 577 562 V/C Ratio(X) 1.00 0.57 0.57 0.80 0.29 0.90 0.44 0.89 0.11 1.58 0.73 0.73 Avail Cap(c_a), veh/h 618 736 760 168 1170 521 163 1230 540 228 649 631 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 44.5 27.4 27.4 49.4 31.9 38.6 50.8 36.5 27.9 50.5 32.6 32.6 Incr Delay (d2), s/veh 35.5 0.4 0.4 13.5 0.1 14.9 0.8 6.9 0.0 279.9 2.9 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.9 7.4 7.7 3.1 2.7 10.9 0.8 12.3 0.9 11.8 9.7 9.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 79.9 27.8 27.8 62.9 32.0 53.5 51.6 43.4 27.9 330.4 35.5 35.6 LnGrp LOS E C C E CDDDCFDD Approach Vol, veh/h 1381 752 1053 1190 Approach Delay, s/veh 51.1 47.0 43.1 124.5 Approach LOS D D D F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.0 37.6 12.6 45.8 9.1 40.4 24.0 34.4 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 7.0 36.8 10.0 44.0 5.0 38.8 19.0 35.0 Max Q Clear Time (g_c+I1), s 9.0 29.0 8.0 20.0 3.8 24.4 20.9 26.6 Green Ext Time (p_c), s 0.0 2.7 0.0 2.6 0.0 2.7 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 68.4 HCM 6th LOS E 5.2-24 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 4: Citrus Av. & Driveway 1 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 7 1050 1 4 719 Future Vol, veh/h 3 7 1050 1 4 719 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 3 8 1141 1 4 782 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1541 571 0 0 1142 0 Stage 1 1142 ----- Stage 2 399 ----- 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 108 469 - - 619 - Stage 1 271 ----- Stage 2 652 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 107 469 - - 619 - Mov Cap-2 Maneuver 247 ----- Stage 1 271 ----- Stage 2 648 ----- Approach WB NB SB HCM Control Delay, s 15.1 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 369 619 - HCM Lane V/C Ratio - - 0.029 0.007 - HCM Control Delay (s) - - 15.1 10.9 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.1 0 - 5.2-25 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 267 195 49 144 34 525 153 379 Future Volume (vph) 267 195 49 144 34 525 153 379 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s)27.0 45.0 13.0 31.0 13.0 43.0 19.0 49.0 Total Split (%)22.5% 37.5% 10.8% 25.8% 10.8% 35.8% 15.8% 40.8% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 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 5.4 4.6 5.4 4.6 5.8 4.6 5.8 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)17.8 28.6 6.9 12.7 6.4 21.5 11.9 31.8 Actuated g/C Ratio 0.21 0.34 0.08 0.15 0.08 0.25 0.14 0.37 v/c Ratio 0.73 0.20 0.35 0.55 0.26 0.70 0.63 0.38 Control Delay 45.8 21.8 49.3 18.0 47.8 33.6 50.0 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.8 21.8 49.3 18.0 47.8 33.6 50.0 21.2 LOS DCDBDCDC Approach Delay 34.7 21.8 34.4 28.0 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 85.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 30.2 Intersection LOS: C Intersection Capacity Utilization 69.6%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. 5.2-26 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/31/2022 Opening Year Cumulative (2025) 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) 267 195 36 49 144 214 34 525 89 153 379 113 Future Volume (veh/h) 267 195 36 49 144 214 34 525 89 153 379 113 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 275 201 31 51 148 194 35 541 84 158 391 111 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %000000000000 Cap, veh/h 324 965 146 82 313 278 64 754 117 199 878 246 Arrive On Green 0.18 0.31 0.31 0.05 0.17 0.17 0.04 0.24 0.24 0.11 0.32 0.32 Sat Flow, veh/h 1810 3136 476 1810 1805 1602 1810 3132 485 1810 2783 781 Grp Volume(v), veh/h 275 114 118 51 148 194 35 311 314 158 252 250 Grp Sat Flow(s),veh/h/ln 1810 1805 1806 1810 1805 1602 1810 1805 1811 1810 1805 1759 Q Serve(g_s), s 10.1 3.2 3.3 1.9 5.1 7.8 1.3 10.9 11.0 5.9 7.7 7.8 Cycle Q Clear(g_c), s 10.1 3.2 3.3 1.9 5.1 7.8 1.3 10.9 11.0 5.9 7.7 7.8 Prop In Lane 1.00 0.26 1.00 1.00 1.00 0.27 1.00 0.44 Lane Grp Cap(c), veh/h 324 555 556 82 313 278 64 435 436 199 569 555 V/C Ratio(X) 0.85 0.21 0.21 0.62 0.47 0.70 0.55 0.72 0.72 0.79 0.44 0.45 Avail Cap(c_a), veh/h 588 1038 1038 221 671 595 221 975 978 378 1132 1103 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 27.4 17.6 17.7 32.3 25.6 26.8 32.7 24.0 24.0 29.9 18.8 18.8 Incr Delay (d2), s/veh 2.4 0.2 0.2 2.9 1.1 3.1 2.7 2.2 2.2 2.7 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 4.2 1.2 1.3 0.8 2.1 3.0 0.6 4.4 4.4 2.5 2.9 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.8 17.8 17.8 35.2 26.7 29.9 35.4 26.2 26.3 32.6 19.3 19.4 LnGrp LOS C B B DCCDCCCBB Approach Vol, veh/h 507 393 660 660 Approach Delay, s/veh 24.3 29.4 26.7 22.5 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.2 22.4 7.7 26.6 7.0 27.5 17.0 17.4 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 14.4 37.2 8.4 39.6 8.4 43.2 22.4 25.6 Max Q Clear Time (g_c+I1), s 7.9 13.0 3.9 5.3 3.3 9.8 12.1 9.8 Green Ext Time (p_c), s 0.1 3.5 0.0 1.3 0.0 2.9 0.3 1.7 Intersection Summary HCM 6th Ctrl Delay 25.4 HCM 6th LOS C 5.2-27 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 6: Santa Ana Av. & Driveway 2 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 435 399 1 2 8 Future Vol, veh/h 2 435 399 1 2 8 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 473 434 1 2 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 435 0 - 0 676 218 Stage 1 - - - - 435 - Stage 2 - - - - 241 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1135 - - - 391 792 Stage 1 - - - - 626 - Stage 2 - - - - 783 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1135 - - - 390 792 Mov Cap-2 Maneuver - - - - 552 - Stage 1 - - - - 625 - Stage 2 - - - - 783 - Approach EB WB SB HCM Control Delay, s 0 0 10 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1135 - - - 729 HCM Lane V/C Ratio 0.002 - - - 0.015 HCM Control Delay (s) 8.2 - - - 10 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 5.2-28 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 7: Santa Ana Av. & Driveway 3 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 436 398 1 2 2 Future Vol, veh/h 1 436 398 1 2 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 1 474 433 1 2 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 434 0 - 0 673 217 Stage 1 - - - - 434 - Stage 2 - - - - 239 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1136 - - - 393 794 Stage 1 - - - - 627 - Stage 2 - - - - 784 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1136 - - - 393 794 Mov Cap-2 Maneuver - - - - 554 - Stage 1 - - - - 626 - Stage 2 - - - - 784 - Approach EB WB SB HCM Control Delay, s 0 0 10.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1136 - - - 653 HCM Lane V/C Ratio 0.001 - - - 0.007 HCM Control Delay (s) 8.2 - - - 10.6 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 5.2-29 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)28 928 93 564 93 4 40 3 Future Volume (vph)28 928 93 564 93 4 40 3 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 7438 2 6 Permitted Phases 2 6 Detector Phase 74382266 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)10.0 28.3 10.0 29.3 37.9 37.9 43.9 43.9 Total Split (s)10.0 40.0 14.0 44.0 46.0 46.0 46.0 46.0 Total Split (%)10.0% 40.0% 14.0% 44.0% 46.0% 46.0% 46.0% 46.0% Yellow Time (s)3.0 4.3 3.0 4.3 3.9 3.9 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)6.2 34.2 8.4 40.5 14.1 14.1 14.1 14.1 Actuated g/C Ratio 0.10 0.54 0.13 0.64 0.22 0.22 0.22 0.22 v/c Ratio 0.17 0.59 0.42 0.28 0.33 0.21 0.15 0.13 Control Delay 39.0 18.8 39.3 10.8 26.9 7.2 23.8 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.0 18.8 39.3 10.8 26.9 7.2 23.8 8.1 LOS DBDBCACA Approach Delay 19.3 14.7 17.7 15.3 Approach LOS BBBB Intersection Summary Cycle Length: 100 Actuated Cycle Length: 62.8 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 17.4 Intersection LOS: B Intersection Capacity Utilization 60.8%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 8: Oleander Av. & Slover Av. 5.2-30 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 928 122 93 564 23 93 4 77 40 3 45 Future Volume (veh/h) 28 928 122 93 564 23 93 4 77 40 3 45 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 31 1020 113 102 620 24 102 4 45 44 3 42 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000000000 Cap, veh/h 64 1377 152 141 1639 63 312 18 207 308 15 214 Arrive On Green 0.04 0.42 0.42 0.08 0.46 0.46 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1810 3277 363 1810 3543 137 1383 131 1472 1378 108 1518 Grp Volume(v), veh/h 31 562 571 102 316 328 102 0 49 44 0 45 Grp Sat Flow(s),veh/h/ln 1810 1805 1835 1810 1805 1875 1383 0 1603 1378 0 1627 Q Serve(g_s), s 0.8 12.5 12.5 2.6 5.4 5.4 3.4 0.0 1.3 1.4 0.0 1.2 Cycle Q Clear(g_c), s 0.8 12.5 12.5 2.6 5.4 5.4 4.5 0.0 1.3 2.7 0.0 1.2 Prop In Lane 1.00 0.20 1.00 0.07 1.00 0.92 1.00 0.93 Lane Grp Cap(c), veh/h 64 758 771 141 835 867 312 0 226 308 0 229 V/C Ratio(X) 0.49 0.74 0.74 0.72 0.38 0.38 0.33 0.00 0.22 0.14 0.00 0.20 Avail Cap(c_a), veh/h 190 1277 1298 342 1429 1485 1282 0 1350 1274 0 1370 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.5 11.6 11.6 21.5 8.3 8.3 20.1 0.0 18.1 19.3 0.0 18.1 Incr Delay (d2), s/veh 2.1 1.1 1.1 2.6 0.2 0.2 0.2 0.0 0.2 0.1 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 3.6 3.6 1.0 1.4 1.5 0.9 0.0 0.4 0.4 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.6 12.7 12.7 24.1 8.5 8.5 20.3 0.0 18.3 19.4 0.0 18.2 LnGrp LOS C B B C A A C ABBAB Approach Vol, veh/h 1164 746 151 89 Approach Delay, s/veh 13.0 10.7 19.6 18.8 Approach LOS BBBB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 12.6 8.7 26.3 12.6 6.7 28.3 Change Period (Y+Rc), s 5.9 5.0 6.3 5.9 5.0 6.3 Max Green Setting (Gmax), s 40.1 9.0 33.7 40.1 5.0 37.7 Max Q Clear Time (g_c+I1), s 6.5 4.6 14.5 4.7 2.8 7.4 Green Ext Time (p_c), s 0.3 0.0 5.5 0.2 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B 5.2-31 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 9: Oleander Av. & Driveway 4 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 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 5 07705515552932 Future Vol, veh/h 5 07705515552932 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 2 - - 2 - - 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 5 088055168521012 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 289 289 102 291 288 171 103 0 0 173 0 0 Stage 1 106 106 - 181 181 ------- Stage 2 183 183 - 110 107 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 667 624 959 665 625 878 1502 - - 1416 - - Stage 1 905 811 - 825 754 ------- Stage 2 823 752 - 900 811 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 660 622 959 657 623 878 1502 - - 1416 - - Mov Cap-2 Maneuver 743 685 - 745 686 ------- Stage 1 902 810 - 823 752 ------- Stage 2 815 750 - 892 810 ------- Approach EB WB NB SB HCM Control Delay, s 9.3 9.6 0.2 0.2 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1502 - - 855 795 1416 - - HCM Lane V/C Ratio 0.004 - - 0.015 0.016 0.002 - - HCM Control Delay (s) 7.4 - - 9.3 9.6 7.5 - - HCM Lane LOS A - - A A A - - HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - - 5.2-32 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 10: Oleander Av. & Driveway 5 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 15 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 076032159211051 Future Vol, veh/h 3 076032159211051 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 2 - - 2 - - 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 3 087032173211141 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 297 296 115 299 295 174 115 0 0 175 0 0 Stage 1 117 117 - 178 178 ------- Stage 2 180 179 - 121 117 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 659 619 943 657 620 875 1487 - - 1414 - - Stage 1 892 803 - 828 756 ------- Stage 2 826 755 - 888 803 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 656 618 943 650 619 875 1487 - - 1414 - - Mov Cap-2 Maneuver 744 684 - 742 685 ------- Stage 1 891 802 - 827 755 ------- Stage 2 822 754 - 880 802 ------- Approach EB WB NB SB HCM Control Delay, s 9.2 9.7 0.1 0.1 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1487 - - 873 782 1414 - - HCM Lane V/C Ratio 0.001 - - 0.012 0.013 0.001 - - HCM Control Delay (s) 7.4 - - 9.2 9.7 7.5 - - HCM Lane LOS A - - A A A - - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - 5.2-33 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 16 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)13 313 29 334 37 130 14 79 Future Volume (vph)13 313 29 334 37 130 14 79 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s)13.0 35.0 19.0 41.0 20.0 52.0 14.0 46.0 Total Split (%)10.8% 29.2% 15.8% 34.2% 16.7% 43.3% 11.7% 38.3% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 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 5.4 4.6 5.4 4.6 5.4 4.6 5.4 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)6.4 19.4 7.3 22.1 7.8 21.2 6.5 15.4 Actuated g/C Ratio 0.10 0.31 0.12 0.35 0.12 0.34 0.10 0.25 v/c Ratio 0.12 0.59 0.23 0.47 0.28 0.50 0.13 0.39 Control Delay 37.4 22.6 36.2 19.1 35.9 22.7 37.1 25.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.4 22.6 36.2 19.1 35.9 22.7 37.1 25.3 LOS DCDBDCDC Approach Delay 23.1 20.4 24.9 26.7 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 62.6 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 22.9 Intersection LOS: C Intersection Capacity Utilization 39.7%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. 5.2-34 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 313 69 29 334 19 37 130 55 14 79 26 Future Volume (veh/h) 13 313 69 29 334 19 37 130 55 14 79 26 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 22 531 95 49 566 27 63 220 64 24 134 42 Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Percent Heavy Veh, %000000000000 Cap, veh/h 48 824 147 90 1025 49 107 336 98 52 288 90 Arrive On Green 0.03 0.27 0.27 0.05 0.29 0.29 0.06 0.24 0.24 0.03 0.21 0.21 Sat Flow, veh/h 1810 3060 545 1810 3503 167 1810 1414 411 1810 1387 435 Grp Volume(v), veh/h 22 312 314 49 291 302 63 0 284 24 0 176 Grp Sat Flow(s),veh/h/ln 1810 1805 1801 1810 1805 1865 1810 0 1826 1810 0 1822 Q Serve(g_s), s 0.6 7.4 7.4 1.3 6.6 6.6 1.6 0.0 6.8 0.6 0.0 4.1 Cycle Q Clear(g_c), s 0.6 7.4 7.4 1.3 6.6 6.6 1.6 0.0 6.8 0.6 0.0 4.1 Prop In Lane 1.00 0.30 1.00 0.09 1.00 0.23 1.00 0.24 Lane Grp Cap(c), veh/h 48 486 485 90 528 546 107 0 434 52 0 378 V/C Ratio(X) 0.46 0.64 0.65 0.54 0.55 0.55 0.59 0.00 0.65 0.47 0.00 0.47 Avail Cap(c_a), veh/h 315 1108 1105 540 1332 1376 578 0 1764 353 0 1533 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.1 15.6 15.6 22.4 14.4 14.4 22.1 0.0 16.6 23.1 0.0 16.8 Incr Delay (d2), s/veh 2.5 1.4 1.5 1.9 0.9 0.9 1.9 0.0 1.7 2.4 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 2.6 2.6 0.5 2.3 2.3 0.7 0.0 2.5 0.3 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.7 17.0 17.1 24.3 15.3 15.3 24.0 0.0 18.3 25.5 0.0 17.7 LnGrp LOS C B B C B B C A B C A B Approach Vol, veh/h 648 642 347 200 Approach Delay, s/veh 17.3 16.0 19.3 18.6 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.0 16.9 7.0 18.4 7.5 15.4 5.9 19.5 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 9.4 46.6 14.4 29.6 15.4 40.6 8.4 35.6 Max Q Clear Time (g_c+I1), s 2.6 8.8 3.3 9.4 3.6 6.1 2.6 8.6 Green Ext Time (p_c), s 0.0 1.7 0.0 3.5 0.0 1.0 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 17.4 HCM 6th LOS B 5.2-35 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 12: Santa Ana Av. & Driveway 6 10/31/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 382 380 1 2 2 Future Vol, veh/h 1 382 380 1 2 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 1 415 413 1 2 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 414 0 - 0 624 207 Stage 1 - - - - 414 - Stage 2 - - - - 210 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1156 - - - 422 805 Stage 1 - - - - 641 - Stage 2 - - - - 811 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1156 - - - 422 805 Mov Cap-2 Maneuver - - - - 573 - Stage 1 - - - - 640 - Stage 2 - - - - 811 - Approach EB WB SB HCM Control Delay, s 0 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1156 - - - 669 HCM Lane V/C Ratio 0.001 - - - 0.006 HCM Control Delay (s) 8.1 - - - 10.4 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 5.2-36 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV APPENDIX 5.3: OPENING YEAR CUMULATIVE (2025) WITH PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV This Page Intentionally Left Blank 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:Citrus Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 1 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =22,131 vpd Minor Street Future ADT =82 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 +22,131 1 82 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 +22,131 1 82 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 5% 10% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. Minor Street Approach (One Direction Only) Minimum Requirements EADT Vehicles Per Day on Higher-Volume Major Street (Total of Both Approaches) Minor Street Approach Satisfied Not Satisfied XX CONDITION A - Minimum Vehicular Volume Vehicles Per Day Vehicles Per Day on 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) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day on Major Street RURAL (R) URBAN RURAL Major Street Minor Street XX on Higher-Volume OYC 2025 WP CP CP 09/01/22 09/01/22 (Based on Estimated Average Daily Traffic - See Note) 5.3-1 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:Santa Ana Av.Critical Approach Speed (Major) 40 mph Minor Street:Driveway 2 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =9,630 vpd Minor Street Future ADT =48 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 +9,630 1 48 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 +9,630 1 48 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 2% 4% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. OYC 2025 WP CP 09/01/22 CP 09/01/22 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 5.3-2 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:Santa Ana Av.Critical Approach Speed (Major) 40 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 =9,600 vpd Minor Street Future ADT =18 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 +9,600 1 18 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 +9,600 1 18 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 1% 2% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. OYC 2025 WP CP 09/01/22 CP 09/01/22 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 5.3-3 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:Oleander Av.Critical Approach Speed (Major) 40 mph Minor Street:Driveway 4 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =3,450 vpd Minor Street Future ADT =104 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 3,450 1 104 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 3,450 1 104 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 4% 9% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. OYC 2025 WP CP 09/01/22 CP 09/01/22 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 5.3-4 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:Oleander Av.Critical Approach Speed (Major) 40 mph Minor Street:Driveway 5 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =3,598 vpd Minor Street Future ADT =45 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 3,598 1 45 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 3,598 1 45 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 2% 4% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. OYC 2025 WP CP 09/01/22 CP 09/01/22 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 5.3-5 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:Santa Ana Av.Critical Approach Speed (Major) 40 mph Minor Street:Driveway 6 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =8,728 vpd Minor Street Future ADT =18 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 +8,728 1 18 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 +8,728 1 18 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 1% 2% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. OYC 2025 WP CP 09/01/22 CP 09/01/22 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 5.3-6 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 5.4: OPENING YEAR CUMULATIVE (2025) WITHOUT PROJECT CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Queues Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 718 583 728 397 1099 v/c Ratio 0.91 0.43 0.30 0.42 0.65 Control Delay 43.9 12.0 22.5 6.6 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 12.0 22.5 6.6 23.6 Queue Length 50th (ft) 402 79 107 4 285 Queue Length 95th (ft) #623 123 114 79 365 Internal Link Dist (ft) 671 623 656 Turn Bay Length (ft)450 165 Base Capacity (vph) 827 1424 2454 955 1708 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.87 0.41 0.30 0.42 0.64 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5.4-1 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT NBT SBL SBT Lane Group Flow (vph) 286 835 1132 495 1228 v/c Ratio 0.22 1.29 0.72 0.77 0.65 Control Delay 22.9 170.9 30.5 48.7 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.9 170.9 30.5 48.7 14.4 Queue Length 50th (ft) 62 ~661 209 152 186 Queue Length 95th (ft) 102 #953 257 m204 m188 Internal Link Dist (ft)526 1147 623 Turn Bay Length (ft) 550 250 Base Capacity (vph) 1314 646 1611 805 2093 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.22 1.29 0.70 0.61 0.59 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 5.4-2 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 322 505 1058 545 892 v/c Ratio 0.79 0.64 0.31 0.44 0.37 Control Delay 46.3 22.0 11.7 7.2 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 22.0 11.7 7.2 8.1 Queue Length 50th (ft) 173 89 144 96 105 Queue Length 95th (ft) 241 131 216 272 178 Internal Link Dist (ft) 671 623 656 Turn Bay Length (ft)450 165 Base Capacity (vph) 511 944 3465 1237 2412 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.63 0.53 0.31 0.44 0.37 Intersection Summary 5.4-3 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT NBT SBL SBT Lane Group Flow (vph) 448 333 1680 467 725 v/c Ratio 0.72 0.66 0.68 0.74 0.28 Control Delay 41.2 14.8 18.8 37.2 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.2 14.8 18.8 37.2 7.0 Queue Length 50th (ft) 123 34 236 136 103 Queue Length 95th (ft) 166 115 344 180 164 Internal Link Dist (ft)526 1147 623 Turn Bay Length (ft) 550 250 Base Capacity (vph) 778 565 2463 817 2563 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.58 0.59 0.68 0.57 0.28 Intersection Summary 5.4-4 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 5.5: OPENING YEAR CUMULATIVE (2025) WITH PROJECT CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Queues Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 727 583 729 406 1102 v/c Ratio 0.91 0.42 0.31 0.43 0.67 Control Delay 43.3 11.8 22.6 6.6 24.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 43.3 11.8 22.6 6.6 24.2 Queue Length 50th (ft) 406 78 105 0 290 Queue Length 95th (ft) #636 123 115 82 367 Internal Link Dist (ft) 671 623 656 Turn Bay Length (ft)450 165 Base Capacity (vph) 833 1432 2441 957 1698 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.87 0.41 0.30 0.42 0.65 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5.5-1 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT NBT SBL SBT Lane Group Flow (vph) 286 861 1144 495 1239 v/c Ratio 0.22 1.34 0.73 0.77 0.65 Control Delay 23.0 190.5 30.6 48.9 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 23.0 190.5 30.6 48.9 14.2 Queue Length 50th (ft) 63 ~699 212 156 191 Queue Length 95th (ft) 102 #992 261 m203 m191 Internal Link Dist (ft)526 1147 623 Turn Bay Length (ft) 550 250 Base Capacity (vph) 1309 643 1613 805 2093 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.22 1.34 0.71 0.61 0.59 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 5.5-2 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 327 505 1061 574 893 v/c Ratio 0.78 0.65 0.31 0.46 0.38 Control Delay 45.1 24.8 13.7 8.1 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 45.1 24.8 13.7 8.1 8.4 Queue Length 50th (ft) 175 102 150 102 108 Queue Length 95th (ft) 241 142 256 293 184 Internal Link Dist (ft) 671 623 656 Turn Bay Length (ft)450 165 Base Capacity (vph) 601 1048 3406 1235 2370 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.54 0.48 0.31 0.46 0.38 Intersection Summary 5.5-3 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT NBT SBL SBT Lane Group Flow (vph) 448 346 1720 467 731 v/c Ratio 0.72 0.69 0.70 0.74 0.29 Control Delay 41.2 16.8 19.3 36.0 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.2 16.8 19.3 36.0 6.1 Queue Length 50th (ft) 123 42 246 136 100 Queue Length 95th (ft) 166 128 357 147 92 Internal Link Dist (ft)526 1147 623 Turn Bay Length (ft) 550 250 Base Capacity (vph) 778 562 2462 817 2563 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.58 0.62 0.70 0.57 0.29 Intersection Summary 5.5-4 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 5.6: OPENING YEAR CUMULATIVE (2025) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WITH IMPROVEMENTS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT EBR NBT SBL SBT Lane Configurations Traffic Volume (vph) 277 2 833 745 480 1202 Future Volume (vph) 277 2 833 745 480 1202 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 444216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 9.0 10.0 Total Split (s)42.0 42.0 42.0 35.0 23.0 58.0 Total Split (%)42.0% 42.0% 42.0% 35.0% 23.0% 58.0% Yellow Time (s)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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Min None C-Min Act Effct Green (s)30.4 30.4 30.4 38.1 17.4 59.6 Actuated g/C Ratio 0.30 0.30 0.30 0.38 0.17 0.60 v/c Ratio 0.27 0.86 0.84 0.59 0.81 0.58 Control Delay 25.8 46.3 41.8 24.8 57.3 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.8 46.3 41.8 24.8 57.3 9.6 LOS CDDCEA Approach Delay 39.5 24.8 23.2 Approach LOS D C C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 28.3 Intersection LOS: C Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 5.6-1 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 277 2 833 00007453654801202 0 Future Volume (veh/h) 277 2 833 00007453654801202 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 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 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 286 0 739 0 768 262 495 1239 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 942 0 839 0 1684 568 556 2309 0 Arrive On Green 0.26 0.00 0.26 0.00 0.44 0.44 0.32 1.00 0.00 Sat Flow, veh/h 3619 0 3220 0 3986 1288 3510 3705 0 Grp Volume(v), veh/h 286 0 739 0 695 335 495 1239 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1645 1755 1805 0 Q Serve(g_s), s 6.3 0.0 22.0 0.0 14.1 14.3 13.4 0.0 0.0 Cycle Q Clear(g_c), s 6.3 0.0 22.0 0.0 14.1 14.3 13.4 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.78 1.00 0.00 Lane Grp Cap(c), veh/h 942 0 839 0 1526 726 556 2309 0 V/C Ratio(X)0.30 0.00 0.88 0.00 0.46 0.46 0.89 0.54 0.00 Avail Cap(c_a), veh/h 1339 0 1192 0 1526 726 667 2309 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.61 0.61 0.56 0.56 0.00 Uniform Delay (d), s/veh 29.7 0.0 35.5 0.0 19.5 19.6 33.4 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 4.4 0.0 0.6 1.3 6.8 0.5 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 2.6 0.0 8.7 0.0 5.3 5.3 5.0 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.8 0.0 39.9 0.0 20.1 20.9 40.2 0.5 0.0 LnGrp LOS C A D A C C D A A Approach Vol, veh/h 1025 1030 1734 Approach Delay, s/veh 37.1 20.4 11.8 Approach LOS D C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 19.8 49.1 31.0 69.0 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 30.0 37.0 53.0 Max Q Clear Time (g_c+I1), s 15.4 16.3 24.0 2.0 Green Ext Time (p_c), s 0.4 3.7 2.0 6.4 Intersection Summary HCM 6th Ctrl Delay 21.0 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 5.6-2 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 224 211 67 302 223 43 689 84 500 1084 597 Future Volume (vph) 224 211 67 302 223 43 689 84 500 1084 597 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7438 52 16 Permitted Phases 8 2 6 Detector Phase 74388522166 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 36.9 Total Split (s)13.0 38.3 16.0 41.3 41.3 10.0 42.7 42.7 23.0 55.7 55.7 Total Split (%)10.8% 31.9% 13.3% 34.4% 34.4% 8.3% 35.6% 35.6% 19.2% 46.4% 46.4% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Act Effct Green (s)8.2 19.0 7.9 16.2 16.2 5.1 25.7 25.7 18.5 41.5 41.5 Actuated g/C Ratio 0.09 0.21 0.09 0.18 0.18 0.06 0.28 0.28 0.20 0.45 0.45 v/c Ratio 0.81 0.41 0.49 0.54 0.52 0.25 0.77 0.17 0.80 0.75 0.73 Control Delay 64.2 32.2 54.9 37.5 8.3 50.3 36.3 0.7 47.0 25.9 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.2 32.2 54.9 37.5 8.3 50.3 36.3 0.7 47.0 25.9 14.6 LOS ECDDADDADCB Approach Delay 46.7 28.5 33.4 27.6 Approach LOS D C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 91.5 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 31.2 Intersection LOS: C Intersection Capacity Utilization 70.2%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 5.6-3 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) 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) 224 211 59 67 302 223 43 689 84 500 1084 597 Future Volume (veh/h) 224 211 59 67 302 223 43 689 84 500 1084 597 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 255 240 66 76 343 185 49 783 63 568 1232 544 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %000000000000 Cap, veh/h 335 568 153 98 581 255 145 1024 449 652 1545 681 Arrive On Green 0.10 0.20 0.20 0.05 0.16 0.16 0.04 0.28 0.28 0.19 0.43 0.43 Sat Flow, veh/h 3510 2811 756 1810 3610 1586 3510 3610 1585 3510 3610 1590 Grp Volume(v), veh/h 255 152 154 76 343 185 49 783 63 568 1232 544 Grp Sat Flow(s),veh/h/ln 1755 1805 1763 1810 1805 1586 1755 1805 1585 1755 1805 1590 Q Serve(g_s), s 5.7 5.9 6.2 3.4 7.1 9.0 1.1 16.1 2.4 12.7 24.0 24.1 Cycle Q Clear(g_c), s 5.7 5.9 6.2 3.4 7.1 9.0 1.1 16.1 2.4 12.7 24.0 24.1 Prop In Lane 1.00 0.43 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 335 365 356 98 581 255 145 1024 449 652 1545 681 V/C Ratio(X) 0.76 0.42 0.43 0.77 0.59 0.72 0.34 0.76 0.14 0.87 0.80 0.80 Avail Cap(c_a), veh/h 347 714 697 246 1561 686 217 1641 721 781 2221 978 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 35.7 28.1 28.2 37.8 31.5 32.3 37.7 26.5 21.6 32.0 20.1 20.1 Incr Delay (d2), s/veh 8.2 0.3 0.3 4.7 0.4 1.5 0.5 0.5 0.1 8.1 0.8 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 2.4 2.4 1.5 2.9 3.3 0.5 6.3 0.8 5.7 8.9 8.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.9 28.4 28.5 42.5 31.8 33.7 38.2 27.0 21.7 40.1 20.9 22.0 LnGrp LOS DCCDCCDCCDCC Approach Vol, veh/h 561 604 895 2344 Approach Delay, s/veh 35.5 33.8 27.2 25.8 Approach LOS DCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.0 28.8 9.4 22.6 8.3 40.5 12.7 19.3 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 18.0 36.8 11.0 32.0 5.0 49.8 8.0 35.0 Max Q Clear Time (g_c+I1), s 14.7 18.1 5.4 8.2 3.1 26.1 7.7 11.0 Green Ext Time (p_c), s 0.3 3.2 0.0 0.9 0.0 7.2 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 28.4 HCM 6th LOS C 5.6-4 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT EBR NBT SBL SBT Lane Configurations Traffic Volume (vph) 435 8 328 1113 453 709 Future Volume (vph) 435 8 328 1113 453 709 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 444216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 9.0 10.0 Total Split (s)23.0 23.0 23.0 45.0 22.0 67.0 Total Split (%)25.6% 25.6% 25.6% 50.0% 24.4% 74.4% Yellow Time (s)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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Min None C-Min Act Effct Green (s)15.6 15.6 15.6 44.7 15.7 64.4 Actuated g/C Ratio 0.17 0.17 0.17 0.50 0.17 0.72 v/c Ratio 0.74 0.43 0.42 0.68 0.77 0.28 Control Delay 42.9 9.5 8.6 17.7 36.9 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.9 9.5 8.6 17.7 36.9 6.1 LOS D A A B D A Approach Delay 28.1 17.7 18.1 Approach LOS C B B Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 20.1 Intersection LOS: C Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 5.6-5 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Opening Year Cumulative (2025) 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) 435 8 328 00001113 556 453 709 0 Future Volume (veh/h) 435 8 328 00001113 556 453 709 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 448 0 265 0 1147 366 467 731 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 548 0 487 0 2095 668 537 2662 0 Arrive On Green 0.15 0.00 0.15 0.00 0.54 0.54 0.31 1.00 0.00 Sat Flow, veh/h 3619 0 3220 0 4050 1238 3510 3705 0 Grp Volume(v), veh/h 448 0 265 0 1022 491 467 731 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1659 1755 1805 0 Q Serve(g_s), s 10.8 0.0 6.8 0.0 17.4 17.4 11.3 0.0 0.0 Cycle Q Clear(g_c), s 10.8 0.0 6.8 0.0 17.4 17.4 11.3 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.75 1.00 0.00 Lane Grp Cap(c), veh/h 548 0 487 0 1868 896 537 2662 0 V/C Ratio(X)0.82 0.00 0.54 0.00 0.55 0.55 0.87 0.27 0.00 Avail Cap(c_a), veh/h 724 0 644 0 1868 896 702 2662 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.16 0.16 0.87 0.87 0.00 Uniform Delay (d), s/veh 37.0 0.0 35.3 0.0 13.5 13.5 30.4 0.0 0.0 Incr Delay (d2), s/veh 4.2 0.0 0.4 0.0 0.2 0.4 6.7 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 4.8 0.0 2.6 0.0 5.8 5.6 4.3 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.2 0.0 35.7 0.0 13.7 13.9 37.1 0.2 0.0 LnGrp LOS D A D A B B D A A Approach Vol, veh/h 713 1513 1198 Approach Delay, s/veh 39.1 13.8 14.6 Approach LOS D B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 17.8 53.6 18.6 71.4 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 40.0 18.0 62.0 Max Q Clear Time (g_c+I1), s 13.3 19.4 12.8 2.0 Green Ext Time (p_c), s 0.4 6.8 0.8 3.2 Intersection Summary HCM 6th Ctrl Delay 19.3 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 5.6-6 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 585 693 97 258 409 56 896 69 341 614 213 Future Volume (vph) 585 693 97 258 409 56 896 69 341 614 213 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7438 52 16 Permitted Phases 8 2 6 Detector Phase 74388522166 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 36.9 Total Split (s)21.0 44.3 18.0 41.3 41.3 10.0 42.7 42.7 15.0 47.7 47.7 Total Split (%)17.5% 36.9% 15.0% 34.4% 34.4% 8.3% 35.6% 35.6% 12.5% 39.8% 39.8% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Act Effct Green (s)16.3 33.3 9.7 26.8 26.8 5.1 31.9 31.9 10.2 39.5 39.5 Actuated g/C Ratio 0.15 0.31 0.09 0.25 0.25 0.05 0.30 0.30 0.09 0.37 0.37 v/c Ratio 1.17 0.70 0.63 0.30 0.89 0.36 0.88 0.13 1.09 0.49 0.31 Control Delay 135.5 37.1 67.1 33.7 50.2 60.4 47.3 1.5 122.5 29.3 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 135.5 37.1 67.1 33.7 50.2 60.4 47.3 1.5 122.5 29.3 4.8 LOS FDECDEDAFCA Approach Delay 80.7 46.7 44.9 52.1 Approach LOS F D D D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 107.7 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.17 Intersection Signal Delay: 58.2 Intersection LOS: E Intersection Capacity Utilization 81.6%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 5.6-7 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Opening Year Cumulative (2025) 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) 585 693 42 97 258 409 56 896 69 341 614 213 Future Volume (veh/h) 585 693 42 97 258 409 56 896 69 341 614 213 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 616 729 36 102 272 378 59 943 51 359 646 185 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 520 1182 58 128 940 418 135 1059 465 325 1254 559 Arrive On Green 0.15 0.34 0.34 0.07 0.26 0.26 0.04 0.29 0.29 0.09 0.35 0.35 Sat Flow, veh/h 3510 3498 173 1810 3610 1606 3510 3610 1586 3510 3610 1609 Grp Volume(v), veh/h 616 376 389 102 272 378 59 943 51 359 646 185 Grp Sat Flow(s),veh/h/ln 1755 1805 1866 1810 1805 1606 1755 1805 1586 1755 1805 1609 Q Serve(g_s), s 16.0 18.8 18.8 6.0 6.5 24.6 1.8 27.0 2.5 10.0 15.4 9.2 Cycle Q Clear(g_c), s 16.0 18.8 18.8 6.0 6.5 24.6 1.8 27.0 2.5 10.0 15.4 9.2 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 520 610 630 128 940 418 135 1059 465 325 1254 559 V/C Ratio(X) 1.18 0.62 0.62 0.80 0.29 0.90 0.44 0.89 0.11 1.10 0.51 0.33 Avail Cap(c_a), veh/h 520 635 657 218 1170 521 163 1230 540 325 1397 623 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.0 29.9 29.9 49.4 31.9 38.6 50.8 36.5 27.9 49.0 28.0 26.0 Incr Delay (d2), s/veh 101.1 1.2 1.1 4.2 0.1 14.9 0.8 6.9 0.0 80.9 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.0 7.9 8.2 2.8 2.7 10.9 0.8 12.3 0.9 7.9 6.3 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 147.1 31.1 31.1 53.6 32.0 53.5 51.6 43.4 27.9 129.9 28.1 26.1 LnGrp LOS F CCDCDDDCFCC Approach Vol, veh/h 1381 752 1053 1190 Approach Delay, s/veh 82.8 45.8 43.1 58.5 Approach LOS F D D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.0 37.6 12.6 42.8 9.1 43.4 21.0 34.4 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 10.0 36.8 13.0 38.0 5.0 41.8 16.0 35.0 Max Q Clear Time (g_c+I1), s 12.0 29.0 8.0 20.8 3.8 17.4 18.0 26.6 Green Ext Time (p_c), s 0.0 2.7 0.0 2.5 0.0 2.9 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 60.3 HCM 6th LOS E 5.6-8 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 6.1: HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Timings Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Configurations Traffic Volume (vph) 711 578 721 392 1087 Future Volume (vph) 711 578 721 392 1087 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)50.0 50.0 50.0 50.0 50.0 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 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 C-Min C-Min C-Min Act Effct Green (s)45.7 45.7 44.3 44.3 44.3 Actuated g/C Ratio 0.46 0.46 0.44 0.44 0.44 v/c Ratio 0.94 0.45 0.34 0.46 0.74 Control Delay 46.3 13.5 26.3 8.7 26.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 13.5 26.3 8.7 26.7 LOS DBCAC Approach Delay 31.6 20.1 26.7 Approach LOS C C C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 26.4 Intersection LOS: C Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Citrus Av. & I-10 WB Ramps 6.1-1 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Horizon Year (2040) 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) 711 578 721 392 0 1087 Future Volume (veh/h) 711 578 721 392 0 1087 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 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 773 628 784 417 0 1182 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000 Cap, veh/h 800 1254 2374 721 0 1652 Arrive On Green 0.44 0.44 0.92 0.92 0.00 0.46 Sat Flow, veh/h 1810 2834 5358 1575 0 3800 Grp Volume(v), veh/h 773 628 784 417 0 1182 Grp Sat Flow(s),veh/h/ln 1810 1417 1729 1575 0 1805 Q Serve(g_s), s 41.6 15.9 1.8 4.8 0.0 26.4 Cycle Q Clear(g_c), s 41.6 15.9 1.8 4.8 0.0 26.4 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 800 1254 2374 721 0 1652 V/C Ratio(X) 0.97 0.50 0.33 0.58 0.00 0.72 Avail Cap(c_a), veh/h 814 1275 2374 721 0 1652 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.59 0.59 0.00 1.00 Uniform Delay (d), s/veh 27.1 20.0 2.4 2.5 0.0 21.9 Incr Delay (d2), s/veh 23.0 0.1 0.2 2.0 0.0 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 22.1 5.1 0.5 1.2 0.0 10.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.2 20.1 2.6 4.5 0.0 24.6 LnGrp LOS D C A A A C Approach Vol, veh/h 1401 1201 1182 Approach Delay, s/veh 36.7 3.3 24.6 Approach LOS D A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 50.8 50.8 49.2 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 45.0 45.0 Max Q Clear Time (g_c+I1), s 6.8 28.4 43.6 Green Ext Time (p_c), s 4.3 4.9 0.6 Intersection Summary HCM 6th Ctrl Delay 22.3 HCM 6th LOS C Notes Unsignalized Delay for [SBT] is excluded from calculations of the approach delay and intersection delay. 6.1-2 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 305 3 810 650 1311 Future Volume (vph) 305 3 810 650 1311 Turn Type Split NA NA Prot NA Protected Phases 44216 Permitted Phases Detector Phase 44216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 25.0 9.0 10.0 Total Split (s)37.0 37.0 36.0 27.0 63.0 Total Split (%)37.0% 37.0% 36.0% 27.0% 63.0% Yellow Time (s)4.0 4.0 4.0 3.0 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 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None C-Min None C-Min Act Effct Green (s)33.7 33.7 30.6 21.7 56.3 Actuated g/C Ratio 0.34 0.34 0.31 0.22 0.56 v/c Ratio 0.27 1.60 0.85 0.88 0.67 Control Delay 25.4 302.0 34.7 52.9 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 25.4 302.0 34.7 52.9 12.1 LOS C F C D B Approach Delay 231.6 34.7 25.6 Approach LOS F C C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.60 Intersection Signal Delay: 83.3 Intersection LOS: F Intersection Capacity Utilization 112.7% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 6.1-3 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) 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) 305 3 889 00008105116501311 0 Future Volume (veh/h) 305 3 889 00008105116501311 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 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 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 314 3 794 0 835 413 670 1352 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 1123 2 514 0 1154 529 724 2094 0 Arrive On Green 0.32 0.32 0.32 0.00 0.33 0.33 0.41 1.00 0.00 Sat Flow, veh/h 3510 6 1605 0 3629 1584 3510 3705 0 Grp Volume(v), veh/h 314 0 797 0 835 413 670 1352 0 Grp Sat Flow(s),veh/h/ln 1755 0 1611 0 1729 1584 1755 1805 0 Q Serve(g_s), s 6.7 0.0 32.0 0.0 21.2 23.5 18.1 0.0 0.0 Cycle Q Clear(g_c), s 6.7 0.0 32.0 0.0 21.2 23.5 18.1 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1123 0 516 0 1154 529 724 2094 0 V/C Ratio(X)0.28 0.00 1.55 0.00 0.72 0.78 0.93 0.65 0.00 Avail Cap(c_a), veh/h 1123 0 516 0 1154 529 807 2094 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.60 0.60 0.47 0.47 0.00 Uniform Delay (d), s/veh 25.4 0.0 34.0 0.0 29.3 30.0 28.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 255.2 0.0 2.4 6.8 8.0 0.7 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 2.7 0.0 48.1 0.0 8.6 9.4 6.1 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.4 0.0 289.2 0.0 31.7 36.9 36.6 0.7 0.0 LnGrp LOS C A F A C D D A A Approach Vol, veh/h 1111 1248 2022 Approach Delay, s/veh 214.6 33.4 12.6 Approach LOS F C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 24.6 38.4 37.0 63.0 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 31.0 32.0 58.0 Max Q Clear Time (g_c+I1), s 20.1 25.5 34.0 2.0 Green Ext Time (p_c), s 0.5 2.7 0.0 7.4 Intersection Summary HCM 6th Ctrl Delay 69.8 HCM 6th LOS E 6.1-4 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 408 616 73 506 242 84 748 92 539 1164 Future Volume (vph) 408 616 73 506 242 84 748 92 539 1164 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7438 52 16 Permitted Phases 8 2 Detector Phase 7438852216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 Total Split (s)19.0 46.3 14.0 41.3 41.3 10.0 42.7 42.7 17.0 49.7 Total Split (%)15.8% 38.6% 11.7% 34.4% 34.4% 8.3% 35.6% 35.6% 14.2% 41.4% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag 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)14.1 31.4 7.7 22.9 22.9 5.0 36.9 36.9 12.0 44.0 Actuated g/C Ratio 0.13 0.29 0.07 0.21 0.21 0.05 0.34 0.34 0.11 0.41 v/c Ratio 0.98 0.74 0.62 0.72 0.57 0.56 0.66 0.16 1.50 1.37 Control Delay 84.6 39.4 71.1 45.1 18.9 66.1 34.4 0.8 274.4 199.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.6 39.4 71.1 45.1 18.9 66.1 34.4 0.8 274.4 199.4 LOS F D E D B E C A F F Approach Delay 56.0 39.7 33.9 216.5 Approach LOS E D C F Intersection Summary Cycle Length: 120 Actuated Cycle Length: 108.2 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.50 Intersection Signal Delay: 122.2 Intersection LOS: F Intersection Capacity Utilization 102.0%ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 6.1-5 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Horizon Year (2040) 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) 408 616 84 73 506 242 84 748 92 539 1164 657 Future Volume (veh/h) 408 616 84 73 506 242 84 748 92 539 1164 657 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 443 670 90 79 550 198 91 813 70 586 1265 586 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 470 860 115 101 690 303 156 1257 554 403 1022 442 Arrive On Green 0.13 0.27 0.27 0.06 0.19 0.19 0.04 0.35 0.35 0.11 0.42 0.42 Sat Flow, veh/h 3510 3198 429 1810 3610 1587 3510 3610 1589 3510 2442 1057 Grp Volume(v), veh/h 443 378 382 79 550 198 91 813 70 586 912 939 Grp Sat Flow(s),veh/h/ln 1755 1805 1822 1810 1805 1587 1755 1805 1589 1755 1805 1694 Q Serve(g_s), s 13.1 20.3 20.3 4.5 15.2 12.1 2.7 19.8 3.1 12.0 43.8 43.8 Cycle Q Clear(g_c), s 13.1 20.3 20.3 4.5 15.2 12.1 2.7 19.8 3.1 12.0 43.8 43.8 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.62 Lane Grp Cap(c), veh/h 470 485 490 101 690 303 156 1257 554 403 755 709 V/C Ratio(X) 0.94 0.78 0.78 0.78 0.80 0.65 0.58 0.65 0.13 1.46 1.21 1.32 Avail Cap(c_a), veh/h 470 690 697 156 1207 531 168 1269 559 403 755 709 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 35.4 35.4 48.8 40.4 39.1 49.1 28.7 23.2 46.3 30.4 30.4 Incr Delay (d2), s/veh 27.5 2.1 2.2 5.6 0.8 0.9 2.5 0.9 0.0 218.5 105.6 155.7 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 7.3 8.7 8.9 2.1 6.5 4.6 1.2 8.2 1.1 17.3 39.5 46.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.4 37.5 37.6 54.3 41.2 40.0 51.6 29.6 23.3 264.8 136.0 186.1 LnGrp LOS E DDDDDDCCFFF Approach Vol, veh/h 1203 827 974 2437 Approach Delay, s/veh 50.4 42.2 31.2 186.3 Approach LOS D D C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 42.3 10.9 34.4 9.6 49.7 19.0 26.3 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 12.0 36.8 9.0 40.0 5.0 43.8 14.0 35.0 Max Q Clear Time (g_c+I1), s 14.0 21.8 6.5 22.3 4.7 45.8 15.1 17.2 Green Ext Time (p_c), s 0.0 3.1 0.0 2.5 0.0 0.0 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 106.6 HCM 6th LOS F 6.1-6 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 128 110 33 181 29 532 299 522 Future Volume (vph) 128 110 33 181 29 532 299 522 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s)22.0 39.0 15.0 32.0 14.0 46.0 20.0 52.0 Total Split (%)18.3% 32.5% 12.5% 26.7% 11.7% 38.3% 16.7% 43.3% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 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 5.4 4.6 5.4 4.6 5.8 4.6 5.8 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)11.3 22.4 6.5 13.0 6.4 26.0 15.9 40.1 Actuated g/C Ratio 0.13 0.26 0.07 0.15 0.07 0.30 0.18 0.46 v/c Ratio 0.59 0.22 0.26 0.55 0.24 0.76 0.98 0.55 Control Delay 49.1 17.8 48.0 23.6 47.9 31.2 85.0 18.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.1 17.8 48.0 23.6 47.9 31.2 85.0 18.2 LOS DBDCDCFB Approach Delay 30.5 25.8 31.8 36.0 Approach LOS CCCD Intersection Summary Cycle Length: 120 Actuated Cycle Length: 87.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 32.6 Intersection LOS: C Intersection Capacity Utilization 72.0%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. 6.1-7 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 128 110 77 33 181 143 29 532 217 299 522 304 Future Volume (veh/h) 128 110 77 33 181 143 29 532 217 299 522 304 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 138 118 79 35 195 117 31 572 225 322 561 300 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 175 422 263 62 299 171 57 750 294 362 1055 564 Arrive On Green 0.10 0.20 0.20 0.03 0.14 0.14 0.03 0.30 0.30 0.20 0.46 0.46 Sat Flow, veh/h 1810 2134 1332 1810 2211 1266 1810 2531 993 1810 2272 1214 Grp Volume(v), veh/h 138 98 99 35 158 154 31 408 389 322 446 415 Grp Sat Flow(s),veh/h/ln 1810 1805 1660 1810 1805 1672 1810 1805 1719 1810 1805 1681 Q Serve(g_s), s 5.6 3.5 3.8 1.4 6.2 6.6 1.3 15.4 15.5 13.0 13.2 13.2 Cycle Q Clear(g_c), s 5.6 3.5 3.8 1.4 6.2 6.6 1.3 15.4 15.5 13.0 13.2 13.2 Prop In Lane 1.00 0.80 1.00 0.76 1.00 0.58 1.00 0.72 Lane Grp Cap(c), veh/h 175 357 328 62 244 226 57 535 509 362 838 781 V/C Ratio(X) 0.79 0.28 0.30 0.56 0.65 0.68 0.54 0.76 0.76 0.89 0.53 0.53 Avail Cap(c_a), veh/h 419 808 743 251 640 592 227 967 920 371 1111 1034 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 33.1 25.6 25.7 35.7 30.8 30.9 35.8 24.0 24.0 29.2 14.3 14.3 Incr Delay (d2), s/veh 3.0 0.4 0.5 2.9 2.8 3.6 2.9 2.3 2.4 21.3 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 2.5 1.4 1.4 0.6 2.7 2.7 0.6 6.2 5.9 7.3 4.6 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.1 26.0 26.2 38.6 33.6 34.5 38.7 26.3 26.5 50.5 14.8 14.9 LnGrp LOS DCCDCCDCCDBB Approach Vol, veh/h 335 347 828 1183 Approach Delay, s/veh 30.2 34.5 26.8 24.6 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.6 28.0 7.2 20.2 7.0 40.7 11.9 15.6 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 15.4 40.2 10.4 33.6 9.4 46.2 17.4 26.6 Max Q Clear Time (g_c+I1), s 15.0 17.5 3.4 5.8 3.3 15.2 7.6 8.6 Green Ext Time (p_c), s 0.0 4.7 0.0 1.0 0.0 5.7 0.1 1.5 Intersection Summary HCM 6th Ctrl Delay 27.2 HCM 6th LOS C 6.1-8 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)24 693 354 520 103 5 15 56 Future Volume (vph)24 693 354 520 103 5 15 56 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 7438 2 6 Permitted Phases 2 6 Detector Phase 74382266 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)10.0 28.3 10.0 29.3 37.9 37.9 43.9 43.9 Total Split (s)10.0 30.0 24.0 44.0 46.0 46.0 46.0 46.0 Total Split (%)10.0% 30.0% 24.0% 44.0% 46.0% 46.0% 46.0% 46.0% Yellow Time (s)3.0 4.3 3.0 4.3 3.9 3.9 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)5.1 24.2 19.4 45.1 13.9 13.9 13.9 13.9 Actuated g/C Ratio 0.07 0.32 0.26 0.60 0.19 0.19 0.19 0.19 v/c Ratio 0.21 0.85 0.83 0.30 0.45 0.64 0.16 0.23 Control Delay 41.8 33.3 45.3 10.8 31.5 8.0 26.6 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.8 33.3 45.3 10.8 31.5 8.0 26.6 20.2 LOS DCDBCACC Approach Delay 33.5 23.7 13.3 21.2 Approach LOS C C B C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 75 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 25.3 Intersection LOS: C Intersection Capacity Utilization 82.0%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 8: Oleander Av. & Slover Av. 6.1-9 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 693 195 354 520 74 103 5 351 15 56 19 Future Volume (veh/h) 24 693 195 354 520 74 103 5 351 15 56 19 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 0.99 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 26 753 164 385 565 63 112 5 196 16 61 12 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 52 907 198 432 1692 188 318 7 291 195 288 57 Arrive On Green 0.03 0.31 0.31 0.24 0.52 0.52 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1810 2942 641 1810 3266 363 1341 40 1551 1198 1536 302 Grp Volume(v), veh/h 26 462 455 385 312 316 112 0 201 16 0 73 Grp Sat Flow(s),veh/h/ln 1810 1805 1777 1810 1805 1824 1341 0 1590 1198 0 1838 Q Serve(g_s), s 0.9 15.4 15.4 13.3 6.5 6.6 5.0 0.0 7.6 0.8 0.0 2.2 Cycle Q Clear(g_c), s 0.9 15.4 15.4 13.3 6.5 6.6 7.2 0.0 7.6 8.4 0.0 2.2 Prop In Lane 1.00 0.36 1.00 0.20 1.00 0.98 1.00 0.16 Lane Grp Cap(c), veh/h 52 557 548 432 935 945 318 0 298 195 0 345 V/C Ratio(X) 0.50 0.83 0.83 0.89 0.33 0.33 0.35 0.00 0.67 0.08 0.00 0.21 Avail Cap(c_a), veh/h 140 660 650 530 1050 1061 895 0 984 711 0 1137 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.0 20.8 20.8 23.9 9.1 9.1 25.3 0.0 24.5 28.4 0.0 22.3 Incr Delay (d2), s/veh 2.7 7.2 7.3 13.3 0.2 0.2 0.2 0.0 1.0 0.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 6.6 6.5 6.6 2.0 2.0 1.5 0.0 2.7 0.2 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.7 28.0 28.1 37.2 9.2 9.3 25.6 0.0 25.5 28.5 0.0 22.4 LnGrp LOS CCCDAACACCAC Approach Vol, veh/h 943 1013 313 89 Approach Delay, s/veh 28.2 19.9 25.5 23.5 Approach LOS C B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 18.1 20.5 26.3 18.1 6.9 39.9 Change Period (Y+Rc), s 5.9 5.0 6.3 5.9 5.0 6.3 Max Green Setting (Gmax), s 40.1 19.0 23.7 40.1 5.0 37.7 Max Q Clear Time (g_c+I1), s 9.6 15.3 17.4 10.4 2.9 8.6 Green Ext Time (p_c), s 0.9 0.1 2.4 0.3 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 24.1 HCM 6th LOS C 6.1-10 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)36 575 24 296 16 122 114 91 Future Volume (vph)36 575 24 296 16 122 114 91 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s)18.0 34.0 14.0 30.0 12.0 39.0 33.0 60.0 Total Split (%)15.0% 28.3% 11.7% 25.0% 10.0% 32.5% 27.5% 50.0% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 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 5.4 4.6 5.4 4.6 5.4 4.6 5.4 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)6.8 20.1 6.4 17.6 6.2 14.3 9.9 23.9 Actuated g/C Ratio 0.11 0.33 0.10 0.29 0.10 0.23 0.16 0.39 v/c Ratio 0.20 0.55 0.14 0.45 0.09 0.41 0.42 0.21 Control Delay 35.6 21.3 36.1 20.1 36.6 26.7 33.9 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.6 21.3 36.1 20.1 36.6 26.7 33.9 14.5 LOS DCDCDCCB Approach Delay 22.1 20.9 27.6 23.3 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 61.3 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 22.6 Intersection LOS: C Intersection Capacity Utilization 53.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. 6.1-11 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 575 25 24 296 127 16 122 42 114 91 45 Future Volume (veh/h) 36 575 25 24 296 127 16 122 42 114 91 45 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 39 625 23 26 322 97 17 133 39 124 99 35 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 76 954 35 55 705 209 38 297 87 163 374 132 Arrive On Green 0.04 0.27 0.27 0.03 0.26 0.26 0.02 0.21 0.21 0.09 0.28 0.28 Sat Flow, veh/h 1810 3551 131 1810 2743 812 1810 1410 413 1810 1339 474 Grp Volume(v), veh/h 39 317 331 26 210 209 17 0 172 124 0 134 Grp Sat Flow(s),veh/h/ln 1810 1805 1876 1810 1805 1750 1810 0 1823 1810 0 1813 Q Serve(g_s), s 1.1 7.8 7.8 0.7 4.9 5.0 0.5 0.0 4.1 3.3 0.0 2.9 Cycle Q Clear(g_c), s 1.1 7.8 7.8 0.7 4.9 5.0 0.5 0.0 4.1 3.3 0.0 2.9 Prop In Lane 1.00 0.07 1.00 0.46 1.00 0.23 1.00 0.26 Lane Grp Cap(c), veh/h 76 485 504 55 464 450 38 0 384 163 0 507 V/C Ratio(X) 0.52 0.65 0.66 0.47 0.45 0.46 0.45 0.00 0.45 0.76 0.00 0.26 Avail Cap(c_a), veh/h 486 1034 1075 341 890 862 268 0 1227 1029 0 1983 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.4 16.2 16.2 23.8 15.6 15.6 24.1 0.0 17.2 22.2 0.0 14.0 Incr Delay (d2), s/veh 2.0 1.5 1.5 2.3 0.7 0.7 3.0 0.0 0.8 2.7 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.8 2.9 0.3 1.7 1.7 0.2 0.0 1.5 1.4 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.4 17.7 17.7 26.2 16.3 16.4 27.2 0.0 18.0 24.9 0.0 14.3 LnGrp LOS C B B C B B C A B C A B Approach Vol, veh/h 687 445 189 258 Approach Delay, s/veh 18.1 16.9 18.8 19.4 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.1 15.9 6.1 18.8 5.7 19.3 6.7 18.2 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 28.4 33.6 9.4 28.6 7.4 54.6 13.4 24.6 Max Q Clear Time (g_c+I1), s 5.3 6.1 2.7 9.8 2.5 4.9 3.1 7.0 Green Ext Time (p_c), s 0.1 0.9 0.0 3.5 0.0 0.8 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B 6.1-12 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Configurations Traffic Volume (vph) 477 528 1105 569 932 Future Volume (vph) 477 528 1105 569 932 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)30.0 30.0 60.0 60.0 60.0 Total Split (%)33.3% 33.3% 66.7% 66.7% 66.7% 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 C-Min C-Min C-Min Act Effct Green (s)32.0 32.0 48.0 48.0 48.0 Actuated g/C Ratio 0.36 0.36 0.53 0.53 0.53 v/c Ratio 0.78 0.50 0.42 0.53 0.51 Control Delay 35.7 17.6 22.0 9.6 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 35.7 17.6 22.0 9.6 14.9 LOS DBCAB Approach Delay 26.2 17.8 14.9 Approach LOS C B B Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Citrus Av. & I-10 WB Ramps 6.1-13 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Horizon Year (2040) 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) 477 528 1105 569 0 932 Future Volume (veh/h) 477 528 1105 569 0 932 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 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 502 391 1163 560 0 981 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000 Cap, veh/h 503 787 3170 964 0 2206 Arrive On Green 0.28 0.28 1.00 1.00 0.00 0.61 Sat Flow, veh/h 1810 2834 5358 1577 0 3800 Grp Volume(v), veh/h 502 391 1163 560 0 981 Grp Sat Flow(s),veh/h/ln 1810 1417 1729 1577 0 1805 Q Serve(g_s), s 25.0 10.4 0.0 0.0 0.0 13.1 Cycle Q Clear(g_c), s 25.0 10.4 0.0 0.0 0.0 13.1 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 503 787 3170 964 0 2206 V/C Ratio(X) 1.00 0.50 0.37 0.58 0.00 0.44 Avail Cap(c_a), veh/h 503 787 3170 964 0 2206 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.34 0.34 0.00 1.00 Uniform Delay (d), s/veh 32.5 27.2 0.0 0.0 0.0 9.3 Incr Delay (d2), s/veh 39.8 0.2 0.1 0.9 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.1 3.5 0.0 0.2 0.0 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.3 27.4 0.1 0.9 0.0 10.0 LnGrp LOS E C AAAA Approach Vol, veh/h 893 1723 981 Approach Delay, s/veh 52.6 0.4 10.0 Approach LOS D A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 60.0 60.0 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 55.0 55.0 25.0 Max Q Clear Time (g_c+I1), s 2.0 15.1 27.0 Green Ext Time (p_c), s 7.4 4.6 0.0 Intersection Summary HCM 6th Ctrl Delay 16.0 HCM 6th LOS B Notes Unsignalized Delay for [SBT] is excluded from calculations of the approach delay and intersection delay. 6.1-14 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 479 19 1192 563 774 Future Volume (vph) 479 19 1192 563 774 Turn Type Split NA NA Prot NA Protected Phases 44216 Permitted Phases Detector Phase 44216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 25.0 9.0 10.0 Total Split (s)25.0 25.0 40.0 25.0 65.0 Total Split (%)27.8% 27.8% 44.4% 27.8% 72.2% Yellow Time (s)4.0 4.0 4.0 3.0 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 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None C-Min None C-Min Act Effct Green (s)17.2 17.2 40.3 18.5 62.8 Actuated g/C Ratio 0.19 0.19 0.45 0.21 0.70 v/c Ratio 0.74 0.76 1.03dr 0.81 0.32 Control Delay 41.0 24.1 30.4 36.0 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.0 24.1 30.4 36.0 5.4 LOS DCCDA Approach Delay 33.7 30.4 18.3 Approach LOS C C B Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 27.2 Intersection LOS: C Intersection Capacity Utilization 92.5% ICU Level of Service F Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 6.1-15 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) 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) 479 19 347 00001192 860 563 774 0 Future Volume (veh/h) 479 19 347 00001192 860 563 774 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 494 20 280 0 1229 680 580 798 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 728 22 315 0 1564 719 648 2460 0 Arrive On Green 0.21 0.21 0.21 0.00 0.45 0.45 0.37 1.00 0.00 Sat Flow, veh/h 3510 108 1518 0 3629 1590 3510 3705 0 Grp Volume(v), veh/h 494 0 300 0 1229 680 580 798 0 Grp Sat Flow(s),veh/h/ln 1755 0 1627 0 1729 1590 1755 1805 0 Q Serve(g_s), s 11.7 0.0 16.1 0.0 27.2 36.8 14.0 0.0 0.0 Cycle Q Clear(g_c), s 11.7 0.0 16.1 0.0 27.2 36.8 14.0 0.0 0.0 Prop In Lane 1.00 0.93 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 728 0 337 0 1564 719 648 2460 0 V/C Ratio(X)0.68 0.00 0.89 0.00 0.79 0.95 0.89 0.32 0.00 Avail Cap(c_a), veh/h 780 0 361 0 1564 719 819 2460 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.11 0.11 0.77 0.77 0.00 Uniform Delay (d), s/veh 32.9 0.0 34.7 0.0 20.9 23.6 27.6 0.0 0.0 Incr Delay (d2), s/veh 1.7 0.0 20.8 0.0 0.5 4.1 7.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 0.0 7.9 0.0 9.8 12.8 5.0 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.6 0.0 55.5 0.0 21.4 27.7 34.8 0.3 0.0 LnGrp LOS C A E A C C C A A Approach Vol, veh/h 794 1909 1378 Approach Delay, s/veh 42.5 23.6 14.8 Approach LOS D C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 20.6 45.7 23.7 66.3 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 35.0 20.0 60.0 Max Q Clear Time (g_c+I1), s 16.0 38.8 18.1 2.0 Green Ext Time (p_c), s 0.6 0.0 0.5 3.5 Intersection Summary HCM 6th Ctrl Delay 24.3 HCM 6th LOS C 6.1-16 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 649 1191 106 418 440 61 953 93 372 657 Future Volume (vph) 649 1191 106 418 440 61 953 93 372 657 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7438 52 16 Permitted Phases 8 2 Detector Phase 7438852216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 Total Split (s)24.0 50.3 15.0 41.3 41.3 10.0 42.7 42.7 12.0 44.7 Total Split (%)20.0% 41.9% 12.5% 34.4% 34.4% 8.3% 35.6% 35.6% 10.0% 37.3% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag 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)19.0 44.1 9.3 34.4 34.4 5.0 35.2 35.2 7.0 39.3 Actuated g/C Ratio 0.16 0.37 0.08 0.29 0.29 0.04 0.30 0.30 0.06 0.33 v/c Ratio 1.21 0.98 0.78 0.42 0.80 0.43 0.93 0.17 1.88 0.81 Control Delay 152.3 56.8 88.4 35.4 36.5 65.3 55.5 0.7 446.2 41.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 152.3 56.8 88.4 35.4 36.5 65.3 55.5 0.7 446.2 41.0 LOS FEFDDEEAFD Approach Delay 89.5 41.7 51.4 158.5 Approach LOS F D D F Intersection Summary Cycle Length: 120 Actuated Cycle Length: 117.8 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.88 Intersection Signal Delay: 89.6 Intersection LOS: F Intersection Capacity Utilization 96.0%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 6.1-17 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Horizon Year (2040) 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) 649 1191 55 106 418 440 61 953 93 372 657 255 Future Volume (veh/h) 649 1191 55 106 418 440 61 953 93 372 657 255 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 683 1254 50 112 440 410 64 1003 76 392 692 229 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 574 1316 52 138 1027 457 132 1085 476 212 861 285 Arrive On Green 0.16 0.37 0.37 0.08 0.28 0.28 0.04 0.30 0.30 0.06 0.32 0.32 Sat Flow, veh/h 3510 3536 141 1810 3610 1607 3510 3610 1586 3510 2664 881 Grp Volume(v), veh/h 683 640 664 112 440 410 64 1003 76 392 469 452 Grp Sat Flow(s),veh/h/ln 1755 1805 1872 1810 1805 1607 1755 1805 1586 1755 1805 1740 Q Serve(g_s), s 19.0 40.0 40.1 7.1 11.5 28.5 2.1 31.3 4.1 7.0 27.6 27.6 Cycle Q Clear(g_c), s 19.0 40.0 40.1 7.1 11.5 28.5 2.1 31.3 4.1 7.0 27.6 27.6 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 0.51 Lane Grp Cap(c), veh/h 574 671 697 138 1027 457 132 1085 476 212 583 562 V/C Ratio(X) 1.19 0.95 0.95 0.81 0.43 0.90 0.48 0.92 0.16 1.85 0.80 0.80 Avail Cap(c_a), veh/h 574 684 709 156 1088 484 151 1144 503 212 603 582 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 48.6 35.5 35.5 52.8 33.8 39.9 54.8 39.3 29.8 54.6 35.9 35.9 Incr Delay (d2), s/veh 101.6 22.9 22.6 21.8 0.1 17.8 1.0 11.7 0.1 401.2 6.9 7.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.1 20.8 21.6 4.0 4.9 13.0 0.9 15.0 1.5 14.8 12.7 12.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 150.1 58.3 58.1 74.6 34.0 57.7 55.8 51.1 29.9 455.8 42.9 43.1 LnGrp LOS F E E E C E E D C F D D Approach Vol, veh/h 1987 962 1143 1313 Approach Delay, s/veh 89.8 48.8 49.9 166.2 Approach LOS F D D F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.0 40.8 13.8 49.5 9.4 43.4 24.0 39.3 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 7.0 36.8 10.0 44.0 5.0 38.8 19.0 35.0 Max Q Clear Time (g_c+I1), s 9.0 33.3 9.1 42.1 4.1 29.6 21.0 30.5 Green Ext Time (p_c), s 0.0 1.6 0.0 1.1 0.0 2.5 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 92.6 HCM 6th LOS F 6.1-18 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 280 420 46 155 37 571 163 406 Future Volume (vph) 280 420 46 155 37 571 163 406 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s)27.0 45.0 13.0 31.0 13.0 43.0 19.0 49.0 Total Split (%)22.5% 37.5% 10.8% 25.8% 10.8% 35.8% 15.8% 40.8% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 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 5.4 4.6 5.4 4.6 5.8 4.6 5.8 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)19.0 29.9 6.8 12.8 6.5 23.6 12.4 34.3 Actuated g/C Ratio 0.21 0.34 0.08 0.14 0.07 0.27 0.14 0.39 v/c Ratio 0.75 0.39 0.34 0.58 0.29 0.73 0.67 0.40 Control Delay 48.3 25.9 51.3 19.6 50.3 34.7 53.5 21.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.3 25.9 51.3 19.6 50.3 34.7 53.5 21.4 LOS DCDBDCDC Approach Delay 34.4 23.1 35.6 28.9 Approach LOS CCDC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 89 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 31.4 Intersection LOS: C Intersection Capacity Utilization 72.6%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. 6.1-19 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 280 420 40 46 155 216 37 571 96 163 406 124 Future Volume (veh/h) 280 420 40 46 155 216 37 571 96 163 406 124 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 289 433 35 47 160 196 38 589 91 168 419 123 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %000000000000 Cap, veh/h 335 1065 86 76 310 275 66 793 122 208 914 266 Arrive On Green 0.19 0.32 0.32 0.04 0.17 0.17 0.04 0.25 0.25 0.12 0.33 0.33 Sat Flow, veh/h 1810 3379 272 1810 1805 1602 1810 3134 483 1810 2759 802 Grp Volume(v), veh/h 289 230 238 47 160 196 38 339 341 168 273 269 Grp Sat Flow(s),veh/h/ln 1810 1805 1846 1810 1805 1602 1810 1805 1812 1810 1805 1756 Q Serve(g_s), s 11.5 7.4 7.5 1.9 6.0 8.6 1.5 12.8 12.9 6.7 8.8 9.0 Cycle Q Clear(g_c), s 11.5 7.4 7.5 1.9 6.0 8.6 1.5 12.8 12.9 6.7 8.8 9.0 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.27 1.00 0.46 Lane Grp Cap(c), veh/h 335 569 582 76 310 275 66 456 458 208 598 582 V/C Ratio(X) 0.86 0.41 0.41 0.62 0.52 0.71 0.57 0.74 0.75 0.81 0.46 0.46 Avail Cap(c_a), veh/h 547 964 986 205 623 553 205 906 909 351 1052 1023 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 29.3 19.9 20.0 34.9 27.9 29.0 35.1 25.5 25.5 32.0 19.5 19.6 Incr Delay (d2), s/veh 4.2 0.5 0.5 3.1 1.3 3.4 2.9 2.4 2.4 2.8 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 5.0 2.9 3.0 0.9 2.5 3.3 0.7 5.2 5.3 2.9 3.4 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.5 20.4 20.4 38.0 29.2 32.4 38.0 27.9 27.9 34.8 20.1 20.1 LnGrp LOS CCCDCCDCCCCC Approach Vol, veh/h 757 403 718 710 Approach Delay, s/veh 25.4 31.8 28.4 23.6 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.1 24.6 7.7 28.8 7.3 30.4 18.3 18.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 14.4 37.2 8.4 39.6 8.4 43.2 22.4 25.6 Max Q Clear Time (g_c+I1), s 8.7 14.9 3.9 9.5 3.5 11.0 13.5 10.6 Green Ext Time (p_c), s 0.1 3.8 0.0 2.7 0.0 3.1 0.3 1.7 Intersection Summary HCM 6th Ctrl Delay 26.7 HCM 6th LOS C 6.1-20 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)31 1266 103 621 118 5 44 4 Future Volume (vph)31 1266 103 621 118 5 44 4 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 7438 2 6 Permitted Phases 2 6 Detector Phase 74382266 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)10.0 28.3 10.0 29.3 37.9 37.9 43.9 43.9 Total Split (s)10.0 40.0 14.0 44.0 46.0 46.0 46.0 46.0 Total Split (%)10.0% 40.0% 14.0% 44.0% 46.0% 46.0% 46.0% 46.0% Yellow Time (s)3.0 4.3 3.0 4.3 3.9 3.9 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)5.1 34.5 7.9 43.9 14.3 14.3 14.3 14.3 Actuated g/C Ratio 0.07 0.46 0.11 0.59 0.19 0.19 0.19 0.19 v/c Ratio 0.27 0.92 0.58 0.33 0.49 0.30 0.19 0.16 Control Delay 43.3 31.3 47.9 11.4 31.9 7.1 25.2 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.3 31.3 47.9 11.4 31.9 7.1 25.2 8.3 LOS DCDBCACA Approach Delay 31.6 16.5 19.9 16.0 Approach LOS C B B B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 74.3 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 25.4 Intersection LOS: C Intersection Capacity Utilization 72.5%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 8: Oleander Av. & Slover Av. 6.1-21 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 1266 135 103 621 25 118 5 106 44 4 49 Future Volume (veh/h) 31 1266 135 103 621 25 118 5 106 44 4 49 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 34 1376 126 112 675 26 128 5 76 48 4 46 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 65 1617 147 144 1869 72 295 15 233 265 20 233 Arrive On Green 0.04 0.48 0.48 0.08 0.53 0.53 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1810 3345 305 1810 3544 136 1376 99 1500 1338 130 1500 Grp Volume(v), veh/h 34 740 762 112 344 357 128 0 81 48 0 50 Grp Sat Flow(s),veh/h/ln 1810 1805 1845 1810 1805 1875 1376 0 1598 1338 0 1630 Q Serve(g_s), s 1.1 21.9 22.2 3.7 6.8 6.8 5.5 0.0 2.8 2.0 0.0 1.6 Cycle Q Clear(g_c), s 1.1 21.9 22.2 3.7 6.8 6.8 7.1 0.0 2.8 4.8 0.0 1.6 Prop In Lane 1.00 0.17 1.00 0.07 1.00 0.94 1.00 0.92 Lane Grp Cap(c), veh/h 65 873 892 144 952 989 295 0 248 265 0 253 V/C Ratio(X) 0.52 0.85 0.85 0.78 0.36 0.36 0.43 0.00 0.33 0.18 0.00 0.20 Avail Cap(c_a), veh/h 148 996 1018 267 1114 1157 984 0 1049 936 0 1070 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.9 13.8 13.9 27.6 8.4 8.4 25.6 0.0 23.0 25.1 0.0 22.5 Incr Delay (d2), s/veh 2.4 6.0 6.3 3.3 0.2 0.2 0.4 0.0 0.3 0.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 8.0 8.3 1.6 1.9 2.0 1.6 0.0 1.0 0.6 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.3 19.8 20.2 30.9 8.6 8.6 26.0 0.0 23.2 25.2 0.0 22.6 LnGrp LOS C B C C A A C A C C A C Approach Vol, veh/h 1536 813 209 98 Approach Delay, s/veh 20.2 11.7 24.9 23.9 Approach LOS C B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 15.4 9.9 35.8 15.4 7.2 38.5 Change Period (Y+Rc), s 5.9 5.0 6.3 5.9 5.0 6.3 Max Green Setting (Gmax), s 40.1 9.0 33.7 40.1 5.0 37.7 Max Q Clear Time (g_c+I1), s 9.1 5.7 24.2 6.8 3.1 8.8 Green Ext Time (p_c), s 0.4 0.0 5.3 0.3 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B 6.1-22 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)18 392 34 364 41 135 24 91 Future Volume (vph)18 392 34 364 41 135 24 91 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s)13.0 35.0 19.0 41.0 20.0 52.0 14.0 46.0 Total Split (%)10.8% 29.2% 15.8% 34.2% 16.7% 43.3% 11.7% 38.3% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 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 5.4 4.6 5.4 4.6 5.4 4.6 5.4 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)6.2 15.2 6.6 17.2 6.9 16.5 6.4 13.8 Actuated g/C Ratio 0.12 0.30 0.13 0.34 0.14 0.32 0.13 0.27 v/c Ratio 0.09 0.50 0.16 0.36 0.18 0.38 0.12 0.23 Control Delay 30.6 18.6 29.5 15.4 29.1 17.5 30.3 19.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.6 18.6 29.5 15.4 29.1 17.5 30.3 19.6 LOS CBCBCBCB Approach Delay 19.1 16.5 19.3 21.6 Approach LOS B B B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 50.8 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 18.5 Intersection LOS: B Intersection Capacity Utilization 50.7%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. 6.1-23 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 392 92 34 364 32 41 135 78 24 91 15 Future Volume (veh/h) 18 392 92 34 364 32 41 135 78 24 91 15 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 20 426 86 37 396 32 45 147 67 26 99 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000000000 Cap, veh/h 45 711 142 75 858 69 87 298 136 56 362 55 Arrive On Green 0.02 0.24 0.24 0.04 0.25 0.25 0.05 0.24 0.24 0.03 0.22 0.22 Sat Flow, veh/h 1810 2995 600 1810 3376 271 1810 1236 563 1810 1612 244 Grp Volume(v), veh/h 20 255 257 37 211 217 45 0 214 26 0 114 Grp Sat Flow(s),veh/h/ln 1810 1805 1791 1810 1805 1843 1810 0 1799 1810 0 1856 Q Serve(g_s), s 0.5 5.6 5.7 0.9 4.4 4.4 1.1 0.0 4.6 0.6 0.0 2.3 Cycle Q Clear(g_c), s 0.5 5.6 5.7 0.9 4.4 4.4 1.1 0.0 4.6 0.6 0.0 2.3 Prop In Lane 1.00 0.34 1.00 0.15 1.00 0.31 1.00 0.13 Lane Grp Cap(c), veh/h 45 429 425 75 459 468 87 0 434 56 0 417 V/C Ratio(X) 0.45 0.60 0.60 0.50 0.46 0.46 0.52 0.00 0.49 0.47 0.00 0.27 Avail Cap(c_a), veh/h 341 1199 1190 585 1442 1472 625 0 1881 382 0 1691 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.4 15.1 15.1 20.9 14.0 14.0 20.7 0.0 14.5 21.2 0.0 14.3 Incr Delay (d2), s/veh 2.6 1.3 1.4 1.9 0.7 0.7 1.8 0.0 0.9 2.2 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 2.0 2.0 0.4 1.5 1.5 0.4 0.0 1.6 0.3 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.0 16.4 16.5 22.8 14.8 14.8 22.5 0.0 15.4 23.5 0.0 14.6 LnGrp LOS C B B C B B C A B C A B Approach Vol, veh/h 532 465 259 140 Approach Delay, s/veh 16.7 15.4 16.6 16.3 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.0 16.2 6.4 16.0 6.7 15.4 5.7 16.7 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 9.4 46.6 14.4 29.6 15.4 40.6 8.4 35.6 Max Q Clear Time (g_c+I1), s 2.6 6.6 2.9 7.7 3.1 4.3 2.5 6.4 Green Ext Time (p_c), s 0.0 1.2 0.0 2.8 0.0 0.6 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 16.2 HCM 6th LOS B 6.1-24 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV APPENDIX 6.2: HORIZON YEAR (2040) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV This Page Intentionally Left Blank Timings Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 10/31/2022 Horizon Year (2040) 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) 728 578 723 404 1094 Future Volume (vph) 728 578 723 404 1094 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)50.0 50.0 50.0 50.0 50.0 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 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 C-Min C-Min C-Min Act Effct Green (s)46.9 46.9 43.1 43.1 43.1 Actuated g/C Ratio 0.47 0.47 0.43 0.43 0.43 v/c Ratio 0.93 0.44 0.35 0.47 0.76 Control Delay 45.0 13.0 26.5 8.4 28.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 45.0 13.0 26.5 8.4 28.2 LOS DBCAC Approach Delay 30.9 20.0 28.2 Approach LOS C C C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 26.6 Intersection LOS: C Intersection Capacity Utilization 78.9% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Citrus Av. & I-10 WB Ramps 6.2-1 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 10/31/2022 Horizon Year (2040) 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) 728 578 723 404 0 1094 Future Volume (veh/h) 728 578 723 404 0 1094 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 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 791 628 786 430 0 1189 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000 Cap, veh/h 812 1272 2339 710 0 1628 Arrive On Green 0.45 0.45 0.90 0.90 0.00 0.45 Sat Flow, veh/h 1810 2834 5358 1575 0 3800 Grp Volume(v), veh/h 791 628 786 430 0 1189 Grp Sat Flow(s),veh/h/ln 1810 1417 1729 1575 0 1805 Q Serve(g_s), s 42.8 15.7 2.1 5.9 0.0 27.0 Cycle Q Clear(g_c), s 42.8 15.7 2.1 5.9 0.0 27.0 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 812 1272 2339 710 0 1628 V/C Ratio(X) 0.97 0.49 0.34 0.61 0.00 0.73 Avail Cap(c_a), veh/h 814 1275 2339 710 0 1628 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.58 0.58 0.00 1.00 Uniform Delay (d), s/veh 27.0 19.5 2.8 3.0 0.0 22.5 Incr Delay (d2), s/veh 25.0 0.1 0.2 2.2 0.0 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 23.1 5.0 0.6 1.4 0.0 11.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.9 19.6 3.0 5.2 0.0 25.4 LnGrp LOS D BAAAC Approach Vol, veh/h 1419 1216 1189 Approach Delay, s/veh 37.6 3.8 25.4 Approach LOS D A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 50.1 50.1 49.9 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 45.0 45.0 Max Q Clear Time (g_c+I1), s 7.9 29.0 44.8 Green Ext Time (p_c), s 4.3 4.9 0.1 Intersection Summary HCM 6th Ctrl Delay 23.1 HCM 6th LOS C Notes Unsignalized Delay for [SBT] is excluded from calculations of the approach delay and intersection delay. 6.2-2 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 305 3 823 650 1335 Future Volume (vph) 305 3 823 650 1335 Turn Type Split NA NA Prot NA Protected Phases 44216 Permitted Phases Detector Phase 44216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 25.0 9.0 10.0 Total Split (s)37.0 37.0 36.0 27.0 63.0 Total Split (%)37.0% 37.0% 36.0% 27.0% 63.0% Yellow Time (s)4.0 4.0 4.0 3.0 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 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None C-Min None C-Min Act Effct Green (s)33.6 33.6 30.7 21.7 56.4 Actuated g/C Ratio 0.34 0.34 0.31 0.22 0.56 v/c Ratio 0.27 1.71 0.86 0.88 0.68 Control Delay 25.5 350.8 35.2 53.9 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.1 Total Delay 25.5 350.8 35.2 53.9 11.9 LOS C F D D B Approach Delay 271.6 35.2 25.7 Approach LOS F D C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.71 Intersection Signal Delay: 95.7 Intersection LOS: F Intersection Capacity Utilization 116.4% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 6.2-3 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 10/31/2022 Horizon Year (2040) 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) 305 3 944 00008235156501335 0 Future Volume (veh/h) 305 3 944 00008235156501335 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 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 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 314 3 851 0 848 417 670 1376 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 1123 2 514 0 1154 529 724 2094 0 Arrive On Green 0.32 0.32 0.32 0.00 0.33 0.33 0.41 1.00 0.00 Sat Flow, veh/h 3510 6 1605 0 3629 1584 3510 3705 0 Grp Volume(v), veh/h 314 0 854 0 848 417 670 1376 0 Grp Sat Flow(s),veh/h/ln 1755 0 1611 0 1729 1584 1755 1805 0 Q Serve(g_s), s 6.7 0.0 32.0 0.0 21.6 23.8 18.1 0.0 0.0 Cycle Q Clear(g_c), s 6.7 0.0 32.0 0.0 21.6 23.8 18.1 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1123 0 516 0 1154 529 724 2094 0 V/C Ratio(X)0.28 0.00 1.66 0.00 0.73 0.79 0.93 0.66 0.00 Avail Cap(c_a), veh/h 1123 0 516 0 1154 529 807 2094 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.59 0.59 0.44 0.44 0.00 Uniform Delay (d), s/veh 25.4 0.0 34.0 0.0 29.4 30.1 28.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 304.0 0.0 2.5 7.0 7.6 0.7 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 2.7 0.0 55.1 0.0 8.8 9.5 6.1 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.4 0.0 338.0 0.0 31.9 37.1 36.2 0.7 0.0 LnGrp LOS C A F A C D D A A Approach Vol, veh/h 1168 1265 2046 Approach Delay, s/veh 254.0 33.6 12.3 Approach LOS F C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 24.6 38.4 37.0 63.0 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 31.0 32.0 58.0 Max Q Clear Time (g_c+I1), s 20.1 25.8 34.0 2.0 Green Ext Time (p_c), s 0.5 2.6 0.0 7.6 Intersection Summary HCM 6th Ctrl Delay 81.4 HCM 6th LOS F 6.2-4 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 408 616 73 506 245 84 763 92 549 1234 Future Volume (vph) 408 616 73 506 245 84 763 92 549 1234 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7438 52 16 Permitted Phases 8 2 Detector Phase 7438852216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 Total Split (s)19.0 46.3 14.0 41.3 41.3 10.0 42.7 42.7 17.0 49.7 Total Split (%)15.8% 38.6% 11.7% 34.4% 34.4% 8.3% 35.6% 35.6% 14.2% 41.4% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag 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)14.1 31.4 7.7 22.9 22.9 5.0 36.9 36.9 12.0 44.0 Actuated g/C Ratio 0.13 0.29 0.07 0.21 0.21 0.05 0.34 0.34 0.11 0.41 v/c Ratio 0.98 0.74 0.62 0.72 0.57 0.56 0.67 0.16 1.53 1.43 Control Delay 84.6 39.4 71.1 45.1 19.4 66.1 34.7 0.8 286.2 224.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.6 39.4 71.1 45.1 19.4 66.1 34.7 0.8 286.2 224.1 LOS F D E D B E C A F F Approach Delay 56.0 39.8 34.2 238.1 Approach LOS E D C F Intersection Summary Cycle Length: 120 Actuated Cycle Length: 108.2 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.53 Intersection Signal Delay: 133.3 Intersection LOS: F Intersection Capacity Utilization 103.9%ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 6.2-5 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.10/31/2022 Horizon Year (2040) 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) 408 616 84 73 506 245 84 763 92 549 1234 657 Future Volume (veh/h) 408 616 84 73 506 245 84 763 92 549 1234 657 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 443 670 90 79 550 201 91 829 70 597 1341 586 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 470 860 115 101 690 303 156 1257 553 403 1045 424 Arrive On Green 0.13 0.27 0.27 0.06 0.19 0.19 0.04 0.35 0.35 0.11 0.42 0.42 Sat Flow, veh/h 3510 3198 429 1810 3610 1587 3510 3610 1589 3510 2496 1012 Grp Volume(v), veh/h 443 378 382 79 550 201 91 829 70 597 941 986 Grp Sat Flow(s),veh/h/ln 1755 1805 1822 1810 1805 1587 1755 1805 1589 1755 1805 1703 Q Serve(g_s), s 13.1 20.3 20.3 4.5 15.2 12.3 2.7 20.3 3.1 12.0 43.8 43.8 Cycle Q Clear(g_c), s 13.1 20.3 20.3 4.5 15.2 12.3 2.7 20.3 3.1 12.0 43.8 43.8 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.59 Lane Grp Cap(c), veh/h 470 485 490 101 690 303 156 1257 553 403 755 713 V/C Ratio(X) 0.94 0.78 0.78 0.78 0.80 0.66 0.58 0.66 0.13 1.48 1.25 1.38 Avail Cap(c_a), veh/h 470 690 696 156 1207 531 168 1269 559 403 755 713 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 35.4 35.4 48.8 40.4 39.2 49.1 28.9 23.3 46.3 30.4 30.4 Incr Delay (d2), s/veh 27.5 2.1 2.2 5.6 0.8 0.9 2.5 1.0 0.0 230.4 121.5 181.3 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 7.3 8.7 8.9 2.1 6.5 4.7 1.2 8.5 1.1 17.9 42.8 52.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.4 37.5 37.6 54.3 41.2 40.1 51.6 29.8 23.3 276.7 151.9 211.8 LnGrp LOS E DDDDDDCCFFF Approach Vol, veh/h 1203 830 990 2524 Approach Delay, s/veh 50.4 42.2 31.4 204.8 Approach LOS D D C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 42.3 10.9 34.4 9.6 49.7 19.0 26.3 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 12.0 36.8 9.0 40.0 5.0 43.8 14.0 35.0 Max Q Clear Time (g_c+I1), s 14.0 22.3 6.5 22.3 4.7 45.8 15.1 17.2 Green Ext Time (p_c), s 0.0 3.2 0.0 2.5 0.0 0.0 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 116.0 HCM 6th LOS F 6.2-6 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 4: Citrus Av. & Driveway 1 10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 2 816 3 6 1189 Future Vol, veh/h 1 2 816 3 6 1189 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 1 2 887 3 7 1292 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1549 445 0 0 890 0 Stage 1 889 ----- Stage 2 660 ----- 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 107 566 - - 770 - Stage 1 367 ----- Stage 2 481 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 106 566 - - 770 - Mov Cap-2 Maneuver 293 ----- Stage 1 367 ----- Stage 2 477 ----- Approach WB NB SB HCM Control Delay, s 13.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 432 770 - HCM Lane V/C Ratio - - 0.008 0.008 - HCM Control Delay (s) - - 13.4 9.7 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - 6.2-7 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 128 117 37 183 29 537 361 525 Future Volume (vph) 128 117 37 183 29 537 361 525 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s)22.0 39.0 15.0 32.0 14.0 46.0 20.0 52.0 Total Split (%)18.3% 32.5% 12.5% 26.7% 11.7% 38.3% 16.7% 43.3% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 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 5.4 4.6 5.4 4.6 5.8 4.6 5.8 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)11.4 22.4 6.8 13.1 6.4 26.8 15.9 40.9 Actuated g/C Ratio 0.13 0.25 0.08 0.15 0.07 0.30 0.18 0.46 v/c Ratio 0.59 0.23 0.29 0.57 0.24 0.77 1.19 0.55 Control Delay 49.8 18.5 48.9 23.5 48.6 31.2 148.6 18.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.8 18.5 48.9 23.5 48.6 31.2 148.6 18.2 LOS DBDCDCFB Approach Delay 30.9 26.0 31.9 57.7 Approach LOS C C C E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 88.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.19 Intersection Signal Delay: 42.4 Intersection LOS: D Intersection Capacity Utilization 76.6%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. 6.2-8 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/31/2022 Horizon Year (2040) 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) 128 117 77 37 183 154 29 537 237 361 525 304 Future Volume (veh/h) 128 117 77 37 183 154 29 537 237 361 525 304 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 138 126 79 40 197 85 31 577 247 388 565 300 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 175 416 244 68 325 135 57 748 320 365 1080 573 Arrive On Green 0.10 0.19 0.19 0.04 0.13 0.13 0.03 0.30 0.30 0.20 0.47 0.47 Sat Flow, veh/h 1810 2188 1286 1810 2485 1034 1810 2461 1052 1810 2278 1208 Grp Volume(v), veh/h 138 102 103 40 141 141 31 423 401 388 448 417 Grp Sat Flow(s),veh/h/ln 1810 1805 1669 1810 1805 1714 1810 1805 1708 1810 1805 1682 Q Serve(g_s), s 5.7 3.7 4.1 1.7 5.6 5.9 1.3 16.3 16.3 15.4 13.3 13.3 Cycle Q Clear(g_c), s 5.7 3.7 4.1 1.7 5.6 5.9 1.3 16.3 16.3 15.4 13.3 13.3 Prop In Lane 1.00 0.77 1.00 0.60 1.00 0.62 1.00 0.72 Lane Grp Cap(c), veh/h 175 343 317 68 236 224 57 548 519 365 855 797 V/C Ratio(X) 0.79 0.30 0.32 0.59 0.60 0.63 0.54 0.77 0.77 1.06 0.52 0.52 Avail Cap(c_a), veh/h 412 794 734 246 628 597 223 950 899 365 1091 1017 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 33.7 26.6 26.7 36.2 31.3 31.4 36.5 24.2 24.2 30.5 14.1 14.1 Incr Delay (d2), s/veh 3.0 0.5 0.6 3.0 2.4 2.9 3.0 2.3 2.5 65.1 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 2.5 1.5 1.6 0.8 2.5 2.5 0.6 6.5 6.2 12.7 4.6 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.7 27.0 27.3 39.2 33.7 34.3 39.4 26.5 26.7 95.6 14.6 14.6 LnGrp LOS DCCDCCDCCFBB Approach Vol, veh/h 343 322 855 1253 Approach Delay, s/veh 31.0 34.7 27.1 39.7 Approach LOS CCCD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.0 29.0 7.5 19.9 7.0 42.0 12.0 15.4 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 15.4 40.2 10.4 33.6 9.4 46.2 17.4 26.6 Max Q Clear Time (g_c+I1), s 17.4 18.3 3.7 6.1 3.3 15.3 7.7 7.9 Green Ext Time (p_c), s 0.0 4.9 0.0 1.1 0.0 5.7 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 34.1 HCM 6th LOS C 6.2-9 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 6: Santa Ana Av. & Driveway 2 10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 706 370 2 1 2 Future Vol, veh/h 8 706 370 2 1 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 9 767 402 2 1 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 404 0 - 0 805 202 Stage 1 - - - - 403 - Stage 2 - - - - 402 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1166 - - - 324 811 Stage 1 - - - - 649 - Stage 2 - - - - 650 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1166 - - - 321 811 Mov Cap-2 Maneuver - - - - 511 - Stage 1 - - - - 644 - Stage 2 - - - - 650 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1166 - - - 678 HCM Lane V/C Ratio 0.007 - - - 0.005 HCM Control Delay (s) 8.1 - - - 10.3 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 6.2-10 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 7: Santa Ana Av. & Driveway 3 10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 647 390 2 1 1 Future Vol, veh/h 2 647 390 2 1 1 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 703 424 2 1 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 426 0 - 0 781 213 Stage 1 - - - - 425 - Stage 2 - - - - 356 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1144 - - - 336 798 Stage 1 - - - - 633 - Stage 2 - - - - 686 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1144 - - - 335 798 Mov Cap-2 Maneuver - - - - 521 - Stage 1 - - - - 632 - Stage 2 - - - - 686 - Approach EB WB SB HCM Control Delay, s 0 0 10.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1144 - - - 630 HCM Lane V/C Ratio 0.002 - - - 0.003 HCM Control Delay (s) 8.2 - - - 10.7 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 6.2-11 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)24 693 370 520 106 5 15 56 Future Volume (vph)24 693 370 520 106 5 15 56 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 7438 2 6 Permitted Phases 2 6 Detector Phase 74382266 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)10.0 28.3 10.0 29.3 37.9 37.9 43.9 43.9 Total Split (s)10.0 30.0 24.0 44.0 46.0 46.0 46.0 46.0 Total Split (%)10.0% 30.0% 24.0% 44.0% 46.0% 46.0% 46.0% 46.0% Yellow Time (s)3.0 4.3 3.0 4.3 3.9 3.9 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)5.1 24.2 19.4 45.0 14.0 14.0 14.0 14.0 Actuated g/C Ratio 0.07 0.32 0.26 0.60 0.19 0.19 0.19 0.19 v/c Ratio 0.21 0.86 0.86 0.30 0.46 0.64 0.16 0.23 Control Delay 41.9 34.1 49.1 10.8 31.7 7.9 26.5 20.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.9 34.1 49.1 10.8 31.7 7.9 26.5 20.1 LOS DCDBCACC Approach Delay 34.3 25.5 13.3 21.2 Approach LOS C C B C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 75.1 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 26.3 Intersection LOS: C Intersection Capacity Utilization 83.3%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 8: Oleander Av. & Slover Av. 6.2-12 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 693 205 370 520 74 106 5 354 15 56 19 Future Volume (veh/h) 24 693 205 370 520 74 106 5 354 15 56 19 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 0.99 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 26 753 175 402 565 63 115 5 199 16 61 12 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 52 892 207 447 1717 191 315 7 292 190 289 57 Arrive On Green 0.03 0.31 0.31 0.25 0.53 0.53 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1810 2902 674 1810 3266 363 1341 39 1551 1195 1536 302 Grp Volume(v), veh/h 26 468 460 402 312 316 115 0 204 16 0 73 Grp Sat Flow(s),veh/h/ln 1810 1805 1771 1810 1805 1824 1341 0 1590 1195 0 1838 Q Serve(g_s), s 0.9 16.2 16.2 14.4 6.6 6.7 5.3 0.0 8.0 0.8 0.0 2.2 Cycle Q Clear(g_c), s 0.9 16.2 16.2 14.4 6.6 6.7 7.5 0.0 8.0 8.8 0.0 2.2 Prop In Lane 1.00 0.38 1.00 0.20 1.00 0.98 1.00 0.16 Lane Grp Cap(c), veh/h 52 555 545 447 949 959 315 0 299 190 0 346 V/C Ratio(X) 0.50 0.84 0.84 0.90 0.33 0.33 0.36 0.00 0.68 0.08 0.00 0.21 Avail Cap(c_a), veh/h 135 640 628 515 1018 1029 868 0 955 682 0 1103 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.0 21.6 21.6 24.4 9.1 9.1 26.1 0.0 25.3 29.4 0.0 22.9 Incr Delay (d2), s/veh 2.8 8.6 8.7 16.0 0.1 0.1 0.3 0.0 1.0 0.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 7.2 7.1 7.4 2.0 2.0 1.6 0.0 2.8 0.2 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.7 30.2 30.4 40.4 9.2 9.2 26.4 0.0 26.3 29.4 0.0 23.0 LnGrp LOS CCCDAACACCAC Approach Vol, veh/h 954 1030 319 89 Approach Delay, s/veh 30.4 21.4 26.3 24.2 Approach LOS CCCC Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 18.5 21.5 26.8 18.5 6.9 41.4 Change Period (Y+Rc), s 5.9 5.0 6.3 5.9 5.0 6.3 Max Green Setting (Gmax), s 40.1 19.0 23.7 40.1 5.0 37.7 Max Q Clear Time (g_c+I1), s 10.0 16.4 18.2 10.8 2.9 8.7 Green Ext Time (p_c), s 0.9 0.1 2.2 0.3 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C 6.2-13 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 9: Oleander Av. & Driveway 4 10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 022016288652655 Future Vol, veh/h 1 022016288652655 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 2 - - 2 - - 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 1 022017313752885 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 632 635 291 633 634 317 293 0 0 320 0 0 Stage 1 301 301 - 331 331 ------- Stage 2 331 334 - 302 303 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 396 399 753 395 399 728 1280 - - 1251 - - Stage 1 712 669 - 687 649 ------- Stage 2 687 647 - 712 667 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 392 395 753 391 395 728 1280 - - 1251 - - Mov Cap-2 Maneuver 562 537 - 561 537 ------- Stage 1 708 666 - 684 646 ------- Stage 2 682 644 - 707 664 ------- Approach EB WB NB SB HCM Control Delay, s 10.4 11 0.2 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1280 - - 676 607 1251 - - HCM Lane V/C Ratio 0.005 - - 0.005 0.005 0.004 - - HCM Control Delay (s) 7.8 - - 10.4 11 7.9 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - 6.2-14 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 10: Oleander Av. & Driveway 5 10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 15 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 022017297732643 Future Vol, veh/h 1 022017297732643 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 2 - - 2 - - 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 1 022018323832873 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 639 642 289 639 639 327 290 0 0 331 0 0 Stage 1 295 295 - 343 343 ------- Stage 2 344 347 - 296 296 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 392 395 755 392 397 719 1283 - - 1240 - - Stage 1 718 673 - 676 641 ------- Stage 2 676 638 - 717 672 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 389 392 755 388 394 719 1283 - - 1240 - - Mov Cap-2 Maneuver 559 535 - 558 535 ------- Stage 1 714 672 - 672 637 ------- Stage 2 671 634 - 713 671 ------- Approach EB WB NB SB HCM Control Delay, s 10.4 11 0.2 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1283 - - 676 603 1240 - - HCM Lane V/C Ratio 0.006 - - 0.005 0.005 0.003 - - HCM Control Delay (s) 7.8 - - 10.4 11 7.9 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - 6.2-15 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 16 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)53 580 24 313 20 127 115 94 Future Volume (vph)53 580 24 313 20 127 115 94 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s)18.0 34.0 14.0 30.0 12.0 39.0 33.0 60.0 Total Split (%)15.0% 28.3% 11.7% 25.0% 10.0% 32.5% 27.5% 50.0% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 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 5.4 4.6 5.4 4.6 5.4 4.6 5.4 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)7.5 20.5 6.4 17.6 6.3 14.4 10.0 22.3 Actuated g/C Ratio 0.12 0.33 0.10 0.28 0.10 0.23 0.16 0.36 v/c Ratio 0.27 0.55 0.14 0.48 0.12 0.43 0.43 0.25 Control Delay 35.6 21.3 36.5 21.1 36.7 27.1 34.2 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.6 21.3 36.5 21.1 36.7 27.1 34.2 16.4 LOS DCDCDCCB Approach Delay 22.5 21.9 28.1 24.1 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 62 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 23.3 Intersection LOS: C Intersection Capacity Utilization 54.2%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. 6.2-16 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 53 580 26 24 313 131 20 127 42 115 94 58 Future Volume (veh/h) 53 580 26 24 313 131 20 127 42 115 94 58 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 58 630 24 26 340 101 22 138 39 125 102 49 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000000000 Cap, veh/h 100 958 36 55 675 197 48 298 84 164 332 159 Arrive On Green 0.06 0.27 0.27 0.03 0.25 0.25 0.03 0.21 0.21 0.09 0.27 0.27 Sat Flow, veh/h 1810 3546 135 1810 2751 805 1810 1423 402 1810 1211 582 Grp Volume(v), veh/h 58 320 334 26 221 220 22 0 177 125 0 151 Grp Sat Flow(s),veh/h/ln 1810 1805 1876 1810 1805 1751 1810 0 1826 1810 0 1793 Q Serve(g_s), s 1.6 7.9 7.9 0.7 5.3 5.4 0.6 0.0 4.3 3.4 0.0 3.3 Cycle Q Clear(g_c), s 1.6 7.9 7.9 0.7 5.3 5.4 0.6 0.0 4.3 3.4 0.0 3.3 Prop In Lane 1.00 0.07 1.00 0.46 1.00 0.22 1.00 0.32 Lane Grp Cap(c), veh/h 100 488 507 55 443 429 48 0 383 164 0 491 V/C Ratio(X) 0.58 0.66 0.66 0.47 0.50 0.51 0.46 0.00 0.46 0.76 0.00 0.31 Avail Cap(c_a), veh/h 484 1030 1070 339 886 860 267 0 1224 1026 0 1954 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.1 16.2 16.2 23.9 16.3 16.3 24.0 0.0 17.3 22.2 0.0 14.4 Incr Delay (d2), s/veh 2.0 1.5 1.5 2.4 0.9 0.9 2.6 0.0 0.9 2.7 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 2.9 3.0 0.3 1.9 1.9 0.3 0.0 1.6 1.4 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.1 17.7 17.7 26.3 17.1 17.3 26.6 0.0 18.2 25.0 0.0 14.8 LnGrp LOS C B B C B B C A B C A B Approach Vol, veh/h 712 467 199 276 Approach Delay, s/veh 18.3 17.7 19.1 19.4 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 15.9 6.1 18.9 5.9 19.1 7.4 17.7 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 28.4 33.6 9.4 28.6 7.4 54.6 13.4 24.6 Max Q Clear Time (g_c+I1), s 5.4 6.3 2.7 9.9 2.6 5.3 3.6 7.4 Green Ext Time (p_c), s 0.1 0.9 0.0 3.5 0.0 0.9 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 18.4 HCM 6th LOS B 6.2-17 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 12: Santa Ana Av. & Driveway 6 10/31/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 735 468 2 1 1 Future Vol, veh/h 2 735 468 2 1 1 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 799 509 2 1 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 511 0 - 0 914 256 Stage 1 - - - - 510 - Stage 2 - - - - 404 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1065 - - - 276 749 Stage 1 - - - - 574 - Stage 2 - - - - 649 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1065 - - - 275 749 Mov Cap-2 Maneuver - - - - 470 - Stage 1 - - - - 573 - Stage 2 - - - - 649 - Approach EB WB SB HCM Control Delay, s 0 0 11.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1065 - - - 578 HCM Lane V/C Ratio 0.002 - - - 0.004 HCM Control Delay (s) 8.4 - - - 11.3 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 6.2-18 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 10/31/2022 Horizon Year (2040) 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) 483 528 1112 622 934 Future Volume (vph) 483 528 1112 622 934 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)30.0 30.0 60.0 60.0 60.0 Total Split (%)33.3% 33.3% 66.7% 66.7% 66.7% 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 C-Min C-Min C-Min Act Effct Green (s)32.5 32.5 47.5 47.5 47.5 Actuated g/C Ratio 0.36 0.36 0.53 0.53 0.53 v/c Ratio 0.78 0.50 0.43 0.57 0.52 Control Delay 35.1 17.4 22.9 10.0 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 35.1 17.4 22.9 10.0 15.2 LOS DBCBB Approach Delay 25.9 18.3 15.2 Approach LOS C B B Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Citrus Av. & I-10 WB Ramps 6.2-19 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 10/31/2022 Horizon Year (2040) 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) 483 528 1112 622 0 934 Future Volume (veh/h) 483 528 1112 622 0 934 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 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 508 391 1171 616 0 983 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000 Cap, veh/h 503 787 3170 964 0 2206 Arrive On Green 0.28 0.28 1.00 1.00 0.00 0.61 Sat Flow, veh/h 1810 2834 5358 1577 0 3800 Grp Volume(v), veh/h 508 391 1171 616 0 983 Grp Sat Flow(s),veh/h/ln 1810 1417 1729 1577 0 1805 Q Serve(g_s), s 25.0 10.4 0.0 0.0 0.0 13.1 Cycle Q Clear(g_c), s 25.0 10.4 0.0 0.0 0.0 13.1 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 503 787 3170 964 0 2206 V/C Ratio(X) 1.01 0.50 0.37 0.64 0.00 0.45 Avail Cap(c_a), veh/h 503 787 3170 964 0 2206 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.28 0.28 0.00 1.00 Uniform Delay (d), s/veh 32.5 27.2 0.0 0.0 0.0 9.4 Incr Delay (d2), s/veh 42.8 0.2 0.1 0.9 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.5 3.5 0.0 0.2 0.0 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.3 27.4 0.1 0.9 0.0 10.0 LnGrp LOS F C AAAB Approach Vol, veh/h 899 1787 983 Approach Delay, s/veh 54.5 0.4 10.0 Approach LOS D A B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 60.0 60.0 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 55.0 55.0 25.0 Max Q Clear Time (g_c+I1), s 2.0 15.1 27.0 Green Ext Time (p_c), s 7.7 4.6 0.0 Intersection Summary HCM 6th Ctrl Delay 16.2 HCM 6th LOS B Notes Unsignalized Delay for [SBT] is excluded from calculations of the approach delay and intersection delay. 6.2-20 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 479 19 1251 563 782 Future Volume (vph) 479 19 1251 563 782 Turn Type Split NA NA Prot NA Protected Phases 44216 Permitted Phases Detector Phase 44216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 25.0 9.0 10.0 Total Split (s)25.0 25.0 40.0 25.0 65.0 Total Split (%)27.8% 27.8% 44.4% 27.8% 72.2% Yellow Time (s)4.0 4.0 4.0 3.0 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 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None C-Min None C-Min Act Effct Green (s)17.2 17.2 40.3 18.5 62.8 Actuated g/C Ratio 0.19 0.19 0.45 0.21 0.70 v/c Ratio 0.74 0.80 1.05dr 0.81 0.32 Control Delay 41.0 27.7 34.7 35.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.0 27.7 34.7 35.8 5.2 LOS DCCDA Approach Delay 35.1 34.7 18.0 Approach LOS D C B Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 29.6 Intersection LOS: C Intersection Capacity Utilization 95.0% ICU Level of Service F Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 6.2-21 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 10/31/2022 Horizon Year (2040) 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) 479 19 364 00001251 876 563 782 0 Future Volume (veh/h) 479 19 364 00001251 876 563 782 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 494 20 297 0 1290 696 580 806 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 756 22 328 0 1537 707 648 2431 0 Arrive On Green 0.22 0.22 0.22 0.00 0.44 0.44 0.37 1.00 0.00 Sat Flow, veh/h 3510 103 1523 0 3629 1590 3510 3705 0 Grp Volume(v), veh/h 494 0 317 0 1290 696 580 806 0 Grp Sat Flow(s),veh/h/ln 1755 0 1626 0 1729 1590 1755 1805 0 Q Serve(g_s), s 11.6 0.0 17.1 0.0 29.8 38.9 14.0 0.0 0.0 Cycle Q Clear(g_c), s 11.6 0.0 17.1 0.0 29.8 38.9 14.0 0.0 0.0 Prop In Lane 1.00 0.94 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 756 0 350 0 1537 707 648 2431 0 V/C Ratio(X)0.65 0.00 0.91 0.00 0.84 0.99 0.89 0.33 0.00 Avail Cap(c_a), veh/h 780 0 361 0 1537 707 819 2431 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.09 0.09 0.76 0.76 0.00 Uniform Delay (d), s/veh 32.2 0.0 34.4 0.0 22.2 24.7 27.6 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 24.2 0.0 0.5 7.3 7.2 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 4.8 0.0 8.7 0.0 10.8 14.2 5.0 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.7 0.0 58.6 0.0 22.7 32.0 34.8 0.3 0.0 LnGrp LOS C A E A C C C A A Approach Vol, veh/h 811 1986 1386 Approach Delay, s/veh 43.4 26.0 14.7 Approach LOS D C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 20.6 45.0 24.4 65.6 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 35.0 20.0 60.0 Max Q Clear Time (g_c+I1), s 16.0 40.9 19.1 2.0 Green Ext Time (p_c), s 0.6 0.0 0.3 3.6 Intersection Summary HCM 6th Ctrl Delay 25.6 HCM 6th LOS C 6.2-22 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 649 1191 106 418 449 61 1019 93 375 680 Future Volume (vph) 649 1191 106 418 449 61 1019 93 375 680 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7438 52 16 Permitted Phases 8 2 Detector Phase 7438852216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s)10.0 38.3 10.0 41.3 41.3 10.0 41.9 41.9 12.0 36.9 Total Split (s)24.0 50.3 15.0 41.3 41.3 10.0 42.7 42.7 12.0 44.7 Total Split (%)20.0% 41.9% 12.5% 34.4% 34.4% 8.3% 35.6% 35.6% 10.0% 37.3% Yellow Time (s)3.0 4.3 3.0 4.3 4.3 3.0 3.9 3.9 3.0 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 6.3 5.0 5.9 5.9 5.0 5.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag 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)19.0 44.0 9.4 34.4 34.4 5.0 36.5 36.5 7.0 40.6 Actuated g/C Ratio 0.16 0.37 0.08 0.29 0.29 0.04 0.31 0.31 0.06 0.34 v/c Ratio 1.22 0.99 0.79 0.42 0.82 0.44 0.97 0.16 1.93 0.82 Control Delay 158.4 60.0 89.3 35.8 38.7 65.7 61.7 0.7 463.0 41.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 158.4 60.0 89.3 35.8 38.7 65.7 61.7 0.7 463.0 41.3 LOS FEFDDEEAFD Approach Delay 93.7 43.0 57.1 162.1 Approach LOS F D E F Intersection Summary Cycle Length: 120 Actuated Cycle Length: 119.1 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.93 Intersection Signal Delay: 93.2 Intersection LOS: F Intersection Capacity Utilization 97.9%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 6.2-23 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.10/31/2022 Horizon Year (2040) 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) 649 1191 55 106 418 449 61 1019 93 375 680 255 Future Volume (veh/h) 649 1191 55 106 418 449 61 1019 93 375 680 255 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 683 1254 50 112 440 420 64 1073 76 395 716 229 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 562 1303 52 137 1026 456 130 1118 491 207 892 285 Arrive On Green 0.16 0.37 0.37 0.08 0.28 0.28 0.04 0.31 0.31 0.06 0.33 0.33 Sat Flow, veh/h 3510 3536 141 1810 3610 1607 3510 3610 1586 3510 2689 860 Grp Volume(v), veh/h 683 640 664 112 440 420 64 1073 76 395 481 464 Grp Sat Flow(s),veh/h/ln 1755 1805 1872 1810 1805 1607 1755 1805 1586 1755 1805 1744 Q Serve(g_s), s 19.0 41.1 41.2 7.2 11.8 30.1 2.1 34.6 4.1 7.0 28.8 28.8 Cycle Q Clear(g_c), s 19.0 41.1 41.2 7.2 11.8 30.1 2.1 34.6 4.1 7.0 28.8 28.8 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 0.49 Lane Grp Cap(c), veh/h 562 665 690 137 1026 456 130 1118 491 207 599 578 V/C Ratio(X) 1.21 0.96 0.96 0.82 0.43 0.92 0.49 0.96 0.15 1.91 0.80 0.80 Avail Cap(c_a), veh/h 562 669 694 153 1065 474 148 1120 492 207 599 578 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 49.8 36.7 36.7 54.0 34.6 41.2 56.0 40.2 29.7 55.8 36.1 36.1 Incr Delay (d2), s/veh 112.3 25.3 25.1 23.1 0.1 22.2 1.1 17.9 0.1 425.7 7.2 7.5 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 16.8 21.8 22.6 4.1 5.0 14.2 0.9 17.4 1.5 15.3 13.3 12.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 162.1 62.0 61.8 77.1 34.7 63.4 57.1 58.1 29.7 481.5 43.3 43.6 LnGrp LOS F E E E C E E E C F D D Approach Vol, veh/h 1987 972 1213 1340 Approach Delay, s/veh 96.3 52.0 56.3 172.6 Approach LOS F D E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.0 42.6 14.0 50.0 9.4 45.2 24.0 40.0 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 7.0 36.8 10.0 44.0 5.0 38.8 19.0 35.0 Max Q Clear Time (g_c+I1), s 9.0 36.6 9.2 43.2 4.1 30.8 21.0 32.1 Green Ext Time (p_c), s 0.0 0.1 0.0 0.5 0.0 2.4 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 98.2 HCM 6th LOS F 6.2-24 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 4: Citrus Av. & Driveway 1 10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 7 1126 1 4 711 Future Vol, veh/h 3 7 1126 1 4 711 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 3 8 1224 1 4 773 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1620 613 0 0 1225 0 Stage 1 1225 ----- Stage 2 395 ----- 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 96 440 - - 576 - Stage 1 245 ----- Stage 2 656 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 95 440 - - 576 - Mov Cap-2 Maneuver 225 ----- Stage 1 245 ----- Stage 2 651 ----- Approach WB NB SB HCM Control Delay, s 15.9 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 342 576 - HCM Lane V/C Ratio - - 0.032 0.008 - HCM Control Delay (s) - - 15.9 11.3 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.1 0 - 6.2-25 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 280 422 64 162 37 577 174 416 Future Volume (vph) 280 422 64 162 37 577 174 416 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s)27.0 45.0 13.0 31.0 13.0 43.0 19.0 49.0 Total Split (%)22.5% 37.5% 10.8% 25.8% 10.8% 35.8% 15.8% 40.8% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 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 5.4 4.6 5.4 4.6 5.8 4.6 5.8 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)19.2 27.8 7.2 13.4 6.5 24.1 13.0 35.4 Actuated g/C Ratio 0.21 0.31 0.08 0.15 0.07 0.27 0.14 0.39 v/c Ratio 0.76 0.43 0.46 0.64 0.29 0.74 0.69 0.40 Control Delay 49.9 28.0 55.6 21.0 51.3 35.5 55.1 21.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.9 28.0 55.6 21.0 51.3 35.5 55.1 21.7 LOS DCECDDEC Approach Delay 36.3 25.5 36.3 29.9 Approach LOS DCDC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 90.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 32.6 Intersection LOS: C Intersection Capacity Utilization 75.3%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. 6.2-26 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/31/2022 Horizon Year (2040) 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) 280 422 40 64 162 270 37 577 100 174 416 124 Future Volume (veh/h) 280 422 40 64 162 270 37 577 100 174 416 124 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 289 435 35 66 167 251 38 595 95 179 429 123 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %000000000000 Cap, veh/h 331 1131 91 86 360 319 64 776 124 217 926 263 Arrive On Green 0.18 0.33 0.33 0.05 0.20 0.20 0.04 0.25 0.25 0.12 0.33 0.33 Sat Flow, veh/h 1810 3381 271 1810 1805 1603 1810 3118 497 1810 2775 788 Grp Volume(v), veh/h 289 231 239 66 167 251 38 344 346 179 278 274 Grp Sat Flow(s),veh/h/ln 1810 1805 1847 1810 1805 1603 1810 1805 1809 1810 1805 1758 Q Serve(g_s), s 12.7 8.0 8.1 3.0 6.7 12.2 1.7 14.5 14.6 7.9 9.9 10.1 Cycle Q Clear(g_c), s 12.7 8.0 8.1 3.0 6.7 12.2 1.7 14.5 14.6 7.9 9.9 10.1 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.27 1.00 0.45 Lane Grp Cap(c), veh/h 331 604 618 86 360 319 64 449 451 217 602 587 V/C Ratio(X) 0.87 0.38 0.39 0.77 0.46 0.79 0.59 0.77 0.77 0.82 0.46 0.47 Avail Cap(c_a), veh/h 495 872 892 185 564 501 185 819 821 318 952 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.6 20.8 20.8 38.6 28.9 31.1 38.9 28.5 28.6 35.2 21.5 21.6 Incr Delay (d2), s/veh 7.8 0.4 0.4 5.3 0.9 4.3 3.3 2.7 2.8 7.0 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 3.2 3.3 1.4 2.8 4.8 0.8 6.1 6.1 3.7 3.9 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.4 21.2 21.2 43.9 29.9 35.5 42.2 31.3 31.4 42.2 22.0 22.1 LnGrp LOS DCCDCDDCCDCC Approach Vol, veh/h 759 484 728 731 Approach Delay, s/veh 28.5 34.7 31.9 27.0 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.4 26.2 8.5 32.8 7.5 33.1 19.6 21.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 14.4 37.2 8.4 39.6 8.4 43.2 22.4 25.6 Max Q Clear Time (g_c+I1), s 9.9 16.6 5.0 10.1 3.7 12.1 14.7 14.2 Green Ext Time (p_c), s 0.1 3.8 0.0 2.7 0.0 3.2 0.3 1.8 Intersection Summary HCM 6th Ctrl Delay 30.1 HCM 6th LOS C 6.2-27 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 6: Santa Ana Av. & Driveway 2 10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 693 487 1 2 8 Future Vol, veh/h 2 693 487 1 2 8 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 753 529 1 2 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 530 0 - 0 911 265 Stage 1 - - - - 530 - Stage 2 - - - - 381 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1048 - - - 277 739 Stage 1 - - - - 560 - Stage 2 - - - - 666 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1048 - - - 276 739 Mov Cap-2 Maneuver - - - - 468 - Stage 1 - - - - 559 - Stage 2 - - - - 666 - Approach EB WB SB HCM Control Delay, s 0 0 10.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1048 - - - 662 HCM Lane V/C Ratio 0.002 - - - 0.016 HCM Control Delay (s) 8.4 - - - 10.5 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 6.2-28 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 7: Santa Ana Av. & Driveway 3 10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 708 438 1 2 2 Future Vol, veh/h 1 708 438 1 2 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 1 770 476 1 2 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 477 0 - 0 864 239 Stage 1 - - - - 477 - Stage 2 - - - - 387 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1096 - - - 297 768 Stage 1 - - - - 596 - Stage 2 - - - - 662 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1096 - - - 297 768 Mov Cap-2 Maneuver - - - - 489 - Stage 1 - - - - 595 - Stage 2 - - - - 662 - Approach EB WB SB HCM Control Delay, s 0 0 11.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1096 - - - 598 HCM Lane V/C Ratio 0.001 - - - 0.007 HCM Control Delay (s) 8.3 - - - 11.1 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 6.2-29 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)31 1266 106 621 127 5 44 4 Future Volume (vph)31 1266 106 621 127 5 44 4 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 7438 2 6 Permitted Phases 2 6 Detector Phase 74382266 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)10.0 28.3 10.0 29.3 37.9 37.9 43.9 43.9 Total Split (s)10.0 40.0 14.0 44.0 46.0 46.0 46.0 46.0 Total Split (%)10.0% 40.0% 14.0% 44.0% 46.0% 46.0% 46.0% 46.0% Yellow Time (s)3.0 4.3 3.0 4.3 3.9 3.9 3.9 3.9 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)5.1 34.5 8.0 44.0 14.7 14.7 14.7 14.7 Actuated g/C Ratio 0.07 0.46 0.11 0.59 0.20 0.20 0.20 0.20 v/c Ratio 0.28 0.93 0.60 0.33 0.51 0.32 0.19 0.16 Control Delay 43.6 32.6 48.6 11.6 32.6 7.0 25.1 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.6 32.6 48.6 11.6 32.6 7.0 25.1 8.2 LOS DCDBCACA Approach Delay 32.9 16.8 20.0 15.9 Approach LOS C B B B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 74.8 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 26.2 Intersection LOS: C Intersection Capacity Utilization 78.0%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 8: Oleander Av. & Slover Av. 6.2-30 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 8: Oleander Av. & Slover Av.10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 1266 138 106 621 25 127 5 119 44 4 49 Future Volume (veh/h) 31 1266 138 106 621 25 127 5 119 44 4 49 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 34 1376 129 115 675 26 138 5 90 48 4 46 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 65 1603 150 148 1865 72 302 14 246 260 21 244 Arrive On Green 0.04 0.48 0.48 0.08 0.53 0.53 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1810 3338 311 1810 3544 136 1376 84 1512 1321 130 1500 Grp Volume(v), veh/h 34 741 764 115 344 357 138 0 95 48 0 50 Grp Sat Flow(s),veh/h/ln 1810 1805 1844 1810 1805 1875 1376 0 1596 1321 0 1630 Q Serve(g_s), s 1.2 22.6 22.9 3.9 7.0 7.0 6.0 0.0 3.3 2.1 0.0 1.7 Cycle Q Clear(g_c), s 1.2 22.6 22.9 3.9 7.0 7.0 7.7 0.0 3.3 5.4 0.0 1.7 Prop In Lane 1.00 0.17 1.00 0.07 1.00 0.95 1.00 0.92 Lane Grp Cap(c), veh/h 65 867 886 148 950 987 302 0 259 260 0 265 V/C Ratio(X) 0.53 0.85 0.86 0.78 0.36 0.36 0.46 0.00 0.37 0.18 0.00 0.19 Avail Cap(c_a), veh/h 145 974 995 261 1090 1132 963 0 1025 894 0 1047 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.6 14.3 14.4 28.1 8.6 8.7 25.9 0.0 23.3 25.7 0.0 22.6 Incr Delay (d2), s/veh 2.5 6.6 7.0 3.3 0.2 0.2 0.4 0.0 0.3 0.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 8.5 8.8 1.7 2.0 2.1 1.8 0.0 1.1 0.6 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.0 21.0 21.4 31.4 8.8 8.8 26.3 0.0 23.6 25.8 0.0 22.7 LnGrp LOS CCCCAACACCAC Approach Vol, veh/h 1539 816 233 98 Approach Delay, s/veh 21.4 12.0 25.2 24.2 Approach LOS C B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 16.0 10.1 36.3 16.0 7.2 39.2 Change Period (Y+Rc), s 5.9 5.0 6.3 5.9 5.0 6.3 Max Green Setting (Gmax), s 40.1 9.0 33.7 40.1 5.0 37.7 Max Q Clear Time (g_c+I1), s 9.7 5.9 24.9 7.4 3.2 9.0 Green Ext Time (p_c), s 0.5 0.0 5.0 0.3 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B 6.2-31 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 9: Oleander Av. & Driveway 4 10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 077055198521332 Future Vol, veh/h 5 077055198521332 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 2 - - 2 - - 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 5 088055215521452 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 380 380 146 382 379 218 147 0 0 220 0 0 Stage 1 150 150 - 228 228 ------- Stage 2 230 230 - 154 151 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 581 556 906 580 556 827 1447 - - 1361 - - Stage 1 857 777 - 779 719 ------- Stage 2 777 718 - 853 776 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 575 554 906 573 554 827 1447 - - 1361 - - Mov Cap-2 Maneuver 688 642 - 689 643 ------- Stage 1 854 776 - 777 717 ------- Stage 2 769 716 - 845 775 ------- Approach EB WB NB SB HCM Control Delay, s 9.6 10 0.2 0.1 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1447 - - 800 740 1361 - - HCM Lane V/C Ratio 0.004 - - 0.016 0.018 0.002 - - HCM Control Delay (s) 7.5 - - 9.6 10 7.6 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - 6.2-32 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 10: Oleander Av. & Driveway 5 10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 15 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 076032202211451 Future Vol, veh/h 3 076032202211451 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 2 - - 2 - - 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 3 087032220211581 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 388 387 159 390 386 221 159 0 0 222 0 0 Stage 1 161 161 - 225 225 ------- Stage 2 227 226 - 165 161 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 574 551 892 573 551 824 1433 - - 1359 - - Stage 1 846 769 - 782 721 ------- Stage 2 780 721 - 842 769 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 571 550 892 567 550 824 1433 - - 1359 - - Mov Cap-2 Maneuver 689 642 - 687 642 ------- Stage 1 845 768 - 781 720 ------- Stage 2 776 720 - 834 768 ------- Approach EB WB NB SB HCM Control Delay, s 9.4 10 0.1 0.1 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1433 - - 820 727 1359 - - HCM Lane V/C Ratio 0.002 - - 0.013 0.013 0.001 - - HCM Control Delay (s) 7.5 - - 9.4 10 7.7 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - 6.2-33 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 16 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)30 407 34 369 42 143 28 99 Future Volume (vph)30 407 34 369 42 143 28 99 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 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s)13.0 35.0 19.0 41.0 20.0 52.0 14.0 46.0 Total Split (%)10.8% 29.2% 15.8% 34.2% 16.7% 43.3% 11.7% 38.3% Yellow Time (s)3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 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 5.4 4.6 5.4 4.6 5.4 4.6 5.4 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)6.6 15.9 6.7 15.9 7.0 16.6 6.5 14.0 Actuated g/C Ratio 0.13 0.31 0.13 0.31 0.14 0.32 0.13 0.27 v/c Ratio 0.14 0.50 0.16 0.40 0.19 0.40 0.13 0.28 Control Delay 30.4 18.7 30.1 17.9 29.7 18.2 30.5 19.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.4 18.7 30.1 17.9 29.7 18.2 30.5 19.8 LOS CBCBCBCB Approach Delay 19.4 18.9 20.1 21.7 Approach LOS B B C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 51.7 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 51.7%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. 6.2-34 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 407 96 34 369 33 42 143 78 28 99 31 Future Volume (veh/h) 30 407 96 34 369 33 42 143 78 28 99 31 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 33 442 90 37 401 33 46 155 67 30 108 33 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 68 729 147 74 834 68 88 297 128 63 310 95 Arrive On Green 0.04 0.24 0.24 0.04 0.25 0.25 0.05 0.24 0.24 0.03 0.22 0.22 Sat Flow, veh/h 1810 2990 604 1810 3371 276 1810 1258 544 1810 1396 427 Grp Volume(v), veh/h 33 266 266 37 214 220 46 0 222 30 0 141 Grp Sat Flow(s),veh/h/ln 1810 1805 1790 1810 1805 1842 1810 0 1802 1810 0 1823 Q Serve(g_s), s 0.8 5.9 6.0 0.9 4.6 4.6 1.1 0.0 4.8 0.7 0.0 2.9 Cycle Q Clear(g_c), s 0.8 5.9 6.0 0.9 4.6 4.6 1.1 0.0 4.8 0.7 0.0 2.9 Prop In Lane 1.00 0.34 1.00 0.15 1.00 0.30 1.00 0.23 Lane Grp Cap(c), veh/h 68 440 436 74 446 455 88 0 425 63 0 405 V/C Ratio(X) 0.49 0.60 0.61 0.50 0.48 0.48 0.52 0.00 0.52 0.48 0.00 0.35 Avail Cap(c_a), veh/h 338 1187 1177 579 1428 1457 619 0 1866 378 0 1645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.2 15.1 15.1 21.1 14.5 14.5 20.9 0.0 15.0 21.3 0.0 14.8 Incr Delay (d2), s/veh 2.0 1.3 1.4 1.9 0.8 0.8 1.8 0.0 1.0 2.1 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.1 2.1 0.4 1.6 1.6 0.4 0.0 1.7 0.3 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.2 16.4 16.5 23.0 15.3 15.3 22.7 0.0 16.0 23.4 0.0 15.3 LnGrp LOS C B B C B B C A B C A B Approach Vol, veh/h 565 471 268 171 Approach Delay, s/veh 16.9 15.9 17.1 16.7 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.2 16.0 6.5 16.4 6.8 15.4 6.3 16.5 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 9.4 46.6 14.4 29.6 15.4 40.6 8.4 35.6 Max Q Clear Time (g_c+I1), s 2.7 6.8 2.9 8.0 3.1 4.9 2.8 6.6 Green Ext Time (p_c), s 0.0 1.3 0.0 3.0 0.0 0.8 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B 6.2-35 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 12: Santa Ana Av. & Driveway 6 10/31/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 513 434 1 2 2 Future Vol, veh/h 1 513 434 1 2 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 1 558 472 1 2 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 473 0 - 0 754 237 Stage 1 - - - - 473 - Stage 2 - - - - 281 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1099 - - - 349 771 Stage 1 - - - - 599 - Stage 2 - - - - 747 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1099 - - - 349 771 Mov Cap-2 Maneuver - - - - 522 - Stage 1 - - - - 598 - Stage 2 - - - - 747 - Approach EB WB SB HCM Control Delay, s 0 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1099 - - - 623 HCM Lane V/C Ratio 0.001 - - - 0.007 HCM Control Delay (s) 8.3 - - - 10.8 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 6.2-36 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV APPENDIX 6.3: HORIZON YEAR (2040) WITH PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report REV This Page Intentionally Left Blank 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:Citrus Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 1 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =24,632 vpd Minor Street Future ADT =82 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 +24,632 1 82 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 +24,632 1 82 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 5% 10% 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 HY 2040 WP CP CP 09/01/22 09/01/22 (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 6.3-1 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:Santa Ana Av.Critical Approach Speed (Major) 40 mph Minor Street:Driveway 2 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =11,027 vpd Minor Street Future ADT =48 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 +11,027 1 48 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 +11,027 1 48 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 2% 4% 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 HY 2040 WP CP 09/01/22 CP 09/01/22 6.3-2 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:Santa Ana Av.Critical Approach Speed (Major) 40 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 =10,721 vpd Minor Street Future ADT =18 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 +10,721 1 18 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 +10,721 1 18 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 1% 2% 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 HY 2040 WP CP 09/01/22 CP 09/01/22 6.3-3 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:Oleander Av.Critical Approach Speed (Major) 40 mph Minor Street:Driveway 4 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =3,828 vpd Minor Street Future ADT =104 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 3,828 1 104 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 3,828 1 104 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 4% 9% 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 HY 2040 WP CP 09/01/22 CP 09/01/22 6.3-4 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:Oleander Av.Critical Approach Speed (Major) 40 mph Minor Street:Driveway 5 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =3,976 vpd Minor Street Future ADT =45 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 3,976 1 45 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 3,976 1 45 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 2% 4% 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 HY 2040 WP CP 09/01/22 CP 09/01/22 6.3-5 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:Santa Ana Av.Critical Approach Speed (Major) 40 mph Minor Street:Driveway 6 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =9,684 vpd Minor Street Future ADT =18 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 +9,684 1 18 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 +9,684 1 18 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 1% 2% 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 HY 2040 WP CP 09/01/22 CP 09/01/22 6.3-6 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 6.4: HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Queues Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Group Flow (vph) 773 628 784 426 1182 v/c Ratio 0.94 0.45 0.34 0.46 0.74 Control Delay 46.3 13.5 26.3 8.7 26.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 13.5 26.3 8.7 26.7 Queue Length 50th (ft) 434 96 118 37 332 Queue Length 95th (ft) #715 153 m130 m90 395 Internal Link Dist (ft) 671 623 656 Turn Bay Length (ft)450 165 Base Capacity (vph) 836 1419 2370 952 1649 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.92 0.44 0.33 0.45 0.72 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 6.4-1 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT NBT SBL SBT Lane Group Flow (vph) 314 919 1362 670 1352 v/c Ratio 0.27 1.60 0.85 0.88 0.67 Control Delay 25.4 302.0 34.7 52.9 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 25.4 302.0 34.7 52.9 12.1 Queue Length 50th (ft) 76 ~847 263 227 199 Queue Length 95th (ft) 111 #1088 323 m276 m236 Internal Link Dist (ft)526 1147 623 Turn Bay Length (ft) 550 250 Base Capacity (vph) 1180 576 1617 805 2093 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.27 1.60 0.84 0.83 0.65 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 6.4-2 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Group Flow (vph) 502 556 1163 599 981 v/c Ratio 0.78 0.50 0.42 0.53 0.51 Control Delay 35.7 17.6 22.0 9.6 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 35.7 17.6 22.0 9.6 14.9 Queue Length 50th (ft) 248 97 228 100 180 Queue Length 95th (ft) 365 146 m242 m107 241 Internal Link Dist (ft) 671 623 656 Turn Bay Length (ft)450 165 Base Capacity (vph) 640 1107 3169 1199 2206 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.78 0.50 0.37 0.50 0.44 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 6.4-3 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT NBT SBL SBT Lane Group Flow (vph) 494 378 2116 580 798 v/c Ratio 0.74 0.76 1.03dr 0.81 0.32 Control Delay 41.0 24.1 30.4 36.0 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.0 24.1 30.4 36.0 5.4 Queue Length 50th (ft) 136 78 375 148 61 Queue Length 95th (ft) 184 179 #549 m174 103 Internal Link Dist (ft)526 1147 623 Turn Bay Length (ft) 550 250 Base Capacity (vph) 778 538 2294 817 2517 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.63 0.70 0.92 0.71 0.32 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane. 6.4-4 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 6.5: HORIZON YEAR (2040) WITH PROJECT CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Queues Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Horizon Year (2040) 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) 791 628 786 439 1189 v/c Ratio 0.93 0.44 0.35 0.47 0.76 Control Delay 45.0 13.0 26.5 8.4 28.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 45.0 13.0 26.5 8.4 28.2 Queue Length 50th (ft) 428 91 119 55 352 Queue Length 95th (ft) #742 153 m128 m91 397 Internal Link Dist (ft) 671 623 656 Turn Bay Length (ft)450 165 Base Capacity (vph) 850 1438 2344 953 1631 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.93 0.44 0.34 0.46 0.73 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 6.5-1 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT NBT SBL SBT Lane Group Flow (vph) 314 976 1379 670 1376 v/c Ratio 0.27 1.71 0.86 0.88 0.68 Control Delay 25.5 350.8 35.2 53.9 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.1 Total Delay 25.5 350.8 35.2 53.9 11.9 Queue Length 50th (ft) 76 ~927 268 233 200 Queue Length 95th (ft) 111 #1172 330 m275 m245 Internal Link Dist (ft)526 1147 623 Turn Bay Length (ft) 550 250 Base Capacity (vph) 1175 572 1617 805 2093 Starvation Cap Reductn 0000115 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.27 1.71 0.85 0.83 0.70 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 6.5-2 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 1: Citrus Av. & I-10 WB Ramps 09/01/2022 Horizon Year (2040) 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) 508 556 1171 655 983 v/c Ratio 0.78 0.50 0.43 0.57 0.52 Control Delay 35.1 17.4 22.9 10.0 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 35.1 17.4 22.9 10.0 15.2 Queue Length 50th (ft) 251 97 242 106 182 Queue Length 95th (ft) 369 146 m235 m112 242 Internal Link Dist (ft) 671 623 656 Turn Bay Length (ft)450 165 Base Capacity (vph) 651 1122 3169 1221 2206 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.78 0.50 0.37 0.54 0.45 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 6.5-3 Queues Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT NBT SBL SBT Lane Group Flow (vph) 494 395 2193 580 806 v/c Ratio 0.74 0.80 1.05dr 0.81 0.32 Control Delay 41.0 27.7 34.7 35.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.0 27.7 34.7 35.8 5.2 Queue Length 50th (ft) 136 91 404 144 55 Queue Length 95th (ft) 184 #203 #585 m177 104 Internal Link Dist (ft)526 1147 623 Turn Bay Length (ft) 550 250 Base Capacity (vph) 778 536 2292 817 2517 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.63 0.74 0.96 0.71 0.32 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane. 6.5-4 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 6.6: HORIZON YEAR (2040) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WITH IMPROVEMENTS WORKSHEETS Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) Without Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT EBR NBT SBL SBT Lane Configurations Traffic Volume (vph) 305 3 944 823 650 1335 Future Volume (vph) 305 3 944 823 650 1335 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 444216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 9.0 10.0 Total Split (s)39.0 39.0 39.0 36.0 25.0 61.0 Total Split (%)39.0% 39.0% 39.0% 36.0% 25.0% 61.0% Yellow Time (s)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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Min None C-Min Act Effct Green (s)32.5 32.5 32.5 32.6 20.9 57.5 Actuated g/C Ratio 0.32 0.32 0.32 0.33 0.21 0.58 v/c Ratio 0.28 0.93 0.90 0.81 0.92 0.66 Control Delay 25.4 56.5 48.7 32.3 60.5 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 25.4 56.5 48.7 32.3 60.5 11.0 LOS C E D C E B Approach Delay 46.0 32.3 27.2 Approach LOS D C C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 33.8 Intersection LOS: C Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 6.6-1 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) Without 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) 305 3 944 00008235156501335 0 Future Volume (veh/h) 305 3 944 00008235156501335 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 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 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 314 0 853 0 848 417 670 1376 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 1059 0 942 0 1256 576 717 2193 0 Arrive On Green 0.29 0.00 0.29 0.00 0.36 0.36 0.41 1.00 0.00 Sat Flow, veh/h 3619 0 3220 0 3629 1585 3510 3705 0 Grp Volume(v), veh/h 314 0 853 0 848 417 670 1376 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1585 1755 1805 0 Q Serve(g_s), s 6.7 0.0 25.5 0.0 20.7 22.7 18.3 0.0 0.0 Cycle Q Clear(g_c), s 6.7 0.0 25.5 0.0 20.7 22.7 18.3 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1059 0 942 0 1256 576 717 2193 0 V/C Ratio(X)0.30 0.00 0.91 0.00 0.68 0.72 0.93 0.63 0.00 Avail Cap(c_a), veh/h 1230 0 1095 0 1256 576 737 2193 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.49 0.49 0.44 0.44 0.00 Uniform Delay (d), s/veh 27.4 0.0 34.0 0.0 26.9 27.5 28.9 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 9.0 0.0 1.4 3.9 9.9 0.6 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 2.8 0.0 10.5 0.0 8.2 8.6 6.4 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.5 0.0 43.0 0.0 28.3 31.4 38.8 0.6 0.0 LnGrp LOS C A D A C C D A A Approach Vol, veh/h 1167 1265 2046 Approach Delay, s/veh 38.8 29.3 13.1 Approach LOS D C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 24.4 41.3 34.3 65.7 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 31.0 34.0 56.0 Max Q Clear Time (g_c+I1), s 20.3 24.7 27.5 2.0 Green Ext Time (p_c), s 0.2 3.0 1.8 7.6 Intersection Summary HCM 6th Ctrl Delay 24.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 6.6-2 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Horizon Year (2040) Without Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 408 616 73 506 245 84 763 92 549 1234 657 Future Volume (vph) 408 616 73 506 245 84 763 92 549 1234 657 Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA pm+ov Protected Phases 7438152 167 Permitted Phases 8 2 6 Detector Phase 74381522167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 5.0 Minimum Split (s)10.0 38.3 10.0 41.3 12.0 10.0 41.9 41.9 12.0 36.9 10.0 Total Split (s)16.0 42.3 15.0 41.3 19.0 10.0 43.7 43.7 19.0 52.7 16.0 Total Split (%)13.3% 35.3% 12.5% 34.4% 15.8% 8.3% 36.4% 36.4% 15.8% 43.9% 13.3% Yellow Time (s)3.0 4.3 3.0 4.3 3.0 3.0 3.9 3.9 3.0 3.9 3.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.0 5.0 5.9 5.9 5.0 5.9 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Act Effct Green (s)11.1 30.4 8.0 24.8 40.3 5.1 34.6 34.6 14.2 43.7 55.7 Actuated g/C Ratio 0.10 0.28 0.07 0.23 0.38 0.05 0.32 0.32 0.13 0.41 0.52 v/c Ratio 1.22 0.75 0.59 0.66 0.41 0.55 0.71 0.16 1.29 0.91 0.82 Control Delay 162.4 41.1 68.6 41.3 17.3 66.5 36.6 0.8 184.7 41.2 26.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 162.4 41.1 68.6 41.3 17.3 66.5 36.6 0.8 184.7 41.2 26.3 LOS FDEDBEDAFDC Approach Delay 85.7 36.6 35.8 69.5 Approach LOS F D D E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 107.2 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.29 Intersection Signal Delay: 61.8 Intersection LOS: E Intersection Capacity Utilization 83.6%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 6.6-3 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Horizon Year (2040) Without 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) 408 616 84 73 506 245 84 763 92 549 1234 657 Future Volume (veh/h) 408 616 84 73 506 245 84 763 92 549 1234 657 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 443 670 90 79 550 201 91 829 70 597 1341 586 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 393 799 107 102 700 537 164 1173 516 501 1520 850 Arrive On Green 0.11 0.25 0.25 0.06 0.19 0.19 0.05 0.33 0.33 0.14 0.42 0.42 Sat Flow, veh/h 3510 3198 429 1810 3610 1587 3510 3610 1588 3510 3610 1590 Grp Volume(v), veh/h 443 378 382 79 550 201 91 829 70 597 1341 586 Grp Sat Flow(s),veh/h/ln 1755 1805 1822 1810 1805 1587 1755 1805 1588 1755 1805 1590 Q Serve(g_s), s 11.0 19.5 19.5 4.2 14.2 9.4 2.5 19.7 3.1 14.0 33.6 26.7 Cycle Q Clear(g_c), s 11.0 19.5 19.5 4.2 14.2 9.4 2.5 19.7 3.1 14.0 33.6 26.7 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 393 451 455 102 700 537 164 1173 516 501 1520 850 V/C Ratio(X) 1.13 0.84 0.84 0.78 0.79 0.37 0.56 0.71 0.14 1.19 0.88 0.69 Avail Cap(c_a), veh/h 393 662 668 184 1288 796 179 1391 612 501 1722 939 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 43.6 34.9 34.9 45.7 37.6 24.7 45.8 29.0 23.4 42.1 26.2 16.9 Incr Delay (d2), s/veh 84.2 4.1 4.1 4.7 0.7 0.2 1.3 0.9 0.0 104.8 4.8 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 8.6 8.7 2.0 6.0 3.4 1.1 8.1 1.1 13.1 14.1 8.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 127.7 39.0 39.1 50.4 38.4 24.9 47.1 30.0 23.4 146.9 31.0 18.4 LnGrp LOS F DDDDCDCCFCB Approach Vol, veh/h 1203 830 990 2524 Approach Delay, s/veh 71.7 36.2 31.1 55.5 Approach LOS E D C E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 37.8 10.5 30.8 9.6 47.2 16.0 25.3 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 14.0 37.8 10.0 36.0 5.0 46.8 11.0 35.0 Max Q Clear Time (g_c+I1), s 16.0 21.7 6.2 21.5 4.5 35.6 13.0 16.2 Green Ext Time (p_c), s 0.0 3.3 0.0 2.4 0.0 5.7 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 51.8 HCM 6th LOS D 6.6-4 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT EBR NBT SBL SBT Lane Configurations Traffic Volume (vph) 479 19 364 1251 563 782 Future Volume (vph) 479 19 364 1251 563 782 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 444216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 9.0 10.0 Total Split (s)21.0 21.0 21.0 47.0 22.0 69.0 Total Split (%)23.3% 23.3% 23.3% 52.2% 24.4% 76.7% Yellow Time (s)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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Min None C-Min Act Effct Green (s)15.3 15.3 15.3 43.4 17.2 64.7 Actuated g/C Ratio 0.17 0.17 0.17 0.48 0.19 0.72 v/c Ratio 0.83 0.48 0.46 0.98dr 0.87 0.31 Control Delay 49.0 11.3 8.9 24.6 43.6 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.0 11.3 8.9 24.6 43.6 3.9 LOS DBACDA Approach Delay 31.7 24.6 20.5 Approach LOS C C C Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 24.7 Intersection LOS: C Intersection Capacity Utilization 85.2% ICU Level of Service E Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. Splits and Phases: 2: Citrus Av. & I-10 EB Ramps 6.6-5 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 2: Citrus Av. & I-10 EB Ramps 09/01/2022 Horizon Year (2040) 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) 479 19 364 00001251 876 563 782 0 Future Volume (veh/h) 479 19 364 00001251 876 563 782 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 494 0 310 0 1290 696 580 806 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 580 0 516 0 1735 798 640 2630 0 Arrive On Green 0.16 0.00 0.16 0.00 0.50 0.50 0.36 1.00 0.00 Sat Flow, veh/h 3619 0 3220 0 3629 1590 3510 3705 0 Grp Volume(v), veh/h 494 0 310 0 1290 696 580 806 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1590 1755 1805 0 Q Serve(g_s), s 11.9 0.0 8.0 0.0 26.7 34.9 14.1 0.0 0.0 Cycle Q Clear(g_c), s 11.9 0.0 8.0 0.0 26.7 34.9 14.1 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 580 0 516 0 1735 798 640 2630 0 V/C Ratio(X)0.85 0.00 0.60 0.00 0.74 0.87 0.91 0.31 0.00 Avail Cap(c_a), veh/h 643 0 573 0 1735 798 702 2630 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.09 0.09 0.76 0.76 0.00 Uniform Delay (d), s/veh 36.7 0.0 35.1 0.0 17.8 19.9 27.9 0.0 0.0 Incr Delay (d2), s/veh 9.0 0.0 0.8 0.0 0.3 1.4 11.1 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 5.7 0.0 3.0 0.0 9.2 11.3 5.3 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.7 0.0 35.9 0.0 18.1 21.2 39.0 0.2 0.0 LnGrp LOS D A D A B C D A A Approach Vol, veh/h 804 1986 1386 Approach Delay, s/veh 41.9 19.2 16.4 Approach LOS D B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 20.4 50.2 19.4 70.6 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 42.0 16.0 64.0 Max Q Clear Time (g_c+I1), s 16.1 36.9 13.9 2.0 Green Ext Time (p_c), s 0.3 3.7 0.5 3.6 Intersection Summary HCM 6th Ctrl Delay 22.7 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 6.6-6 Timings Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Horizon Year (2040) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 649 1191 106 418 449 61 1019 93 375 680 255 Future Volume (vph) 649 1191 106 418 449 61 1019 93 375 680 255 Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA pm+ov Protected Phases 7438152 167 Permitted Phases 8 2 6 Detector Phase 74381522167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 5.0 Minimum Split (s)10.0 38.3 10.0 41.3 12.0 10.0 41.9 41.9 12.0 36.9 10.0 Total Split (s)23.7 49.3 15.7 41.3 16.0 10.0 39.0 39.0 16.0 45.0 23.7 Total Split (%)19.8% 41.1% 13.1% 34.4% 13.3% 8.3% 32.5% 32.5% 13.3% 37.5% 19.8% Yellow Time (s)3.0 4.3 3.0 4.3 3.0 3.0 3.9 3.9 3.0 3.9 3.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 6.3 5.0 6.3 5.0 5.0 5.9 5.9 5.0 5.9 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Act Effct Green (s)18.7 43.0 9.7 34.0 46.3 5.0 33.1 33.1 11.0 41.1 60.7 Actuated g/C Ratio 0.16 0.36 0.08 0.29 0.39 0.04 0.28 0.28 0.09 0.35 0.51 v/c Ratio 1.24 1.01 0.77 0.43 0.68 0.44 1.07 0.16 1.22 0.57 0.30 Control Delay 165.7 65.9 84.9 36.0 25.2 65.6 90.2 0.6 169.4 34.8 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 165.7 65.9 84.9 36.0 25.2 65.6 90.2 0.6 169.4 34.8 7.7 LOS FEFDCEFAFCA Approach Delay 100.1 36.4 81.8 68.1 Approach LOS F D F E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 119 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.24 Intersection Signal Delay: 76.7 Intersection LOS: E Intersection Capacity Utilization 97.9%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 3: Citrus Av. & Slover Av. 6.6-7 HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 3: Citrus Av. & Slover Av.09/01/2022 Horizon Year (2040) 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) 649 1191 55 106 418 449 61 1019 93 375 680 255 Future Volume (veh/h) 649 1191 55 106 418 449 61 1019 93 375 680 255 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 683 1254 50 112 440 420 64 1073 76 395 716 229 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 555 1286 51 138 1016 602 130 1010 444 326 1212 795 Arrive On Green 0.16 0.36 0.36 0.08 0.28 0.28 0.04 0.28 0.28 0.09 0.34 0.34 Sat Flow, veh/h 3510 3536 141 1810 3610 1607 3510 3610 1585 3510 3610 1609 Grp Volume(v), veh/h 683 640 664 112 440 420 64 1073 76 395 716 229 Grp Sat Flow(s),veh/h/ln 1755 1805 1872 1810 1805 1607 1755 1805 1585 1755 1805 1609 Q Serve(g_s), s 18.7 41.3 41.4 7.2 11.8 26.2 2.1 33.1 4.3 11.0 19.4 9.9 Cycle Q Clear(g_c), s 18.7 41.3 41.4 7.2 11.8 26.2 2.1 33.1 4.3 11.0 19.4 9.9 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 555 656 681 138 1016 602 130 1010 444 326 1212 795 V/C Ratio(X) 1.23 0.97 0.98 0.81 0.43 0.70 0.49 1.06 0.17 1.21 0.59 0.29 Avail Cap(c_a), veh/h 555 656 681 164 1068 625 148 1010 444 326 1212 795 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 49.8 37.1 37.1 53.8 34.8 31.3 55.9 42.6 32.2 53.6 32.6 17.7 Incr Delay (d2), s/veh 118.9 28.6 28.4 19.5 0.1 2.7 1.1 46.4 0.1 119.6 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 17.1 22.4 23.2 3.9 5.0 10.1 0.9 20.6 1.6 10.1 8.2 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 168.7 65.7 65.6 73.3 34.9 34.0 56.9 89.0 32.3 173.2 33.1 17.7 LnGrp LOS F E E E C C E F C F C B Approach Vol, veh/h 1987 972 1213 1340 Approach Delay, s/veh 101.1 38.9 83.7 71.8 Approach LOS F D F E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.0 39.0 14.0 49.3 9.4 45.6 23.7 39.6 Change Period (Y+Rc), s 5.0 5.9 5.0 6.3 5.0 5.9 5.0 6.3 Max Green Setting (Gmax), s 11.0 33.1 10.7 43.0 5.0 39.1 18.7 35.0 Max Q Clear Time (g_c+I1), s 13.0 35.1 9.2 43.4 4.1 21.4 20.7 28.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 3.1 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 79.2 HCM 6th LOS E 6.6-8 Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report APPENDIX 8.1: VMT MEMO Oleander & Santa Ana Warehouses Traffic Analysis 14581-03 TA Report This Page Intentionally Left Blank 14581-03 VMT February 17, 2023 Ms. Tracy Zinn T&B Planning, Inc. 3200 El Camino Real, Suite 100 Irvine, CA 92602 OLEANDER AND SANTA ANA VEHICLE MILES TRAVELED (VMT) ANALYSIS Ms. Tracy Zinn, Urban Crossroads, Inc. is pleased to provide the following vehicle miles traveled (VMT) Analysis for the Oleander and Santa Ana industrial development (Project), which is located north of Santa Ana Avenue, at the northeast corner of Citrus Avenue and Santa Ana Avenue, and on either side of Oleander Avenue in the City of Fontana. PROJECT OVERVIEW It is our understanding that the Project is to consist of 3 industrial warehouse buildings. Although not part of the proposed Project, the 5.03-acre parcel (Parcel A) located between Building 1 and Building 2 has been evaluated as part of this VMT analysis with the proposed zoning and land use changes and assumes potential future development of up to 131,464 square feet of general light industrial use (assumes the maximum 0.60 floor-to-area ratio for the 5.03-acre parcel). A preliminary site plan can be found in Exhibit 1. • Building 1 = 151,618 square feet • Building 2 = 196,336 square feet • Building 3 = 192,895 square feet • Parcel A = 131,464 square feet Total = 682,572 square feet 8.1-1 Ms. Tracy Zinn T&B Planning, Inc. February 17, 2023 Page 2 of 8 14581-03 VMT EXHIBIT 1: PRELIMINARY SITE PLAN BACKGROUND 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) (Technical Advisory) (1). 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 (City Guidelines) (2), which documents the City’s VMT analysis methodology and approved impact thresholds. This VMT analysis has been prepared based on the adopted City Guidelines. VMT SCREENING City Guidelines describe specific screening criteria that can be used to identify when a proposed land development project is anticipated to result in a less than significant impact without the need to conduct a project level analysis. For the purposes of this analysis, the initial VMT screening process has been conducted with the SBCTA VMT Screening Tool (Screening Tool), which uses screening criteria consistent with the screening thresholds recommended in the City Guidelines. Screening thresholds are described in the following four steps: • Step 1: Transit Priority Area (TPA) Screening • Step 2: Low VMT Area Screening • Step 3: Project Type Screening 8.1-2 Ms. Tracy Zinn T&B Planning, Inc. February 17, 2023 Page 3 of 8 14581-03 VMT • Step 4: Project net daily trips less than 500 ADT Consistent with City Guidelines, a land use project needs to only satisfy one of the above screening thresholds to result in a less than significant impact. STEP 1: TPA SCREENING Consistent with 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. However, the presumption 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. Based on the Screening Tool results presented in Attachment A, the Project site is not located within ½ mile of an existing major transit stop, or along a high-quality transit corridor. TPA screening criteria is not met. STEP 2: LOW VMT AREA SCREENING As noted in the City Guidelines, “Residential and office projects located within a low VMT- generating area may be presumed to have a less than significant impact absent substantial evidence to the contrary. In addition, other employment-related and mixed-use land use projects may qualify for the use of screening if the project can reasonably be expected to generate VMT per resident, per worker, or per service population that is similar to the existing land uses in the low VMT area.” 3 The Screening Tool uses the sub-regional San Bernardino County Transportation Analysis Model (SBTAM) to measure VMT performance within San Bernardino County for individual traffic analysis zones (TAZ’s) within each city. The Project’s physical location based on APN is input into the Screening Tool to determine the VMT generated within the respective TAZ as compared to the jurisdictional average inclusive of a particular threshold (i.e., 15% below baseline County of San Bernardino VMT per employee). Based on the Screening Tool results, the Project is not located within a low VMT generating zone as compared to the City’s adopted 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.”). 3 City Guidelines; Page 12. 8.1-3 Ms. Tracy Zinn T&B Planning, Inc. February 17, 2023 Page 4 of 8 14581-03 VMT threshold of 15% below baseline County of San Bernardino VMT per employee. (See Attachment A). Low VMT Area screening criteria is not met. STEP 3: PROJECT TYPE SCREENING The City Guidelines identify 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, medical/dental office buildings, etc.) 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 Guidelines.4 Low Project Type screening criteria is not met. STEP 4: PROJECT NET DAILY TRIPS LESS THAN 500 ADT SCREENING Projects that generate fewer than 500 net average daily trips (ADT) (stated in actual vehicles) are deemed to not cause a substantial increase in the total citywide or regional VMT and are therefore presumed to have a less than significant impact on VMT. Substantial evidence in support of this daily trip threshold is documented in the City Guidelines.5 The trip generation rates used for this analysis are based on the trip generation statistics published in the Institute of Transportation Engineer (ITE) Trip Generation Manual (11th Edition, 2021) (3). The proposed Project is estimated to generate 928 vehicle trip-ends per day, which would exceed the City’s screening threshold of 500 ADT (See Attachment B). Project net daily trips less than 500 ADT screening criteria is not met. As the Project was not found to meet any of the aforementioned VMT screening criteria, a project level VMT analysis is prepared to assess the Project’s potential impact to VMT. VMT ANALYSIS VMT MODELING City Guidelines identifies SBTAM as the appropriate tool for conducting VMT analysis for land use projects in San Bernardino County area. SBTAM is a useful tool to estimate VMT as it considers interactions between different land uses based on socio-economic data such as population, households, and employment. The calculation of VMT for land use projects is based on the total number of trips generated and the average trip length of each vehicle. SBTAM is also consistent with the model used to develop the City’s VMT impact thresholds listed by the City Guidelines. Therefore, the vehicle trips and average daily trip length for project-related vehicle trips are model derived from SBTAM. 4 City Guidelines; Page 13. 5 City Guidelines; Appendix B. 8.1-4 Ms. Tracy Zinn T&B Planning, Inc. February 17, 2023 Page 5 of 8 14581-03 VMT PRODUCTION/ATTRACTION METHOD The Production/Attraction (PA) method for calculating VMT sums all weekday VMT generated by HB and HBW trips with at least one trip-end in the study area (i.e., City Boundary or Project Traffic Analysis Zone) by trip purpose. Productions are land use types that generate trips (residences), and attractions are land use types that attract trips (employment). The PA method allows project VMT to be evaluated based on trip purpose, which is consistent with the Office of Planning and Research’s (OPR’s) Technical Advisory. It should be noted that the PA matrices do not include external trips the have one trip outside of the model boundary or truck trips. BOUNDARY VMT METHOD The boundary method is the sum of all weekday VMT on the roadway network within a designated boundary (i.e., City boundary or other designated geographic area). The boundary method estimates VMT by multiplying vehicle trips on each roadway segment within the boundary by that segment’s length. This approach consists of all trips, including those trips that do not begin or end in the designated boundary. Consistent with City VMT Guidelines, the City of Fontana was used as the boundary for this assessment. CITY OF FONTANA VMT IMPACT CRITERIA Based on consultation with City Staff, industrial land development projects in the City of Fontana should use VMT per employee as the appropriate metric for VMT impact analysis. City Guidelines identifies the following recommended thresholds: • The baseline project generated VMT per employee exceeds 15% below the baseline County of San Bernardino VMT per employee, or • The cumulative project generated VMT per employee exceeds 15% below the baseline County of San Bernardino VMT per employee. Additionally, the project’s effect on VMT would be considered significant if it results in either of the following conditions to be satisfied: • The baseline link-level boundary VMT per service population (City boundary) to increase under the plus project condition compared to the no project condition), or • The cumulative link-level boundary VMT per service population (City boundary) to increase under the plus project condition compared to the no project condition). SBCTA provides VMT calculations for each of its member agencies and for the County of San Bernardino region. Urban Crossroads has obtained this published data from SBCTA, which for the County of San Bernardino is 17.1 VMT per employee. As outlined in the City Guidelines, a threshold of 15 percent below the regional baseline is 14.54 VMT per employee (17.1*0.85 = 14.54) PROJECT VMT ESTIMATES To estimate Project generated VMT, standard land use information must first be converted into a SBTAM compatible dataset. The SBTAM model utilizes socio-economic data (SED) (e.g., 8.1-5 Ms. Tracy Zinn T&B Planning, Inc. February 17, 2023 Page 6 of 8 14581-03 VMT employment information) instead of land use information to estimate vehicle trips. Project building square footage has been converted to employment data for input into the SBTAM model and has been isolated within the Project TAZ (TAZ 53724101). For purposes of this analysis, employment estimates were calculated using average employment density factors from Southern California Association of Governments (SCAG) Employment Density Study (October 2001) (4). SCAG reports that commerce center buildings in San Bernardino County employ an average of 1 worker for every 1,195 SF of building area, which would yield 453 jobs (540,849 SF ÷ 1,195 SF/employee = 453 employees) for proposed Buildings 1, 2, and 3. (SCAG, 2001, p. 15). Although no development is currently proposed on 5.0 acres of the Project Site (Parcel A), should those 5.0 acres be developed in the future with up to 131,464 SF of building space, an additional 110 jobs could be generated (131,464 SF ÷ 1,195 SF/employee = 110 employees). Table 1 presents the estimated number of Project employees by land use type used to populate the SBTAM model for the proposed Project. TABLE 1: EMPLOYMENT ESTIMATES Land Use Quantity (SF) Employment Density Factor6 Estimated Employees Warehouse 682,572 1,195 SF per employee 563 PROJECT VMT ESTIMATES The VMT estimates calculated for the Project are presented in Table 2 and Table 3. As shown in Table 2, the proposed Project is forecast to generate home-based work (HBW) VMT per employee above the City’s adopted impact threshold for both baseline and cumulative traffic conditions and is considered to have a potentially significant Project generated VMT impact . TABLE 2: PROJECT VMT PER EMPLOYEE Baseline (2022) Cumulative Year (2040) Employees 563 563 HBW VMT 9,444 9,088 HBW VMT Per Employee 16.77 16.14 City Threshold 14.54 14.54 Percent Above Threshold 15.34% 11.00% Potentially Significant? Yes Yes Table 3 presents boundary VMT and boundary VMT per service population estimates for baseline and cumulative conditions. The boundary VMT per service population remains unchanged under the With Project scenario for both baseline and cumulative conditions. The Project’s cumulative effect on VMT is considered less than significant. 6 Table II-B of the SCAG Employment Density Study. 8.1-6 Ms. Tracy Zinn T&B Planning, Inc. February 17, 2023 Page 7 of 8 14581-03 VMT TABLE 3: BOUNDARY VMT Baseline Cumulative Scenario No Project With Project No Project With Project Service Population 290,488 291,051 352,559 353,122 Boundary VMT 3,753,385 3,756,829 4,643,981 4,650,713 VMT per SP7 12.92 12.91 13.17 13.17 Change in VMT per SP7 -0.01 0.0 Potentially Significant? No No POTENTIAL REDUCTIONS TO VMT Trip reduction measures that have the potential to reduce project generated VMT are described in the Handbook for Analyzing Greenhouse Gas Emission Reductions, Assessing Climate Vulnerabilities, and Advancing Health and Equity (CAPCOA, 2021) (2021 Handbook). Locational context is a major factor relevant to the potential application and effectiveness of VMT reduction measures. The three locational contexts identified by the 2021 Handbook are suburban, urban, and rural.8 The locational context of the Project is characteristically suburban, which further limits the effectiveness of a particular trip reduction measure as compared to an urban/city center with high accessibility to transit and other modes of transportation beyond the single occupancy automobile. In addition to limitations related to locational context, as future building tenants are not known for the Project, the ultimate effectiveness of certain trip reduction measures cannot be guaranteed. Potential trip reduction measures that may be relevant to the proposed Project as described within the 2021 Handbook are listed below. • Provide pedestrian and bicycle network improvements within the development connecting to existing off-site facilities. • Commute trip reduction (CTR) programs offered to encourage the use of vanpools, carpooling, public transit, and biking. • CTR programs may also provide for alternative work or compressed work schedules to reduce the number of days an employee commutes to work. • Provision of on-site facilities to provide end of trip services for bicycling such as secure bike parking and storage lockers. • Provide reserved preferential parking spaces for car-share, carpool, and ultra-low or zero emission vehicles. 7 SP refers to Service Population 8 2021 Handbook; Page 43 8.1-7 Ms. Tracy Zinn T&B Planning, Inc. February 17, 2023 Page 8 of 8 14581-03 VMT As noted previously, the effectiveness of some of the aforementioned measures is dependent on as yet unknown tenant(s) and employee participation. Conservatively, this analysis assumes no reduction in VMT that may result from implementation of such measures. CONCLUSION Based on the results of this analysis the following findings are made: • The Project was evaluated against VMT screening criteria as outlined in the City Guidelines. The Project was not found to screen from the need to perform a VMT analysis, and a model based VMT analysis was performed. • The was found to exceed the City’s VMT per employee threshold by 15.34% in baseline conditions and 11.00% in cumulative conditions. The Project is determined to have a potentially significant transportation impact. • The Project’s effect on VMT was found to remain unchanged or reduce in the With Project scenario as compared to the No Project scenario for both the Baseline and Cumulative conditions. In other words, the Project’s effect on VMT was found to be less than significant. • Since future building tenants are unknown at this time, implementation of trip reduction measures cannot be guaranteed to reduce Project generated HBW VMT to a level of less than significant; the Project’s VMT impact is therefore considered significant and unavoidable. If you have any questions, please contact me directly at aso@urbanxroads.com. Respectfully submitted, URBAN CROSSROADS, INC. Alexander So Senior Associate 8.1-8 14581-03 VMT REFERENCES 1. Office of Planning and Research. Technical Advisory on Evaluating Transportation Impacts in CEQA. State of California : s.n., December 2018. 2. City of Fontana Traffic Engineering Division. Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment. City of Fontana : s.n., October 2020. 3. Institute of Transportation Engineers. Trip Generation Manual. 11th Edition. 2021. 4. Southern California Association of Governments. Employment Density Study. October 2001. 8.1-9 14581-03 VMT ATTACHMENT A WRCOG SCREENING TOOL 8.1-10 14581-03 VMT 8.1-11 14581-03 VMT ATTACHMENT C PROJECT TRIP GENERATION 8.1-12 14581-03 VMT TABLE 1: 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 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. Daily 8.1-13 14581-03 VMT TABLE 2: TRIP GENERATION SUMMARY Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: Building 1: Warehousing 151.618 TSF Passenger Cars: 18 5 23 5 18 23 168 2-axle Trucks: 0 0 0 0 0 0 16 3-axle Trucks: 0 0 0 0 0 0 20 4+-axle Trucks: 1 1 2 2 1 3 58 Total Truck Trips (Actual Vehicles):1 1 2 2 1 3 94 Total Trips (Actual Vehicles)2 19 6 25 7 19 26 262 Building 2: Warehousing 196.336 TSF Passenger Cars: 24 6 30 7 23 30 218 2-axle Trucks: 0 0 0 1 0 1 20 3-axle Trucks: 0 0 0 1 1 2 24 4+-axle Trucks: 1 1 2 2 2 4 74 Total Truck Trips (Actual Vehicles):1 1 2 4 3 7 118 Total Trips (Actual Vehicles)2 25 7 32 11 26 37 336 Building 3: Warehousing 192.895 TSF Passenger Cars: 23 6 29 7 22 29 214 2-axle Trucks: 0 0 0 1 0 1 20 3-axle Trucks: 0 0 0 1 1 2 24 4+-axle Trucks: 1 1 2 2 2 4 72 Total Truck Trips (Actual Vehicles):1 1 2 4 3 7 116 Total Trips (Actual Vehicles)2 24 7 31 11 25 36 330 Passenger Cars 65 17 82 19 63 82 600 Trucks 3 3 6 10 7 17 328 Total Trips (Actual Vehicles)2 68 20 88 29 70 99 928 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 8.1-14