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Item No. 03 Attachment 4 - Traffic Impact Analysis
Traffic Impact Analysis For the: Proposed Walmart Fuel Station In the City of Lake Elsinore August 2025 TRAFFIC IMPACT ANALYSIS FOR THE PROPOSED WALMART FUEL STATION IN THE CITY OF LAKE ELSINORE Prepared by: Kimley-Horn and Associates, Inc. 1100 Town and Country Road, Suite 700 Orange, California 92868 August 2025 TABLE OF CONTENTS Page INTRODUCTION ....................................................................................................................................................................... 1 Purpose and Study Objectives....................................................................................................................................... 1 Project Overview ................................................................................................................................................................ 1 ANALYSIS SCENARIOS AND METHODOLOGY ............................................................................................................. 4 Analysis Scenarios ............................................................................................................................................................. 4 Intersection Analysis – HCM Methodology .............................................................................................................. 4 Level of Service Standards .............................................................................................................................................. 6 Thresholds of Significance .............................................................................................................................................. 6 STUDY AREA .............................................................................................................................................................................. 6 AREA CONDITIONS ................................................................................................................................................................. 7 Existing Street System ...................................................................................................................................................... 7 Transit Service ..................................................................................................................................................................... 9 Existing Traffic Volumes ................................................................................................................................................. 9 Peak Hour Operating Conditions .......................................................................................................................... 10 Opening Year 2026 Conditions ........................................................................................................................................ 10 Peak Hour Operating Conditions ............................................................................................................................... 10 PROJECT TRAFFIC ................................................................................................................................................................ 15 Project Trip Generation ................................................................................................................................................. 15 Trip Distribution and Assignment............................................................................................................................. 15 OPENING YEAR 2026 PLUS PROJECT CONDITIONS ............................................................................................... 21 Peak Hour Operating Conditions ............................................................................................................................... 21 CUMULATIVE CONDITIONS .............................................................................................................................................. 24 Cumulative Projects ........................................................................................................................................................ 24 Opening Year 2026 Cumulative .................................................................................................................................. 24 Peak Hour Operating Conditions .......................................................................................................................... 24 Opening Year 2026 Cumulative with Project ....................................................................................................... 30 Peak Hour Operating Conditions .......................................................................................................................... 30 I-15/SR-74 (CENTRAL AVENUE) INTERCHANGE IMPROVEMENT PROJECT ............................................. 33 RECOMMENDED IMPROVEMENTS ................................................................................................................................ 34 Opening Year 2026 Cumulative with Project ....................................................................................................... 34 DRIVEWAY QUEUING ANALYSIS .................................................................................................................................... 39 Driveway Queue Mitigation ......................................................................................................................................... 41 OFF-SITE (I-15 OFF RAMPS) QUEUING ANALYSIS .................................................................................................. 41 SITE ACCESS AND CIRCULATION ................................................................................................................................... 45 PARKING ASSESSMENT ...................................................................................................................................................... 45 SUMMARY OF FINDINGS AND CONCLUSIONS .......................................................................................................... 47 LIST OF FIGURES Page Figure 1 – Vicinity Map ......................................................................................................................................................... 2 Figure 2 – Project Site Plan .................................................................................................................................................. 3 Figure 3 – Existing Lane Configuration and Traffic Control .................................................................................. 8 Figure 4 – Existing Condition Traffic Volumes .......................................................................................................... 11 Figure 5 – Opening Year 2026 Traffic Volumes ........................................................................................................ 13 Figure 6 – Project Trip Distribution............................................................................................................................... 17 Figure 7 – Project-Related Traffic Volumes ................................................................................................................ 18 Figure 8 – Pass-By Traffic Volumes................................................................................................................................ 19 Figure 9 – Total Project Traffic Volumes ..................................................................................................................... 20 Figure 10 – Opening Year 2026 with Project Traffic Volumes ........................................................................... 23 Figure 11 – Cumulative Project Locations .................................................................................................................. 26 Figure 12 - Cumulative Projects Traffic Volumes ..................................................................................................... 27 Figure 13 – Opening Year 2026 Cumulative Traffic Volumes ............................................................................. 28 Figure 14 – Opening Year 2026 Plus Project traffic Volumes ............................................................................. 31 LIST OF TABLES Page Table 1 – Summary of Intersection Operation – Existing Conditions .............................................................. 12 Table 2 – Summary of Intersection operation OY 2026 ........................................................................................ 14 Table 3 – Summary of Project Trip Generation......................................................................................................... 16 Table 4– Summary of Intersection Operation – Opening Year 2026 Plus Project ...................................... 22 Table 5– Summary of Cumulative Project Trip Generation ................................................................................. 25 Table 6 – Summary of Intersection Operation – Opening Year 2026 Cumulative ...................................... 29 Table 7 – Summary of Intersection Operation – Opening Year 2026 Cumulative Plus Project ............ 32 Table 8 – Summary of Intersection Operation with Recommended Improvements................................. 36 Table 9 – Recommended Improvements with Coordinated vs. Uncoordinated Central Avenue. ........ 37 Table 10 – Summary of Project Fair Share .................................................................................................................. 38 Table 11 – Driveway Queueing with Recommended Improvements .............................................................. 43 Table 12 – Summary of I-15 Off Ramps Queue Length Analysis ........................................................................ 44 Table 13 – Summary of Parking Requirements ........................................................................................................ 46 APPENDICES APPENDIX A: APPROVED SCOPING AGREEMENT APPENDIX B: TRAFFIC COUNT DATA SHEETS APPENDIX C: INTERSECTION ANALYSIS WORKSHEETS APPENDIX D: CUMULATIVE PROJECT INFORMATION APPENDIX E.1: INTERSECTION ANALYSIS WORKSHEET – RECOMMENDED IMPROVEMENTS APPENDIX E.2: INTERSECTION ANALYSIS WORKSHEET – RECOMMENDED IMPROVEMENTS WITH COORDINATED INTERSECTIONS ON CENTRAL AVENUE APPENDIX F: I-15/SR-74 (CENTRAL AVENUE) INTERCHANGE IMPROVEMENT PROJECT APPENDIX G.1: DRIVEWAY AND OFF-SITE QUEUING ANALYSIS WORKSHEET APPENDIX G.2: DRIVEWAY QUEUING ANALYSIS WORKSHEET - RECOMMENDED IMPROVEMENTS Lake Elsinore Walmart Fuel Station - 1 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 TRAFFIC IMPACT ANALYSIS FOR THE PROPOSED WALMART FUEL STATION IN THE CITY OF LAKE ELSINORE INTRODUCTION Purpose and Study Objectives This Traffic Impact Analysis has been prepared to address the traffic-related effects of the proposed Walmart Fuel Station at 29260 Central Avenue in the City of Lake Elsinore. This traffic study has been conducted in accordance with the requirements stated in the City of Lake Elsinore Traffic Impact Analysis Preparation Guide (June 2020, revised November 2022). This report includes a description of existing traffic conditions in the surrounding area, estimated project trip generation and distribution, future traffic growth, and an assessment of project-related effects on the transportation system. Where necessary, circulation system improvements have been identified to address project-related effects at the study locations. Project Overview The applicant proposes to construct a new fuel station with twenty fueling positions and a 1,618 square-foot convenience store within the existing parking lot of a Walmart Neighborhood Market located east of the intersection of Central Avenue and Dexter Avenue. The project location is shown in Figure 1. The project site plan is shown on Figure 2. The project is anticipated to open in 2026. Note that the convenience store square footage has increased since approval of the study Scoping Agreement (previously 1,556 square feet). The change in square footage does not impact trip generation, and therefore no changes are required to the previously approved scope. The proposed project will be in an existing, shared-use parking lot. Existing ingress and egress will be facilitated via four existing driveways into the Walmart Neighborhood Market parking lot. Two full-access driveways, one on Cambern Avenue and one on Dexter Avenue, and two right-in-right-out driveways, one on Cambern Avenue and one on Central Avenue allow direct access to the proposed project. PROPOSEDPROJECT SITEDexter AveCambern AveCentral Ave I-15 NB Off RampI-15 SB On RampI-15 NB On RampI-15 SB Off Ramp3rd St Crane StCorona Freeway (I-15)FIGURE 1VICINITY MAP- 2 - FIGURE 2PROJECT SITE PLAN- 3 - Lake Elsinore Walmart Fuel Station - 4 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 ANALYSIS SCENARIOS AND METHODOLOGY Analysis Scenarios Based on the City of Lake Elsinore Traffic Impact Analysis Preparation Guide, the project will be evaluated in the morning and evening peak hours for the following conditions: · Existing Conditions · Opening Year 2026 · Opening Year 2026 with Project · Opening Year 2026 Cumulative · Opening Year 2026 Cumulative with Project If the analysis shows that improvements are required based on project-related effect criteria, then the Opening Year 2026 Cumulative with Project scenario will be analyzed. Intersection Analysis – HCM Methodology This study includes evaluation of morning and evening peak hour operations at eight study intersections, including four project driveways. Peak hour intersection operations at study intersections and driveways were evaluated using Synchro 12 software per methods prescribed in the Highway Capacity Manual 7th Edition (HCM), consistent with the City of Lake Elsinore Traffic Impact Analysis Preparation Guide. For signalized intersections, the HCM methodology estimates the average delay (in average seconds per vehicle) for each of the movements through the intersection, considering a number of factors, including the number of lanes, volume of traffic, and the signal timing phasing. For unsignalized intersections, the HCM methodology analysis determines the average total delay for each vehicle making any movement from the stop-controlled minor street, as well as left turns from the major street. Delay values are calculated based on the relationship between traffic on the major street and the availability of acceptable gaps in the traffic stream through which conflicting traffic movements can be made. HCM methodology will not analyze stop-controlled intersections with 4+ through lanes on the major street. In order to generate HCM results for intersection #5 (Driveway 1 at Central Avenue) a dummy intersection was created in between Intersections #1 and #5 to decrease the number of southbound through lanes from 4 to 3. The southbound through lanes are inaccessible via the project driveway due to a raised median; therefore, there will be no impact to LOS at Intersection #5. The HCM delay forecast translates to a Level of Service designation, ranging from LOS A to LOS F. A summary of each Level of Service and the corresponding delay is provided in the following chart: Lake Elsinore Walmart Fuel Station - 5 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 LEVEL OF SERVICE DEFINITIONS Level of Service Description A No approach phase is fully utilized by traffic and no vehicle waits longer than one red indication. Typically, the approach appears quite open, turns are made easily and nearly all drivers find freedom of operation. B This service level represents stable operation, where an occasional approach phase is fully utilized, and a substantial number are approaching full use. Many drivers begin to feel restricted within platoons of vehicles. C This level still represents stable operating conditions. Occasionally drivers may have to wait through more than one red signal indication, and backups may develop behind turning vehicles. Most drivers feel somewhat restricted but not objectionably so. D This level encompasses a zone of increasing restriction, approaching instability at the intersection. Delays to approaching vehicles may be substantial during short peaks within the peak period; however, enough cycles with lower demand occur to permit periodic clearance of developing queues, thus preventing excessive backups. E Capacity occurs at the upper end of this service level. It represents the most vehicles that any particular intersection approach can accommodate. Full utilization of every signal cycle is seldom attained no matter how great the demand. F This level describes forced flow operations at low speeds, where volumes exceed capacity. These conditions usually result from queues of vehicles backing up from a restriction downstream. Speeds are reduced substantially, and stoppages may occur for short or long periods of time due to the congestion. In the extreme case, both speed and volume can drop to zero. LEVEL OF SERVICE CRITERIA FOR SIGNALIZED AND UNSIGNALIZED INTERSECTIONS Level of Service Signalized Intersection (Average delay per vehicle, in seconds) 1 Unsignalized Intersections (Average delay per vehicle, in seconds) 2 A < 10 0 – 10 B > 10 – 20 > 10 – 15 C > 20 – 35 > 15 – 25 D > 35 – 55 > 25 – 35 E > 55 – 80 > 35 – 50 F > 80 > 50 1 Source: Highway Capacity Manual (HCM 7th Edition), Exhibit 19-8. 2 Source: Highway Capacity Manual (HCM 7th Edition), Exhibit 20-2. Lake Elsinore Walmart Fuel Station - 6 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 Level of Service Standards The City of Lake Elsinore, in general, requires that peak-hour intersections operate at LOS “D” or better to be considered acceptable. Therefore, any City intersection operating at LOS “E” or LOS “F” will be considered deficient. However, LOS “E” will be considered acceptable in both the Main Street Overlay area and the Ballpark District Planning Districts in an effort to increase activity and revitalize these areas. Any intersection operating at LOS “F” will be considered deficient. Thresholds of Significance A project impact would be considered significant if the addition of project traffic causes the LOS to go from an acceptable to an unacceptable level. STUDY AREA This traffic study includes documentation of existing conditions, future conditions, and identification of project-related effects at the following study locations: 1. Cambern Avenue at Central Avenue 2. Dexter Avenue at Central Avenue 3. I-15 NB Ramps at Central Avenue 4. I-15 SB Ramps at Central Avenue D1. Driveway 1 at Central Avenue D2. Driveway 2 at Cambern Avenue D3. Driveway 3 at Cambern Avenue D4. Driveway 4 at Dexter Avenue The study locations were established in consultation with City of Lake Elsinore staff through the Scoping Letter Agreement process. A copy of the approved Scoping Agreement is provided in Appendix A. Lake Elsinore Walmart Fuel Station - 7 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 AREA CONDITIONS Existing Street System Regional access to the site is provided primarily by the Corona Freeway (I-15). Direct access to the project site is provided via Central Avenue, Cambern Avenue and Dexter Avenue. Existing lane configurations and intersection controls at the study intersections are shown in Figure 3. The following provides a description of the roadways surrounding the project site. Central Avenue – Central Avenue is a six-lane roadway with three lanes in each direction within the project vicinity. Central Avenue is designated as an Augmented Urban Arterial in the project vicinity in the City of Lake Elsinore Circulation Element. On-street parking is prohibited along the roadway and the posted speed limits are 40 mph south of Intersection #2 (Dexter Avenue at Central) and 50 mph north of Intersection #2. There are no bike lanes provided on either side of the roadway. Dexter Avenue – Dexter Avenue is a two-lane roadway with one lane in each direction within the project vicinity. On-street parking is prohibited along the roadway and the posted speed limit is 45 mph west of Intersection #2 and 35 mph east of Intersection #2. Dexter Avenue is designated as a Collector in the City of Lake Elsinore Circulation Element. There are no bike lanes provided on either side of the roadway. Cambern Avenue – Cambern Avenue is a four-lane roadway with two lanes in each direction within the project vicinity. On-street parking is prohibited along the roadway and the posted speed limit is 40 mph. Cambern Avenue is designated as Secondary in the City of Lake Elsinore Circulation Element. Dedicated bike lanes are provided in both directions along Cambern Avenue between Central Avenue and Driveway #3. Dexter Ave Cambern Ave Central AveI-15 N B O f f R a m p I-15 SB On Ramp I-15 NB On Ram p I-15 SB O f f R a m p 3rd StCrane StPROPOSED PROJECT SITE Corona Freeway (I- 1 5 ) - 8 - LEGEND: = Turn or Through Lane = Signal = Stop Sign = Study Intersection 2. Dexter Ave at Central Ave 4. I-15 SB Ramps at Central Ave 3. I-15 NB Ramps at Central Ave D2. Driveway 2 at Cambern Ave 1. Cambern Ave at Central Ave D3. Driveway 3 at Cambern Ave D4. Driveway 4 at Dexter Ave D1. Driveway 1 at Central Ave OVLOVL FIGURE 3 EXISTING LANE CONFIGURATION AND TRAFFIC CONTROL OVL = Right Turn Overlap Lake Elsinore Walmart Fuel Station - 9 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 Transit Service Transit service within the project area is provided by Riverside Transit Agency, which serves the cities of Riverside, Lake Elsinore, and other surrounding communities. The closest bus stop in the project vicinity is located at the intersection of Cambern Avenue and Central Avenue, approximately 0.25 miles north of the project site. A description of the bus routes serving the project area is provided below. Route 8 – Route 8 operates within the communities of Lake Elsinore and Wildomar. Route 8 operates on weekdays from approximately 5:40 AM to 8:30 PM with approximately 60-minute headways (the time between bus arrivals). On the weekends, Route 8 operates from approximately 6:00 AM to 7:30 PM with approximately 60-minute headways. Route 9 – Route 9 operates within the communities of Perris and Lake Elsinore. Route 9 operates on weekdays from approximately 6:00 AM to 8:00 PM with approximately 90-minute headways. On the weekends, Route 9 operates from approximately 6:00 AM to 7:30 PM with approximately 60-minute headway. Existing Traffic Volumes Existing morning peak hour and evening peak hour counts were conducted at the study intersections on a typical weekday in April 2025, while schools were in session. Counts were collected using pole mounted cameras, which were post-processed and reviewed for accuracy by count technicians prior to distribution. Peak hour intersection traffic count worksheets are provided in Appendix B. Existing morning and evening peak hour volumes are presented in Figure 4. To verify legitimacy of data collected at the I-15 NB and SB ramp intersections, Kimley-Horn corresponded with the count collection team (Counts Unlimited) in June 2025. The count team re- reviewed volumes at the intersections and found the volumes to be correct relative to what was observed. Additionally, the count team noted all lanes were open, and no construction or accidents occurred during the collection period. The count team noted that visually, higher-than-usual congestion was observed for vehicles heading toward Central Avenue (northbound), which may have factored into the collected volumes. The observed congestion indicates the collected volumes are constrained, and do not reflect the true demand at the intersections. To properly account for demand, the additional vehicles queued at the I-15 NB and SB ramp intersections were added to the existing turning movement counts. Per discussion with the City, queued vehicle volumes were derived using measured peak hour queue lengths via Google Maps typical traffic data, consistent with the peak hours of the collected turning movement data. To maintain a conservative analysis, queue lengths were taken from the PM peak hour and applied to both peak hours, since the lengths appear greater. The lengths were assumed to be equivalent to lane/ramp capacity for the SB off-ramp and northbound through movement at the I-15 SB ramp intersection, and to the NB off-ramp and northbound through movement at the I-15 NB Lake Elsinore Walmart Fuel Station - 10 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 ramp intersection. The queue lengths were subsequently divided by 25 feet per vehicle to determine the number of queued vehicles. The queued vehicles were then distributed to either a left-turn, right- turn, or through movement where applicable, based on the existing movement distribution from the collected turning movement counts. Peak Hour Operating Conditions Intersection Level of Service analysis was conducted for the morning and evening peak hours using the analysis procedures and assumptions described previously in this report. The results of the intersection analysis for Existing Conditions are shown on Table 1. Copies of Existing Conditions intersection analysis worksheets are provided in Appendix C. Review of this table indicates that the following study intersections would operate at an unacceptable Level of Service: · #3 – I-15 NB Ramps at Central Avenue: AM - LOS E · #4 – I-15 SB Ramps at Central Avenue: AM – LOS E Opening Year 2026 Conditions The project opening year (the year the project would be constructed and occupied) is anticipated to be 2026. Based on consultation with City staff and RIVCOM link-level volume annual growth, an ambient growth rate of 2.0% per year to Opening Year 2026 was applied to existing traffic volumes. It should be noted that RIVCOM link-level volume data was interpolated for years 2025 to 2026 for Central Avenue, Dexter Avenue, Collier Avenue, 3rd Street, and Camino Del Norte within the project vicinity. Interpolation encompassed a base model year of 2018 and a future model year of 2045. The resulting weighted average growth rate was 1.93%, which was rounded to 2.00% to maintain a conservative analysis. The link volumes for each roadway are included at the end of Appendix B. The resulting peak hour turning movement volumes at the study locations are shown in Figure 5. Peak Hour Operating Conditions Intersection Level of Service analysis was conducted for the morning and evening peak hours for the Opening Year 2026 conditions. The results are shown on Table 2. Intersection analysis worksheets for Opening Year 2026 conditions are provided in Appendix C. Review of this table indicates that with the addition of Cumulative Project traffic, the following study intersections would operate at an unacceptable Level of Service: · #3 – I-15 NB Ramps at Central Avenue: AM - LOS E It should be noted that several intersections demonstrated a decrease in delay from Existing to Opening Year conditions. This is due to the use of 0.95 Peak Hour Factor (PHF) in Opening Year conditions per City guidelines. The 0.95 PHF results in an adjusted flow (Vehicles Per Hour) lower than Existing conditions, as existing PHFs were far lower than 0.95 for most approaches. Dexter Ave Cambern Ave Central AveI-15 N B O f f R a m p I-15 SB On Ramp I-15 NB On Ram p I-15 SB O f f R a m p 3rd StCrane StPROPOSED PROJECT SITE Corona Freeway (I- 1 5 ) - 11 - 2. Dexter Ave at Central Ave 4. I-15 SB Ramps at Central Ave 3. I-15 NB Ramps at Central Ave D2. Driveway 2 at Cambern Ave 1. Cambern Ave at Central Ave D3. Driveway 3 at Cambern Ave D4. Driveway 4 at Dexter Ave D1. Driveway 1 at Central Ave LEGEND: = Study Intersection = AM(PM) Peak Hour Turning Movement Volumes FIGURE 4 EXISTING CONDITION TRAFFIC VOLUMES TABLE 1 SUMMARY OF INTERSECTION OPERATION EXISTING CONDITIONS Traffic AM Peak Hour PM Peak Hour Int. # Intersection Control Delay LOS Delay LOS 1 Cambern Avenue at Central Avenue S 24.4 C 36.9 D 2 Dexter Avenue at Central Avenue S 31.9 C 24.1 C 3 I-15 NB Ramps at Central Avenue S 55.5 E 28.3 C 4 I-15 SB Ramps at Central Avenue S 56.0 E 50.0 D 5 Driveway 1 at Central Avenue U 26.1 D 26.1 D 6 Driveway 2 at Cambern Avenue U 9.2 A 10.4 B 7 Driveway 3 at Cambern Avenue U 11.3 B 15.1 C 8 Driveway 4 at Dexter Avenue U 15.3 C 17.0 C Notes: - Intersection operation is expressed in average delay for signalized and unsignalized intersections. - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach. - Bold and Shaded values indicate intersections operating at an unacceptable Level of Service - S = Signalized, U=Unsignalized Lake Elsinore Walmart Fuel Station Traffic Impact Analysis - 12 - Kimley-Horn and Associates, Inc. August 2025 Dexter Ave Cambern Ave Central AveI-15 N B O f f R a m p I-15 SB On Ramp I-15 NB On Ram p I-15 SB O f f R a m p 3rd StCrane StPROPOSED PROJECT SITE Corona Freeway (I- 1 5 ) - 13 - FIGURE 5 OPENING YEAR 2026 TRAFFIC VOLUMES 2. Dexter Ave at Central Ave 4. I-15 SB Ramps at Central Ave 3. I-15 NB Ramps at Central Ave D2. Driveway 2 at Cambern Ave 1. Cambern Ave at Central Ave D3. Driveway 3 at Cambern Ave D4. Driveway 4 at Dexter Ave D1. Driveway 1 at Central Ave LEGEND: = Study Intersection = AM(PM) Peak Hour Turning Movement Volumes Traffic AM Peak Hour PM Peak Hour Int. # Intersection Control Delay LOS Delay LOS 1 Cambern Avenue at Central Avenue S 22.1 C 38.3 D 2 Dexter Avenue at Central Avenue S 27.8 C 23.3 C 3 I-15 NB Ramps at Central Avenue S 57.6 E 29.6 C 4 I-15 SB Ramps at Central Avenue S 49.9 D 46.3 D 5 Driveway 1 at Central Avenue U 22.7 C 22.7 C 6 Driveway 2 at Cambern Avenue U 9.0 A 10.3 B 7 Driveway 3 at Cambern Avenue U 10.3 B 13.9 B 8 Driveway 4 at Dexter Avenue U 11.8 B 15.8 C - Bold and Shaded values indicate intersections operating at an unacceptable Level of Service - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach. Note: - Intersection operation is expressed in average delay for signalized and unsignalized intersections. - S = Signalized, U=Unsignalized TABLE 2 SUMMARY OF INTERSECTION OPERATION OPENING YEAR 2026 Lake Elsinore Walmart Fuel Station Traffic Impact Analysis - 14 - Kimley-Horn and Associates, Inc. August 2025 Lake Elsinore Walmart Fuel Station - 15 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 PROJECT TRAFFIC Project Trip Generation Peak hour trips for the proposed project were calculated using the trip generation rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition. Trip rates are based on the following ITE Land Use Category: · LU 944 – Gasoline/Service Station It is recognized that not all inbound and outbound trips to the proposed project will be “new” trips on the roadway system in the vicinity of the project site. Some trips to the project site will consist of “pass-by” trips -- motorists who are already traveling on the surrounding roadways from one place to another. Common pass-by trips for a gas station would be individuals who stop at the project site on the way to work, home, or school. In this instance, pass-by trips would also encompass diverted link trips, where vehicles traveling on I-15 exit to make a stop at the fuel station, and enter back on to I-15 once fueling is complete. Based on the latest version of the ITE Trip Generation Manual, 11th Edition, a pass-by rate of 63% in the morning peak hour and 57% in the evening peak hour were applied to the trips for the proposed land use. Since the Trip Generation Manual does not provide pass-by rates for daily trip generation, the average of the AM and the PM pass-by trip rate of 60% was applied. The resulting trip rates and the project trip generation estimates are shown on Table 3. The project is estimated to generate approximately 1,376 trips daily, with 76 trips in the morning peak hour (38 inbound, 38 outbound) and 120 trips in the evening peak hour (60 inbound, 60 outbound). Trip Distribution and Assignment Trip distribution assumptions for the project were based on the proximity to regional and local roadways and existing travel patterns. Trip distribution percentages at each study intersection were applied to the project trip generation to determine the project trips through each intersection. Project trip distribution assumptions are shown in Figure 6. Based on the proposed project trip distribution, project trips were assigned through the study intersections. Figure 7 shows new project trips that would be added to the study intersections. However, these trips do not include pass-by trips, which would typically be added to project driveways but not to non-adjacent study intersections; pass-by trips are assumed to be part of the existing flow of traffic until reaching the project site (or project vicinity with diverted trips). Pass-by trips are shown on Figure 8 and are added to the project-related volumes shown on Figure 7, in order to determine the total project trips at each study intersection. The total project trips are shown on Figure 9. TABLE 3SUMMARY OF PROJECT TRIP GENERATIONLAKE ELSINORE WALMART FUEL STATIONTrip Generation Rates 1ITE AM Peak Hour PM Peak HourLand Use Code Unit Daily In Out Total In Out TotalGasoline/Service Station 944 Fueling Position 172.01 5.14 5.14 10.28 6.955 6.955 13.91Trip Generation EstimatesAM Peak Hour PM Peak HourLand Use Quantity Unit Daily In Out Total In Out TotalGasoline/Service Station 20 Fueling Position 3,440 103 103 206 139 139 278Pass-by/Diverted Link Trips (60% Daily, 63% AM, 57% PM) 1,2-2,064 -65 -65 -130 -79 -79 -158Net Trips 1,376 38 38 76 60 60 120Total Project Trips 1,376 38 38 76 60 60 1201 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition2 Note: The Trip Generation Manual does not provide pass-by rates for daily trip generation. The daily pass-by trip percentage shown is the average of the AM and the PM pass-by trip percentages.Lake Elsinore Walmart Fuel StationTraffic Impact Analysis - 16 -Kimley-Horn and Associates, Inc.August 2025 Dexter AveCambern AveCentral Ave I-15 NB Off RampI-15 SB On RampI-15 NB On RampI-15 SB Off Ramp3rd St Crane St PROPOSEDPROJECT SITELEGEND:= Study Intersection= Trip Distribution= Pass-By Trip DistributionFIGURE 6PROJECT TRIP DISTRIBUTION Dexter Ave Cambern Ave Central AveI-15 N B O f f R a m p I-15 SB On Ramp I-15 NB On Ram p I-15 SB O f f R a m p 3rd StCrane StPROPOSED PROJECT SITE - 18 - 2. Dexter Ave at Central Ave 4. I-15 SB Ramps at Central Ave 3. I-15 NB Ramps at Central Ave D2. Driveway 2 at Cambern Ave 1. Cambern Ave at Central Ave D3. Driveway 3 at Cambern Ave D4. Driveway 4 at Dexter Ave D1. Driveway 1 at Central Ave FIGURE 7 PROJECT RELATED TRAFFIC VOLUMES LEGEND: = Study Intersection = AM(PM) Peak Hour Turning Movement Volumes Dexter Ave Cambern Ave Central AveI-15 N B O f f R a m p I-15 SB On Ramp I-15 NB On Ra m p I-15 SB O f f R a m p 3rd StCrane StPROPOSED PROJECT SITE Corona Freeway (I- 1 5 ) - 19 - FIGURE 8 PASS BY TRAFFIC VOLUMES 2. Dexter Ave at Central Ave 4. I-15 SB Ramps at Central Ave 3. I-15 NB Ramps at Central Ave D2. Driveway 2 at Cambern Ave 1. Cambern Ave at Central Ave D3. Driveway 3 at Cambern Ave D4. Driveway 4 at Dexter Ave D1. Driveway 1 at Central Ave LEGEND: = Study Intersection = AM(PM) Peak Hour Turning Movement Volumes Dexter Ave Cambern Ave Central AveI-15 N B O f f R a m p I-15 SB On Ramp I-15 NB On Ra m p I-15 SB O f f R a m p 3rd StCrane StPROPOSED PROJECT SITE Corona Freeway (I- 1 5 ) - 20 - FIGURE 9 TOTAL PROJECT TRAFFIC VOLUMES 2. Dexter Ave at Central Ave 4. I-15 SB Ramps at Central Ave 3. I-15 NB Ramps at Central Ave D2. Driveway 2 at Cambern Ave 1. Cambern Ave at Central Ave D3. Driveway 3 at Cambern Ave D4. Driveway 4 at Dexter Ave D1. Driveway 1 at Central Ave LEGEND: = Study Intersection = AM(PM) Peak Hour Turning Movement Volumes Lake Elsinore Walmart Fuel Station - 21 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 OPENING YEAR 2026 PLUS PROJECT CONDITIONS Project-related traffic was added to the Opening Year 2026 traffic volumes, and the resulting morning and evening peak hour volumes are presented in Figure 10. Peak Hour Operating Conditions Intersection Level of Service analysis was conducted for the morning and evening peak hours for the Opening Year 2026 With Project conditions. The results of the intersection analysis are shown on Table 4. Copies of intersection analysis worksheets for this scenario are provided in Appendix C. Review of this table indicates that with the addition of Project traffic, the following study intersections would operate at an unacceptable Level of Service: · #3 – I-15 NB Ramps at Central Avenue: AM - LOS E · #4 – I-15 SB Ramps at Central Avenue: PM – LOS E AM Peak Hour PM Peak HourInt. # Intersection Delay LOS Delay LOS Delay LOS Delay LOS1 Cambern Avenue at Central Avenue S22.1 C 22.3 C 0.2 No 38.3 D 40.4 D 2.1 No2 Dexter Avenue at Central Avenue S27.8 C 33.3 C 5.5 No 23.3 C 29.5 C 6.2 No3 I-15 NB Ramps at Central Avenue S57.6E65.3E7.7 No 29.6 C 33.1 C 3.5 No4 I-15 SB Ramps at Central Avenue S49.9 D 51.9 D 2.0 No 46.3 D 56.4E10.1 Yes5 Driveway 1 at Central Avenue U22.7 C 22.7 C 0.0 No 22.7 C 22.7 C 0.0 No6 Driveway 2 at Cambern AvenueU9.0 A 9.0 A 0.0 No 10.3 B 10.4 B 0.1 No7 Driveway 3 at Cambern AvenueU10.3 B 10.4 B 0.1 No 13.9 B 14.2 B 0.3 No8 Driveway 4 at Dexter AvenueU11.8 B 14.4 B 2.6 No 15.8 C 19.0 C 3.2 No - Bold and Shaded values indicate intersections operating at an unacceptable Level of ServiceWith ProjectTraffic ControlChange in DelaySubstantial Effect?Change in Delay - S = Signalized, U=UnsignalizedSubstantial Effect?- Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.Notes:- Intersection operation is expressed in average delay for signalized and unsignalized intersections.TABLE 4SUMMARY OF INTERSECTION OPERATIONOPENING YEAR 2026 WITH PROJECT CONDITIONSWithout Project With Project Without ProjectLake Elsinore Walmart Fuel StationTraffic Impact Analysis- 22 -Kimley-Horn and Associates, Inc.August 2025 Dexter Ave Cambern Ave Central AveI-15 N B O f f R a m p I-15 SB On Ramp I-15 NB On Ra m p I-15 SB O f f R a m p 3rd StCrane StPROPOSED PROJECT SITE Corona Freeway (I- 1 5 ) - 23 - FIGURE 10 OPENING YEAR 2026 WITH PROJECT TRAFFIC VOLUMES 2. Dexter Ave at Central Ave 4. I-15 SB Ramps at Central Ave 3. I-15 NB Ramps at Central Ave D2. Driveway 2 at Cambern Ave 1. Cambern Ave at Central Ave D3. Driveway 3 at Cambern Ave D4. Driveway 4 at Dexter Ave D1. Driveway 1 at Central Ave LEGEND: = Study Intersection = AM(PM) Peak Hour Turning Movement Volumes Lake Elsinore Walmart Fuel Station - 24 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 CUMULATIVE CONDITIONS Cumulative Projects In addition to ambient growth, Cumulative Project traffic volumes were added to existing traffic volumes. Information about Cumulative Projects in the area was provided by the City of Lake Elsinore. Cumulative Projects consist of any project that has been approved but is not yet constructed/occupied, and projects that are in various stages of the application and approval process but have not yet been approved. A summary of Cumulative Projects in the project vicinity and the trip generation associated with each is provided on Table 5. The locations of the Cumulative Projects are shown on Figure 11. Cumulative project trip generation and locations were previously approved by City staff as part of the Scoping Agreement. Trip generation information for the Cumulative Projects was derived either from approved traffic studies, where available; or developed by Kimley-Horn if approved traffic studies were not available. Likewise, trip distribution and assignment for the Cumulative Projects were either derived from approved traffic studies, where available; or were developed by Kimley-Horn if approved traffic studies were not available. Project information and trip distribution assumptions for Cumulative Projects are provided in Appendix D. Traffic volumes associated with Cumulative Projects were compiled for each of the study intersections and are shown on Figure 12. Opening Year 2026 Cumulative Trips generated by Cumulative Projects and the ambient traffic growth in Opening Year 2026 were added together to obtain traffic volumes for Opening Year 2026 Cumulative conditions and are shown in Figure 13. Peak Hour Operating Conditions Intersection Level of Service analysis was conducted for the Opening Year 2026 Cumulative conditions. The results of the intersection analysis are shown on Table 6. Intersection analysis worksheets for this scenario are provided in Appendix C. Review of this table indicates that with the addition of Cumulative Project traffic, the following study intersections would operate at an unacceptable Level of Service: · #1 – Cambern Avenue at Central Avenue: PM – LOS F · #3 – I-15 NB Ramps at Central Avenue: AM - LOS F, PM – LOS E · #4 – I-15 SB Ramps at Central Avenue: AM - LOS E, PM – LOS E Trip Generation Estimates Proj #Description Land Use Daily In Out Total In Out Total Single-Family Detached Housing 1,306 DU 12,316 238 677 915 773 454 1,227 Single-Family Attached Housing 120 DU 864 18 40 58 39 29 68 Single-Family Detached Housing 745 DU 7,025 136 386 522 441 259 700 Single-Family Attached Housing 290 DU 2,088 43 96 139 94 71 165 Shopping Plaza (40-150k)145.000 KSF 13,701 317 194 511 628 681 1,309 3 South Shore I & II Single-Family Detached Housing 921 DU 8,685 168 477 645 545 321 866 4 Lakeshore Town Center Shopping Center (>150k)237.400 KSF 8,786 124 76 200 387 420 807 5 Fairway Business Park General Light Industrial 216.600 KSF 1,055 141 19 160 20 121 141 Multifamily Housing (Mid-Rise)230 DU 1,044 20 66 86 55 35 90 Single-Family Attached Housing 84 DU 605 13 28 41 27 21 48 Single-Family Detached Housing 137 DU 1,292 25 71 96 81 48 129 7 Kassab Travel Center Travel Center 1 17.200 KSF 4,190 150 148 298 165 161 326 Hotel 97 Room 775 25 20 45 29 28 57 Strip Retail Plaza (<40k)37.500 KSF 2,042 53 35 88 124 124 248 Single-Family Detached Housing 141 DU 1,330 26 73 99 83 49 132 Hotel 130 Room 1,039 34 26 60 39 38 77 Strip Retail Plaza (<40k)29.500 KSF 1,606 42 28 70 97 97 194 Fast-Food Restaurant w/ Drive-thru 3.860 KSF 1,804 88 84 172 66 61 127 Strip Retail Plaza (<40k)11.690 KSF 637 17 11 28 39 39 78 11 The Lakeview Plaza Shopping Plaza (40-150k)43.000 KSF 4,063 94 58 152 186 202 388 12 Xebec Building Company General Light Industrial 51.000 KSF 248 33 5 38 5 29 34 13 North Elsinore Business Park General Light Industrial 95.000 KSF 463 62 8 70 9 53 62 Fast-Food Restaurant w/ Drive-thru 6.000 KSF 2,805 137 131 268 103 95 198 Convenience Store/Gasoline Station 16 Fueling Position 4,242 128 128 256 147 147 294 Automated Car Wash 4.100 KSF 0 0 0 0 29 29 58 Supermarket 43.000 KSF 4,035 73 50 123 192 192 384 15 Collier Commercial Properties General Light Industrial 11.900 KSF 58 8 1 9 1 7 8 16 Mason Motorsports General Light Industrial 25.500 KSF 124 17 2 19 2 14 16 Fast-Food Restaurant w/ Drive-thru 2.600 KSF 1,215 59 57 116 45 41 86 Coffee/Donut Shop w/ D.T.0.630 KSF 336 28 27 55 12 12 24 18 The Bedrock Company General Light Industrial 39.780 KSF 194 26 4 30 4 22 26 19 Hampton Inn & Suites Hotel 101 Room 807 26 20 46 30 29 59 20 3rd & Cambern Apartments Multifamily Housing (Low-Rise)75 DU 506 7 23 30 24 14 38 21 Starbucks Coffee Shop Coffee/Donut Shop w/ D.T.4.400 KSF 2,348 193 185 378 86 86 172 22 Minthorn Industrial General Light Industrial 37.000 KSF 180 24 3 27 3 21 24 23 Collier Retail Shops Strip Retail Plaza (<40k)7.200 KSF 392 10 7 17 24 24 48 24 Elsinore Heights Warehousing 555.000 KSF 949 73 22 95 28 72 100 25 Echo Suites Hotel Hotel 124 Room 991 32 25 57 37 36 73 Multifamily Housing (Low-Rise)36 DU 243 3 11 14 12 7 19 Strip Retail Plaza (<40k)2.900 KSF 158 4 3 7 10 10 20 27 Fleming and Sons Concrete Yard General Light Industrial 7.600 KSF 37 5 1 6 1 4 5 28 Baker Street Industrial General Light Industrial 1,000.500 KSF 4,872 651 89 740 91 559 650 Total Project Trips 100,150 3,371 3,415 6,786 4,813 4,762 9,575 Source: 1 Trip Generation from "Traffic Impact Study, Kassab Travel Center, City of Lake Elsinore, CA" from Dudek (April 2020). 1 Ramsgate 2 Spyglass Ranch DU = Dwelling Unit, KSF = 1,000 Square Feet 26 Reflections Lake Elsinore TABLE 5 SUMMARY OF CUMULATIVE PROJECTS TRIP GENERATION 8 North Peak Plaza 9 Nichols Ranch 14 Evergreen Development 17 Jack in the Box El Toro Quantity Units AM Peak Hour PM Peak Hour 6 Dexter Village 10 PDG Lake Elsinore Lake Elsinore Walmart Fuel Station Traffic Impact Analysis - 25 -Kimley-Horn and Associates, Inc. June 2025August 15INTERSTATE3 r d S t 2 n d S t C e n t r a l A v e C r a n e S tCollier AveDexter AveCambern AveConard AveR i v e r s i d e D r Pasadena St3 r d S t C h a n e y S t Minthorn StCamino del NorteMain S t Rosetta Canyon DrPROJECTSITELEGEND:= Cumulative ProjectFIGURE 11CUMULATIVE PROJECT LOCATIONS- 26 - Dexter Ave Cambern Ave Central AveI-15 N B O f f R a m p I-15 SB On Ramp I-15 NB On Ra m p I-15 S B O f f R a m p 3rd StCrane StPROPOSED PROJECT SITE Corona Freeway (I- 1 5 ) - 27 - FIGURE 12 CUMULATIVE PROJECTS TRAFFIC VOLUMES 2. Dexter Ave at Central Ave 4. I-15 SB Ramps at Central Ave 3. I-15 NB Ramps at Central Ave D2. Driveway 2 at Cambern Ave 1. Cambern Ave at Central Ave D3. Driveway 3 at Cambern Ave D4. Driveway 4 at Dexter Ave D1. Driveway 1 at Central Ave LEGEND: = Study Intersection = AM(PM) Peak Hour Turning Movement Volumes Dexter Ave Cambern Ave Central AveI-15 N B O f f R a m p I-15 SB On Ramp I-15 NB On Ra m p I-15 S B O f f R a m p 3rd StCrane StPROPOSED PROJECT SITE Corona Freeway (I- 1 5 ) - 28 - FIGURE 13 OPENING YEAR 2026 CUMULATIVE TRAFFIC VOLUMES 2. Dexter Ave at Central Ave 4. I-15 SB Ramps at Central Ave 3. I-15 NB Ramps at Central Ave D2. Driveway 2 at Cambern Ave 1. Cambern Ave at Central Ave D3. Driveway 3 at Cambern Ave D4. Driveway 4 at Dexter Ave D1. Driveway 1 at Central Ave LEGEND: = Study Intersection = AM(PM) Peak Hour Turning Movement Volumes TABLE 6 SUMMARY OF INTERSECTION OPERATION OPENING YEAR 2026 CUMULATIVE Traffic AM Peak Hour PM Peak Hour Int. # Intersection Control Delay LOS Delay LOS 1 Cambern Avenue at Central Avenue S 30.5 C 92.2 F 2 Dexter Avenue at Central Avenue S 34.5 C 29.7 C 3 I-15 NB Ramps at Central Avenue S 114.2 F 64.2 E 4 I-15 SB Ramps at Central Avenue S 72.5 E 76.0 E 5 Driveway 1 at Central Avenue U 28.7 D 26.8 D 6 Driveway 2 at Cambern Avenue U 9.9 A 11.6 B 7 Driveway 3 at Cambern Avenue U 10.5 B 14.6 B 8 Driveway 4 at Dexter Avenue U 15.3 C 19.4 C Notes: - Intersection operation is expressed in average delay for signalized and unsignalized intersections. - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach. - Bold and Shaded values indicate intersections operating at an unacceptable Level of Service. Lake Elsinore Walmart Fuel Station Traffic Impact Analysis - 29 - Kimley-Horn and Associates, Inc. August 2025 Lake Elsinore Walmart Fuel Station - 30 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 Opening Year 2026 Cumulative with Project Project-related traffic from the proposed Lake Elsinore Walmart Fuel development was added to the Opening Year 2026 Cumulative traffic volumes, and the resulting Opening Year 2026 Cumulative with Project traffic volumes are shown on Figure 14. Peak Hour Operating Conditions Intersection Level of Service analysis was conducted for the morning and evening peak hours for Opening Year 2026 Cumulative with Project conditions. The results of the intersection analysis are shown in Table 7. Copies of intersection analysis worksheets for this scenario are provided in Appendix C. Review of this table indicates the following study intersections would continue to operate at an unacceptable Level of Service with the addition of project traffic: · #1 – Cambern Avenue at Central Avenue: PM – LOS F · #3 – I-15 NB Ramps at Central Avenue: AM - LOS F, PM – LOS E · #4 – I-15 SB Ramps at Central Avenue: AM - LOS E, PM – LOS F Dexter Ave Cambern Ave Central AveI-15 N B O f f R a m p I-15 SB On Ramp I-15 NB On Ra m p I-15 S B O f f R a m p 3rd StCrane StPROPOSED PROJECT SITE Corona Freeway (I- 1 5 ) - 31 - 2. Dexter Ave at Central Ave 4. I-15 SB Ramps at Central Ave 3. I-15 NB Ramps at Central Ave D2. Driveway 2 at Cambern Ave 1. Cambern Ave at Central Ave D3. Driveway 3 at Cambern Ave D4. Driveway 4 at Dexter Ave D1. Driveway 1 at Central Ave FIGURE 14 OPENING YEAR 2026 CUMULATIVE PLUS PROJECT TRAFFIC VOLUMES LEGEND: = Study Intersection = AM(PM) Peak Hour Turning Movement Volumes AM Peak Hour PM Peak HourInt. # Intersection Delay LOS Delay LOS Delay LOS Delay LOS1 Cambern Avenue at Central Avenue S30.5 C 30.5 C 0.0 No92.2F93.7F1.5 Yes2 Dexter Avenue at Central Avenue S34.5 C 43.7 D 9.2 No29.7C 39.0 D 9.3 No3 I-15 NB Ramps at Central Avenue S114.2F124.2F10.0 No64.2E75.5E11.3 No4 I-15 SB Ramps at Central Avenue S72.5E75.9E3.4 No76.0E88.3F12.3 No5 Driveway 1 at Central Avenue U28.7 D 28.9 D 0.2 No26.8D 26.8 D 0.0 No6 Driveway 2 at Cambern AvenueU9.9 A 9.9 A 0.0 No11.6B 11.7 B 0.1 No7 Driveway 3 at Cambern AvenueU10.5 B 10.6 B 0.1 No14.6B 14.9 B 0.3 No8 Driveway 4 at Dexter AvenueU15.3 C 17.4 C 2.1 No19.4C 24.4 C 5.0 No - Bold and Shaded values indicate intersections operating at an unacceptable Level of Service. - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.TABLE 7SUMMARY OF INTERSECTION OPERATIONOPENING YEAR 2026 CUMUATIVE WITH PROJECT Without Project With ProjectChange in DelayTraffic ControlSubstantial Effect?Without Project With ProjectChange in DelaySubstantial Effect?Notes:- Intersection operation is expressed in average delay for signalized and unsignalized intersections.Lake Elsinore Walmart Fuel StationTraffic Impact Analysis- 32 - Kimley-Horn and Associates, Inc.August 2025 Lake Elsinore Walmart Fuel Station - 33 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 I-15/SR-74 (CENTRAL AVENUE) INTERCHANGE IMPROVEMENT PROJECT The City of Lake Elsinore, in cooperation with the California Department of Transportation (Caltrans), is proposing improvements to the Interstate 15 (I-15)/State Route 74 (SR-74) (Central Avenue) interchange located in Lake Elsinore. The I-15/SR-74 Interchange Improvement Project is needed to improve traffic conditions, reduce congestion at the interchange, and help alleviate traffic at surrounding local intersections within the Project area. Per discussion with City staff and review of preliminary concept design plans published on the City’s website, the I-15/SR-74 (Central Avenue) Interchange Improvement Project proposes improvements to several study intersections analyzed as part of this TIA. Proposed improvements to the intersections are as follows: Intersection #1: Cambern Avenue at Central Avenue · NB Approach: Road widening includes adding a third though lane. · SB Approach: Road widening includes adding a second left turn lane, adding a third dedicated through lane and replacing existing dedicated right turn lane with a shared through-right turn lane. · EB Approach: Road widening includes adding a second left turn lane and replacing existing shared through-right lane with a separate dedicated through lane and a dedicated right turn lane. · WB Approach: Replacing existing dedicated right turn lane with a shared through-right turn lane and reducing the number of existing left turn lanes from two to one. Intersection #2: Dexter Avenue at Central Avenue · NB Approach: Road widening includes adding a second left turn lane and replacing the existing dedicated right lane with a shared through-right lane. · SB Approach: Replacing the existing four dedicated through lanes with two dedicated through lanes and a shared through-right lane. A hardscaped median is proposed which could accommodate a dedicated left turn lane in the future. · WB Approach: Road widening includes adding a dedicated through lane. Intersection #3: I-15 NB Ramps at Central Avenue · NB Approach: Replacing existing left turn lane with a fourth through lane and eliminating northbound left turn movements with a hardscaped median. · SB Approach: Removing existing right turn lane and eliminating southbound right turn movements. · EB Approach: Removing the existing I-15 NB on-ramp entirely and replacing with a northbound loop off-ramp that provides direct connectivity to SR-74 (Central Avenue) southbound. · WB Approach: Replacing all existing lanes with three dedicated right turn lanes, eliminating all through and left turn movements with a new proposed median. Lake Elsinore Walmart Fuel Station - 34 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 Intersection #4: I-15 SB Ramps at Central Avenue · NB Approach: Replacing the existing dedicated right lane with a through-right turn lane. · SB Approach: Adding a third through lane. · EB Approach: Adding a second dedicated left turn lane and replacing the shared left-through- right lane with a shared through-left turn lane. · WB Approach: On-ramp widening with an addition of a third lane. Intersection #5: Driveway 1 at Central Avenue · NB Approach: Adding a dedicated left turn lane. · Signalization of southbound approach, eastbound approach, and northbound left turn. Intersection #6: Driveway 2 at Central Avenue · EB: Adding a dedicated right turn lane. Furthermore, the project proposes additional improvements to the I-15 freeway and surrounding roadways/intersections which will significantly impact the operations at the study intersection. Additional improvements are as follows: · Adding a signalized I-15 NB hook on and off-ramps to the west of Dexter Avenue as a substitute for the eliminated I-15 NB on-ramp at Central Avenue. · The northbound hook off-ramp features a single lane exit from I-15 and provides one left and one right-turn lane at the Dexter Avenue intersection. More information about this project is provided in Appendix F. RECOMMENDED IMPROVEMENTS Opening Year 2026 Cumulative with Project Based on the City of Lake Elsinore LOS standards and criteria noted earlier in the report, it is shown that the LOS at the following intersections are unacceptable under Opening Year 2026 Cumulative with Project conditions: #1 – Cambern Avenue at Central Avenue: PM – LOS F #3 – I-15 NB Ramps at Central Avenue: AM - LOS F, PM – LOS E #4 – I-15 SB Ramps at Central Avenue: AM - LOS E, PM – LOS E Per discussion with City staff, the deficiencies observed at Intersections #3 and #4 will be alleviated with the improvements planned in the I-15/SR-74 Interchange Improvement Project mentioned earlier in this report. Therefore, no further mitigation will be proposed for Intersection #3 and #4. Lake Elsinore Walmart Fuel Station - 35 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 Implementation of the following improvements are recommended to address the deficiencies at Intersection #1: · Increase cycle length to 120 seconds · Add protected eastbound left turn phasing · Add westbound right turn overlap phasing · Increase relative green time for phases four and seven A summary of the intersection operation before and after implementation of the recommended improvements is provided on Table 8. Copies of intersection analysis worksheets with improvements are provided in Appendix E.1. To account for potential existing or future signal coordination along the studied corridor of Central Avenue, further LOS analysis was conducted with the improvements recommended above, where all signalized study intersections along Central Avenue were coordinated. The purpose of this analysis was to determine whether the recommended modified cycle length at Intersection #1 would negatively affect corridor coordination. Upon implementation of coordinated signal timing at Intersection #1 through #4, a 0.3 second delay increase and 3.6 second delay increase were observed at Intersection #1 and #2 respectively. Similarly, a 6.2 second delay decrease and 4.4 second delay decrease were observed at Intersection #3 and #4 respectively. The observed changes in delay were not significant enough to change the LOS designation previously observed at these intersections; subsequently, the recommended timing improvements would not negatively affect coordinated Central Avenue corridor signal timing, should it be present or implemented in the future. The results of the analysis are summarized in Table 9. Copies of intersection analysis worksheets with improvements on coordinated Central Avenue corridor are provided in Appendix E.2. Recommended improvements may include a combination of fee payments to established programs (i.e., TUMF), construction of specific improvements, payment of a fair-share contribution toward future improvements, or a combination of these approaches. The fair share proportion for non- programmed improvements at deficient study intersections is shown on Table 10. For programmed improvements, the developer will pay into the regional transportation fee program. Delay LOS Delay LOS Delay LOS• Increase cycle length to 120 seconds • Add protected eastbound left turn phasing • Add westbound right turn overlap phasing • Increase relative green time for phases four and sevenTABLE 8SUMMARY OF INTERSECTION OPERATIONWITH RECOMMENDED IMPROVEMENTSPeak HourProposed Traffic ControlWith ProjectInt. # Intersection ImprovementsWithout ProjectWith ImprovementsOPENING YEAR 2025 CUMULATIVE PLUS PROJECT - S = Signalized - Delay values for signalized intersections represent the sum of average vehicle delay on all intersection approaches. Notes: - Bold and Shaded values indicate intersections operating at an unacceptable Level of Service. PM S 92.2FD53.6F93.71Cambern Avenue at Central Avenue Lake Elsinore Walmart Fuel StationTraffic Impact Study - 36 - Kimley-Horn and Associates, Inc.August 2025 Analysis Int. # Intersection Delay LOS Delay LOS1 Cambern Avenue at Central Avenue S53.6 D 53.9 D 0.3 No2 Dexter Avenue at Central Avenue S39.0 D 42.6 D 3.6 No3 I-15 NB Ramps at Central Avenue S75.5E69.3E-6.2 No4 I-15 SB Ramps at Central Avenue S88.3F83.9F-4.4 No - Bold and Shaded values indicate intersections operating at an unacceptable Level of Service. TABLE 9SUMMARY OF INTERSECTION OPERATIONRECOMMENDED IMPROVEMENTS WITH COORDINATED VS. UNCOORDINATED CENTRAL AVENUETraffic ControlUncoordinated CoordinatedChange in DelaySubstantial Effect?Notes:- Intersection operation is expressed in average delay for signalized and unsignalized intersections.- Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.OY 2026 CUMULATIVE PP PM SCENARIOLake Elsinore Walmart Fuel StationTraffic Impact Analysis- 37 -Kimley-Horn and Associates, Inc.August 2025 TABLE 10SUMMARY OF PROJECT FAIR SHARE OPENING YEAR 2025 CUMULATIVEAM Peak Hour PM Peak HourTotal Volume Total Project Total Volume Total ProjectInt. # Intersection 2025 2026 Growth Trips %-age 2025 2026 Growth Trips %-age1 Cambern Avenue at Central Avenue 2,959 3,579 620 12 1.9% 3,766 4,564 798 18 2.3%Notes: - Fair Share percentage is to be applied to non-programmed improvements.Lake Elsinore Walmart Fuel Station Traffic Impact Analysis- 38 -Kimley-Horn and Associates, Inc.August 2025 Lake Elsinore Walmart Fuel Station - 39 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 DRIVEWAY QUEUING ANALYSIS The 95th percentile queuing capacity was analyzed at the project driveways. The 95th percentile queue is defined as the queue length that has only a 5% probability of being exceeded during the analysis period: in other words, the typical worst-case queue. The goal of the analysis was to demonstrate the 95th percentile queue can be contained within the provided storage without disrupting the flow of traffic at surrounding drive aisles in the Walmart parking lot. The distance per vehicle was assumed to be 20 feet, to account for the length of the passenger vehicle and spacing from the next queued vehicle. For the 95th percentile queue, the following stop-controlled egress movements were evaluated for Opening Year 2026 Cumulative and Opening Year 2026 Cumulative with Project scenarios to compare and determine the impact of project related trips on driveway queuing. · Westbound movements at Intersection #5 (Driveway 1 at Central Avenue) · Northbound movements at Intersection #6 (Driveway 2 at Cambern Avenue) · Northbound movements at Intersection #7 (Driveway 3 at Cambern Avenue) · Southbound movements at Intersection #8 (Driveway 4 at Dexter Avenue) The results of the analysis are summarized below. Driveway queuing analysis worksheets are provided in Appendix G.1. Intersection #5 (Driveway 1 at Central Avenue) · Queue Storage – 180 ft Opening Year 2026 Cumulative · Morning Peak Hour 95th Percentile Queue – 53 ft (just over 2 passenger vehicles) · Evening Peak Hour 95th Percentile Queue – 154 ft (just over 13 passenger vehicles) Opening Year 2026 Cumulative 2026 with Project · Morning Peak Hour 95th Percentile Queue – 35 ft (just over 1 passenger vehicles) · Evening Peak Hour 95th Percentile Queue - 163 ft (just over 8 passenger vehicles) Intersection #6 (Driveway 2 at Cambern Avenue) · Queue Storage – 100 ft Opening Year 2026 Cumulative · Morning Peak Hour 95th Percentile Queue – 49 ft (just over 2 passenger vehicles) · Evening Peak Hour 95th Percentile Queue – 71 ft (just over 3 passenger vehicles) Opening Year 2026 Cumulative with Project · Morning Peak Hour 95th Percentile Queue – 50 ft (just under 3 passenger vehicles) · Evening Peak Hour 95th Percentile Queue – 68 ft (just under 4 passenger vehicles) Lake Elsinore Walmart Fuel Station - 40 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 Intersection #7 (Driveway 3 at Cambern Avenue) · Queue Storage – 120 ft Opening Year 2026 Cumulative · Morning Peak Hour 95th Percentile Queue – 55 ft (just under 3 passenger vehicles) · Evening Peak Hour 95th Percentile Queue – 102 ft (just over 5 passenger vehicles) Opening Year 2026 Cumulative with Project · Morning Peak Hour 95th Percentile Queue – 62 ft (just over 3 passenger vehicles) · Evening Peak Hour 95th Percentile Queue – 112 ft (just over 5 passenger vehicles) Intersection #8 (Driveway 4 at Dexter Avenue) · Queue Storage – 390 ft (155 ft to the nearest driveway access) Opening Year 2026 Cumulative · Morning Peak Hour 95th Percentile Queue – 529 ft (just over 26 passenger vehicles) · Evening Peak Hour 95th Percentile Queue – 484 ft (just over 24 passenger vehicles) Opening Year 2026 Cumulative with Project · Morning Peak Hour 95th Percentile Queue – 465 ft (just over 23 passenger vehicles) · Evening Peak Hour 95th Percentile Queue – 415 ft (just over 20 passenger vehicles) Based on the HCM 95th percentile queueing analysis, it was found that the longest driveway queues are expected to be approximately 529 ft during AM peak hour under Opening Year 2026 Cumulative condition, on the southbound movement on Driveway #4 at Dexter Avenue. The existing storage lengths before intersecting with an internal drive aisle is 155 ft (to the nearest driveway access). There may be instances where vehicle queues conflict with the on-site drive aisle. At intersection #8 (Driveway 4 at Dexter Avenue), the excessive queuing is largely due to the diverted pass by trips exiting Driveway 4 via southbound right turn and attempting to make a westbound left turn at Intersection #2 (Dexter Avenue at Central Avenue) to get back on I-15 NB. Intersection #2 provides only one protected westbound left turn lane; the number of vehicles waiting to turn would fill the available lane capacity, resulting in a backup of vehicles on Driveway 4 who are unable to make the southbound right. However, with the addition of the dedicated westbound through lane at Intersection #2 (Dexter Avenue at Central Avenue) and proposed new I-15 NB hook on and off-ramps to the west of Dexter Avenue (mentioned earlier as part of the I-15/SR-74 (Central Avenue) Interchange Improvement Project) it is expected that driveway queues at Intersection #8 (Driveway 4 at Dexter Avenue) will be reduced significantly, since vehicles can travel straight through Dexter Avenue to get to the I-15 NB on-ramp rather than waiting to make a westbound left turn. It should be noted that excessive westbound queuing is present both with and without the project at Intersection #2. Lake Elsinore Walmart Fuel Station - 41 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 Driveway Queue Mitigation While the proposed I-15/SR-74 (Central Avenue) Interchange Improvement project is projected to be completed by opening of the Walmart Fuel Station project, the timeline is subject to change and may experience delays. In the event the proposed I-15/SR-74 (Central Avenue) Interchange Improvement project is not completed before opening of the proposed Walmart Fuel Station, the 95th percentile driveway queues may impact site circulation. The following intersection demonstrated a 95th percentile queue exceeding available storage: · #8 - Driveway 4 at Dexter Avenue: PM (Opening Year 2026 Cumulative Plus Project) With the assumption that the proposed I-15/SR-74 (Central Avenue) Interchange Improvement project would not be completed before opening of the proposed Walmart Fuel Station, the following improvements are recommended to alleviate driveway queueing deficiencies mentioned above: Intersection #2 (Dexter Avenue at Central Avenue) · Increase cycle length to 120 seconds and increase relative green time for phase three (westbound left turn). Increase cycle length to 120 seconds and increase relative green time for phase three would allow the westbound left turn queues at Intersection #2 to clear more frequently, thereby allowing southbound right turns from Driveway 4 to occur more frequently. Therefore, the timing adjustments at Intersection #2 in conjunction with the improvements at Intersection #1 would also reduce 95th percentile queues to be contained within available storage at Intersection #8. The 95th percentile queuing results before and after application of the improvements at Intersection #2 and the earlier mentioned improvements at Intersection #1 are shown in Table 11. Copies of driveway queuing analysis worksheets with improvements on are provided in Appendix G.2. OFF-SITE (I-15 OFF RAMPS) QUEUING ANALYSIS Queue lengths at the I-15 NB and SB off-ramps were assessed at the following locations under Existing, Opening Year 2026, Opening Year 2026 Plus Project, Opening Year 2026 Cumulative and Opening Year 2026 Cumulative Plus Project conditions: · Intersection #3: I-15 NB Ramps at Central Avenue o Westbound Left Turn o Westbound Through Movements o Westbound Right Turn · Intersection #4: I-15 SB Ramps at Central Avenue o Eastbound Left Turn o Eastbound Through Movements o Eastbound Right Turn Lake Elsinore Walmart Fuel Station - 42 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 Results of the I-15 NB and SB off-ramps queuing analysis are summarized in Table 12. Based on the results, all analyzed movements at both Intersections #3 and #4 will exceed the existing storage length under Opening Year 2026 Cumulative conditions and Opening Year 2026 Cumulative Plus Project conditions in the PM peak period. However, with the proposed I-15 NB hook on and off-ramps to the west of Dexter Avenue, mentioned earlier as part of the I-15/SR-74 (Central Avenue) Interchange Improvement Project, it is expected that excessive queueing at Intersection #3 will be reduced significantly as a result of the separate northbound loop off-ramp providing direct southbound connectivity to Central Avenue, whereas the modified “existing” off-ramp would provide direct northbound connectivity to Central Avenue. Similarly, it is expected that excessive queueing at Intersection #4 will be reduced significantly as a result of the additional lane, geometry adjustments and increased storage length for the southbound off-ramp. Off-site queuing analysis worksheets are provided in Appendix G.1 TABLE 11SUMMARY OF DRIVEWAY QUEUEING WITH AND WITHOUT IMPROVEMENTS Without ImprovementWith ImprovementWithout ImprovementWith ImprovementAM 529 57 465 200PM 484 60 415 191Driveway 4 (#8)Notes: - Shaded values indicate 95th percentile queue length exceeding existing storage. SB 390Intersection MovementStorage Lane Capacity (ft/ln)Peak HourPeak Hour Queue Length (ft/ln)Opening Year 2026 CumulativeOpening Year 2026 Cumulative Plus ProjectLake Elsinore Walmart Fuel Station Traffic Impact Analysis- 43 - Kimley-Horn and Associates, Inc.August 2025 TABLE 12SUMMARY OF I-15 OFF-RAMPS QUEUE LENGTH ANALYSIS Average Queue95th PercentileAverage Queue95th PercentileAverage Queue95th PercentileAverage Queue95th PercentileAverage Queue95th PercentileAM 72 144 109 194 112 199 157 248 157 256PM 150 331 152 318 177 346 310 355 322 375AM 111 179 165 257 169 253 222 309 204 286PM 391 1107 311 867 436 1190 1245 1423 1221 1546AM 76 146 90 202 103 202 157 294 142 257PM 159 340 153 318 186 364 128 398 267 498AM 62 135 78 154 85 160 118 202 218 106PM 91 179 106 196 96 182 281 438 292 333AM 143 219 133 208 147 218 180 240 252 165PM 149 224 168 238 163 240 1135 1994 1450 1466AM 54 163 58 151 71 175 112 223 197 98PM 36 120 50 150 41 138 196 428 90 334Intersection MovementStorage Lane Capacity (ft/ln)Peak HourPeak Hour Queue Length (ft/ln)Existing Opening Year 2026Opening Year 2026Plus Project Opening Year 2026 CumulativeOpening Year 2026 Cumulative Plus ProjectWBL 330 - Shaded values indicate 95th percentile queue length exceeding existing storage. WBR330Notes: EBR 330330I-15 NB off ramp at Central Avenue (#3)EBT 15201300I-15 SB off ramp at Central Avenue (#4)EBLWBTLake Elsinore Walmart Fuel Station Traffic Impact Analysis- 44 - Kimley-Horn and Associates, Inc.August 2025 Lake Elsinore Walmart Fuel Station - 45 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 SITE ACCESS AND CIRCULATION Vehicular access to the project site would be provided via four existing driveways located on Central Avenue, Cambern Avenue, and Dexter Avenue. The existing driveways are one right-in right-out driveway at Central Avenue, one right-in right-out driveway at Cambern Avenue, one full-movement driveway at Cambern Avenue, and one full-movement driveway on Dexter Avenue, respectively. Based on project trip generation and typical fueling times, there are expected to be no queues at the proposed fuel pumps on site, and thereby no impacts to site circulation in the immediate vicinity of the project. PARKING ASSESSMENT The City of Lake Elsinore Municipal Code has established regulations regarding minimum parking requirements for all development sites, based on the type of land use. This parking assessment will encompass the proposed Walmart Fuel Station and the adjacent existing Walmart Supercenter as the proposed project site is located in the shared parking lot with the existing Walmart Supercenter. A summary of the City’s parking requirements for the project site is provided in Table 13. Per LEMC Section 17.148.030.D of the City of Lake Elsinore Municipal Code, the parking requirement for the proposed project site is 7 parking spaces and the required parking spaces for the Walmart Supercenter is 618. The total parking requirement for the existing Walmart Supercenter and the proposed project site is 625 parking spaces, resulting in a surplus of 1 parking space. Parking RequiredUnit QuantityCode 1ParkingProposed Convenience Store Building Area SF 1,618 0.004 7Existing Walmart Building Area w/ Garden Center SF 154,487 0.004 618Total Land Use AreaSF 156,105 0.004 625625626 1 Source: City of Lake Elsinore Municipal Code, Section 17.148.030TABLE 13WALMART FUEL STATION - LAKE ELSINORESUMMARY OF PARKING REQUIREMENTSTotal Parking RequiredTotal Parking ProposedLake Elsinore Walmart Fuel StationTraffic Impact Study - 46 -Kimley-Horn and Associates, Inc.August 2025 Lake Elsinore Walmart Fuel Station - 47 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 SUMMARY OF FINDINGS AND CONCLUSIONS · The project site is located to the east of Central Avenue and Dexter Avenue intersection. · The project proposes to construct a new fuel station with twenty fueling positions and a 1,618 square-foot convenience store · Vehicular access to the project site would be provided via one right-in right-out driveway at Central Avenue, one right-in right-out driveway at Cambern Avenue, one full-movement driveway at Cambern Avenue, and one full-movement driveway on Dexter Avenue. · Morning and evening peak hour operating conditions were evaluated at the study intersections for the following study scenarios: o Existing Conditions o Opening Year 2026 o Opening Year 2026 with Project o Opening Year 2026 Cumulative o Opening Year 2026 Cumulative with Project · Under Existing Conditions, all study intersections currently operate at an acceptable LOS. · Under Opening Year 2026 Conditions, all study intersections would continue to operate at an acceptable LOS. · Under Opening Year 2026 with Project conditions, all study intersections would continue to operate at an acceptable LOS. · The project is estimated to generate approximately 1,376 net new daily trips with 76 net new trips in the AM peak hour and 120 net new trips in the PM peak hour. · Under Existing conditions, the following study intersections would operate at an unacceptable Level of Service: o #3 – I-15 NB Ramps at Central Avenue: AM - LOS E o #4 – I-15 SB Ramps at Central Avenue: AM – LOS E · Under Opening Year 2026 conditions, the following study intersections would operate at an unacceptable Level of Service: o #3 – I-15 NB Ramps at Central Avenue: AM - LOS E · Under Opening Year 2026 Plus Project conditions, the following study intersections would operate at an unacceptable Level of Service: o #3 – I-15 NB Ramps at Central Avenue: AM - LOS E o #4 – I-15 SB Ramps at Central Avenue: PM – LOS E Lake Elsinore Walmart Fuel Station - 48 - Kimley-Horn & Associates, Inc. Traffic Impact Analysis August 2025 · Under Opening Year 2026 Cumulative conditions, the following study intersections would operate at an unacceptable Level of Service: o #1 – Cambern Avenue at Central Avenue: PM – LOS F o #3 – I-15 NB Ramps at Central Avenue: AM - LOS F, PM – LOS E o #4 – I-15 SB Ramps at Central Avenue: AM - LOS E, PM – LOS E · Under Opening Year 2026 Cumulative with Project conditions, the following study intersections would operate at an unacceptable Level of Service: o #1 – Cambern Avenue at Central Avenue: PM – LOS F o #3 – I-15 NB Ramps at Central Avenue: AM - LOS F, PM – LOS E o #4 – I-15 SB Ramps at Central Avenue: AM - LOS E, PM – LOS E · Recommended improvements were provided to address the deficiencies at Intersection #1- Cambern Avenue and Central Avenue, including the following: o Increase cycle length to 120 seconds o Add protected eastbound left turn phasing o Add westbound right turn overlap phasing o Increase relative green time for phases four and seven · Recommended improvements may include a combination of fee payments to established programs, construction of specific improvements, payment of a fair-share contribution toward future improvements, or a combination of these approaches. · The City of Lake Elsinore, in cooperation with Caltrans, is proposing improvements to the Interstate 15 (I-15)/State Route 74 (SR-74) (Central Avenue) interchange. · Proposed improvements to the Interstate 15 (I-15)/State Route 74 (SR-74) (Central Avenue) interchange would reduce driveway, and off-site (I-15 Off Ramps) queueing deficiencies currently observed with existing lane configurations. · Improvements are recommended at Intersection #2 (Dexter Avenue at Central Avenue) to alleviate driveway queuing deficiencies observed only in the event where the proposed I-15/SR- 74 (Central Avenue) Interchange Improvement project is not completed before the opening of the proposed Walmart Fuel Station. These potential improvements include the following: o Increase cycle length to 120 seconds and increase relative green time for phase three (westbound left turn). · Based on the City of Lake Elsinore Municipal Code, the parking requirement for both proposed project and the adjacent existing Walmart Supercenter would be 625 parking spaces. The proposed project would provide 65 spaces in addition to the 626 existing parking spaces, resulting in a surplus of 1 parking space, compared to City code. APPENDIX A APPROVED SCOPING AGREEMENT Traffic Impact Analysis -23- May 2022 Preparation Guide Exhibit B SCOPING AGREEMENT FOR TRAFFIC IMPACT STUDY This letter acknowledges the City of Lake Elsinore requirements for traffic impact analysis of the following project. The analysis must follow the City of Lake Elsinore Traffic Study Guidelines dated May 2020. 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: A. Trip Generation Source: (ITE 11th Edition or other as approved) Current GP Land Use Proposed Land Use Current Zoning Proposed Zoning Current Trip Generation Proposed Trip Generation (PCE) 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) Internal and Pass-By trip allowance percentages shall be per NCHRP 684 and the ITE Trip Generation Manual. The pass-by trips at adjacent study area intersections and project driveways shall be indicated on a report figure. Internal trips that use external streets shall be indicated on a report figure. B. Trip Geographic Distribution: N % S % E % W % (Attach exhibit for detailed assignment) C. Background Traffic Project Build-out Year: Phase Year(s), if needed: _____________________________ Annual Ambient Growth Rate: % Other area projects to be analyzed: (to be provided by the City planning department) Model/Forecast methodology New fuel station with 20 fueling positions and a 1,556 square-foot convenience store within the existing parkinglot of Walmart 2077. 29260 Central Avenue, Lake Elsinore, CA 92532 Lake Elsinore Walmart 2077 Fuel Station Kimley-Horn and Associates, Inc. 1100 Town and Country Rd Suite 700, Orange, CA 92868 (714) 939-1030 Walmart, Inc. 29260 Central Avenue, Lake Elsinore, CA 92532 (951) 245-5990 Business District’s General Commercial (C2) CUP (2024-04) Commercial 38 38 76 60 60 120 (63% AM, 57% PM, 60% Daily, ) 22025 25 20 30 25 Existing + Ambient Growth + Cumulative Projects + Project 15 15 35 35 Traffic Impact Analysis -24- May 2022 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 and distribution are determined, or comments from other agencies.) 1. 2. 3. 4. 5. E. Other Jurisdictional Impacts Is this project within one-mile radius of another jurisdiction or a State Highway? Yes No If so, name of Agency: F. Site Plan (please attach figure) G. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline) (To be filled out by City) H. Existing Conditions Traffic count data must be new or recent within 1 calendar year. Provide traffic count dates if using other than new counts. Date of counts:__________________________________________________ I. Traffic Study Requirements Traffic Study Required: ___ ____________________________________________ Focused Study Required: ___ ____________________________________________ Except from Analysis: ___ ____________________________________________ Recommended by: _____________________________ ________ Consultant’s Representative Date Scoping Agreement Submitted on _____________ Revised on ___________________ Approved Scoping Agreement: _________________________ ________ City of Lake Elsinore Engineering Date Department 6. 7. 8. 9. 10. 6. 7. 8. 9. 10. Central Avenue and Cambern Avenue Central Avenue and Dexter Avenue Central Avenue and I-15 Northbound On/Off-ramps Central Avenue and I-15 Southbound On/Off-ramps Central Avenue and Driveway 1 Cambern Avenue and Driveway 2 Cambern Avenue and Driveway 3 Dexter Avenue and Driveway 4 Caltrans Timothy Chan, PE 8/20/2024 8/20/2024 Dallas Willey 4/9/2025 kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 April 9, 2025 Paul Fizer, PE City of Lake Elsinore Senior Engineer RE:Traffic Impact Analysis (TIA) Scope of Work for the Proposed Walmart Fuel Station at 29260 Central Ave in the City of Lake Elsinore Kimley-Horn and Associates, Inc. is pleased to submit this Scope of Work for the proposed Walmart Fuel Station at 29260 Central Ave in the City of Lake Elsinore. The scope of the traffic impact analysis is summarized below. This scope of work is based on a review of the City of Lake Elsinore Traffic Impact Analysis Preparation Guide (June 2020, Revised November 2022). Project Description The applicant proposes to construct a new fuel station with twenty fueling positions and a 1,556 square-foot convenience store within the existing parking lot of a Walmart Neighborhood Market located east of the intersection of Central Avenue and Dexter Avenue. The project location is shown in Figure 1. The project site plan is shown on Figure 2. The project is anticipated to open in 2025. The proposed project will be in an existing, shared-use parking lot. Existing ingress and egress will be facilitated via four existing driveways into the Walmart Neighborhood Market parking lot. Two full-access driveways, one on Cambern Avenue and one on Dexter Ave, allow direct access to the proposed project. Two right-in-right-out driveways, one on Cambern Avenue and one on Central Avenue provide access to the parking lot. Study Scenarios The following study scenarios will be included for analysis: ·Existing Conditions ·Opening Year 2025 ·Opening Year 2025 with Project ·Opening Year 2025 Cumulative ·Opening Year 2025 Cumulative with Project It should be noted that while the project is anticipated to open at the end of 2025, ambient growth will still be applied consistent with a true opening year relative to existing conditions. Traffic Growth Opening Year 2025 traffic, without the addition of the proposed project traffic, will be determined by growing existing volumes by 2% per year, and by adding traffic from cumulative projects in the City to the study intersections. A list of cumulative projects was provided by the City and is summarized on Table 1, with the associated traffic for each cumulative project within a 2-mile radius of the project site. The location of these cumulative projects is provided on Figure 3. WALMART FUEL STATION - STORE #71686056 W 13400 S., HERRIMAN, UT 84096 Trip Generation Estimates Proj #Description Land Use Daily In Out Total In Out Total Single-Family Detached Housing 1,306 DU 12,316 238 677 915 773 454 1,227 Single-Family Attached Housing 120 DU 864 18 40 58 39 29 68 Single-Family Detached Housing 745 DU 7,025 136 386 522 441 259 700 Single-Family Attached Housing 290 DU 2,088 43 96 139 94 71 165 Shopping Plaza (40-150k)145.000 KSF 13,701 317 194 511 628 681 1,309 3 South Shore I & II Single-Family Detached Housing 921 DU 8,685 168 477 645 545 321 866 4 Lakeshore Town Center Shopping Center (>150k)237.400 KSF 8,786 124 76 200 387 420 807 5 Fairway Business Park General Light Industrial 216.600 KSF 1,055 141 19 160 20 121 141 Multifamily Housing (Mid-Rise)230 DU 1,044 20 66 86 55 35 90 Single-Family Attached Housing 84 DU 605 13 28 41 27 21 48 Single-Family Detached Housing 137 DU 1,292 25 71 96 81 48 129 7 Kassab Travel Center Travel Center 1 17.200 KSF 4,190 150 148 298 165 161 326 Hotel 97 Room 775 25 20 45 29 28 57 Strip Retail Plaza (<40k)37.500 KSF 2,042 53 35 88 124 124 248 Single-Family Detached Housing 141 DU 1,330 26 73 99 83 49 132 Hotel 130 Room 1,039 34 26 60 39 38 77 Strip Retail Plaza (<40k)29.500 KSF 1,606 42 28 70 97 97 194 Fast-Food Restaurant w/ Drive-thru 3.860 KSF 1,804 88 84 172 66 61 127 Strip Retail Plaza (<40k)11.690 KSF 637 17 11 28 39 39 78 11 The Lakeview Plaza Shopping Plaza (40-150k)43.000 KSF 4,063 94 58 152 186 202 388 12 Xebec Building Company General Light Industrial 51.000 KSF 248 33 5 38 5 29 34 13 North Elsinore Business Park General Light Industrial 95.000 KSF 463 62 8 70 9 53 62 Fast-Food Restaurant w/ Drive-thru 6.000 KSF 2,805 137 131 268 103 95 198 Convenience Store/Gasoline Station 16 Fueling Position 4,242 128 128 256 147 147 294 Automated Car Wash 4.100 KSF 0 0 0 0 29 29 58 Supermarket 43.000 KSF 4,035 73 50 123 192 192 384 15 Collier Commercial Properties General Light Industrial 11.900 KSF 58 8 1 9 1 7 8 16 Mason Motorsports General Light Industrial 25.500 KSF 124 17 2 19 2 14 16 Fast-Food Restaurant w/ Drive-thru 2.600 KSF 1,215 59 57 116 45 41 86 Coffee/Donut Shop w/ D.T.0.630 KSF 336 28 27 55 12 12 24 18 The Bedrock Company General Light Industrial 39.780 KSF 194 26 4 30 4 22 26 19 Hampton Inn & Suites Hotel 101 Room 807 26 20 46 30 29 59 20 3rd & Cambern Apartments Multifamily Housing (Low-Rise)75 DU 506 7 23 30 24 14 38 21 Starbucks Coffee Shop Coffee/Donut Shop w/ D.T.4.400 KSF 2,348 193 185 378 86 86 172 22 Minthorn Industrial General Light Industrial 37.000 KSF 180 24 3 27 3 21 24 23 Collier Retail Shops Strip Retail Plaza (<40k)7.200 KSF 392 10 7 17 24 24 48 24 Elsinore Heights Warehousing 555.000 KSF 949 73 22 95 28 72 100 25 Echo Suites Hotel Hotel 124 Room 991 32 25 57 37 36 73 Multifamily Housing (Low-Rise)36 DU 243 3 11 14 12 7 19 Strip Retail Plaza (<40k)2.900 KSF 158 4 3 7 10 10 20 27 Fleming and Sons Concrete Yard General Light Industrial 7.600 KSF 37 5 1 6 1 4 5 28 Baker Street Industrial General Light Industrial 1,000.500 KSF 4,872 651 89 740 91 559 650 Total Project Trips 100,150 3,371 3,415 6,786 4,813 4,762 9,575 Source: 1 Trip Generation from "Traffic Impact Study, Kassab Travel Center, City of Lake Elsinore, CA" from Dudek (April 2020). 1 Ramsgate 2 Spyglass Ranch DU = Dwelling Unit, KSF = 1,000 Square Feet 26 Reflections Lake Elsinore TABLE 1 SUMMARY OF CUMULATIVE PROJECTS TRIP GENERATION 8 North Peak Plaza 9 Nichols Ranch 14 Evergreen Development 17 Jack in the Box El Toro Quantity Units AM Peak Hour PM Peak Hour 6 Dexter Village 10 PDG Lake Elsinore Lake Elsinore Walmart 2077 Fuel Station Scoping Agreement - 4 -Kimley-Horn and Associates, Inc. April 2025 15INTERSTATE3 r d S t 2 n d S t C e n t r a l A v e C r a n e S tCollier AveDexter AveCambern AveConard AveR i v e r s i d e D r Pasadena St3 r d S t C h a n e y S t Minthorn StCamino del NorteMain S t Rosetta Canyon DrLEGEND:= Cumulative Project Page 6 kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Study Methodology Intersection Level of Service calculations will be based on the Highway Capacity Manual (7th Edition) and will be conducted using the Synchro 12 software. Intersection analysis parameters will be based on the assumptions and values presented in the City’s Traffic Impact Analysis Guidelines. Project Trip Generation Peak hour trips for the proposed project were calculated using the trip generation rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition. Trip rates are based on the following ITE Land Use Category: · LU 944 – Gasoline/Service Station It is recognized that not all inbound and outbound trips to the proposed project will be “new” trips on the roadway system in the vicinity of the project site. Some trips to the project site will consist of “pass-by” trips -- motorists who are already traveling on the surrounding roadways from one place to another. Common pass-by trips for a gas station would be individuals who stop at the project site on the way to work, home, or school. In this instance, pass-by trips would also encompass diverted link trips, where vehicles traveling on I-15 exit to make a stop at the fuel station, and enter back on to I-15 once fueling is complete. Based on the latest version of the ITE Trip Generation Manual, 11th Edition, a pass-by rate of 63% in the morning peak hour and 57% in the evening peak hour were applied to the trips for the proposed land use. Since the Trip Generation Manual does not provide pass-by rates for daily trip generation, the average of the AM and the PM pass-by trip rate of 60% was applied. The resulting trip rates and the project trip generation estimates are shown on Table 2. The project is estimated to generate approximately 76 trips in the morning peak hour (38 inbound, 38 outbound) and 120 trips in the evening peak hour (60 inbound, 60 outbound). Study Intersections The following study intersections are proposed, and are shown on Figure 4: 1. Central Avenue and Cambern Avenue 2. Central Avenue and Dexter Avenue 3. Central Avenue and I-15 Northbound On/Off-ramps 4. Central Avenue and I-15 Southbound On/Off-ramps D1. Central Avenue and Driveway 1 D2. Cambern Avenue and Driveway 2 D3. Cambern Avenue and Driveway 3 D4. Dexter Avenue and Driveway 4 Kimley-Horn is aware of the impending I-15 and Central Avenue interchange improvement project, and will work with City staff to incorporate into the analysis as needed. TABLE 2 SUMMARY OF PROJECT TRIP GENERATION LAKE ELSINORE WALMART FUEL STATION Trip Generation Rates 1 ITE AM Peak Hour PM Peak Hour Land Use Code Unit Daily In Out Total In Out Total Gasoline/Service Station 944 Fueling Position 172.01 5.14 5.14 10.28 6.955 6.955 13.91 Trip Generation Estimates AM Peak Hour PM Peak Hour Land Use Quantity Unit Daily In Out Total In Out Total Gasoline/Service Station 20 Fueling Position 3,440 103 103 206 139 139 278 Pass-by/Diverted Link Trips (60% Daily, 63% AM, 57% PM)1,2 -2,064 -65 -65 -130 -79 -79 -158 Net Trips 1,376 38 38 76 60 60 120 Total Project Trips 1,376 38 38 76 60 60 120 1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition 2 Note: The Trip Generation Manual does not provide pass-by rates for daily trip generation. The daily pass-by trip percentage shown is the average of the AM and the PM pass-by trip percentages. Lake Elsinore Walmart 2077 Fuel Station Scoping Agreement - 7 - Kimley-Horn and Associates, Inc. April 2025 LEGEND:Trip DistributionPercentageXX%Study IntersectionPass-by/DivertedLink Trip DistributionPercentage( XX% )4 Page 9 kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Existing Traffic Counts Existing traffic volumes will be collected and analyzed for each of the study intersections during weekday morning (7am-9am) and evening (4pm-6pm) peak hours. Project Trip Distribution Project trip distribution assumptions are shown on Figure 4. On-Site Queueing, Circulation, Site Access, and Parking Project traffic will be analyzed for on-site circulation, site access, and fuel station queueing to determine if project traffic impacts any access points during peak study periods. The project’s proposed parking will also be evaluated. Safety and Operational Analysis The study will review the need for additional turn lanes and/or excessive queueing at the study intersections from the project or cumulative projects traffic. Furthermore, I-15 off-ramp queueing will be analyzed at study intersections #3 and #4. Traffic Signal Warrant Analysis A peak hour traffic signal warrant analysis at unsignalized study intersections will be conducted as part of the traffic study. VMT Screening With the passage of Senate Bill (SB) 743 by the California Legislature in September 2013, VMT has become an important indicator for determining if a new development will result in a “significant transportation impact” as required by the California Environmental Quality Act (CEQA). Under SB 743, the state Office of Planning and Research (OPR) was charged with developing new guidelines for evaluating transportation impacts under CEQA in order to replace methods measuring automobile delay and Level of Service. In response to this mandate, the Office of Planning and Research proposed, and the California Natural Resources Agency adopted CEQA Guidelines Section 15064.3, which indicates that VMT exceeding an applicable threshold of significance is the most appropriate measure for evaluating a project’s transportation impacts. Section 15064.3 goes on to clarify that except for projects regarding roadway capacity, “…a project’s effect on automobile delay does not constitute a significant environmental impact.” The OPR further elaborates on VMT metrics within the Technical Advisory on Evaluating Transportation Impacts in CEQA document, published in December 2018. Subsequently, the City of Lake Elsinore, via the Traffic Impact Analysis Preparation Guide (June 2020) has established VMT screening thresholds of significance for projects within the City. Page 10 kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 The City’s VMT guidelines provide details on appropriate screening thresholds 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 analysis. The City’s screening criteria are as follows: 1. Transit Priority Area (TPA) Screening 2. Low VMT Area Screening 3. Project Type Screening Transit Priority Area (TPA) Screening High quality transit provides a viable option for many to replace automobile trips transit trips resulting in an overall reduction in VMT. Projects may be presumed to cause a less-than- significant impact if they are located within a ½ mile of an existing major transit stop; and maintains a service interval frequency of 15 minutes or less during the morning and afternoon peak commute periods. The project is not located near an existing major transit stop and therefore does not meet the Projects near High Quality Transit Screening criteria. The Projects near High Quality Transit Screening threshold is not met. Low VMT Area Screening A project located within a low VMT generating area as determined by the City’s guidelines and the Western Riverside Council of Governments (WRCOG) VMT Screening Tool would be considered to have a less-than-significant transportation impact. Based on the WRCOG VMT Screening Tool results (see Attachment 1), the proposed project is not located within a low VMT area (0% below City Baseline). Therefore, the project does not meet the Map-Based Screening criteria. The Map-Based Screening threshold is not met. Project Type Screening Retail projects less than 50,000 square feet may be presumed to cause a less-than-significant impact if the project is local-serving as determined by the Transportation Department. Since the project will involve the construction of Local-serving gas station; therefore, the project would be screened out based on project type. The Project Type Screening threshold is met. In accordance with the Technical Advisory and with City of Lake Elsinore’s Guidelines, it is appropriate that the proposed project be presumed to result in a less-than-significant VMT impact and support the goals of SB 743. No further VMT assessment is anticipated. Page 11 kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 APPROVED: By: _____ . Paul Fizer, PE City of Lake Elsinore APPENDIX B TRAFFIC COUNT WORKSHEETS File Name : 01_LKE_Cen_Cam AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Central Avenue E/W: Cambern Avenue Weather: Clear Groups Printed- Total Volume Central Avenue Southbound Cambern Avenue Westbound Central Avenue Northbound Cambern Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 16 294 8 318 15 6 7 28 12 204 3 219 9 2 7 18 583 07:15 AM 16 339 14 369 8 8 18 34 9 231 1 241 18 3 9 30 674 07:30 AM 24 371 12 407 15 6 10 31 10 180 44 234 14 12 12 38 710 07:45 AM 22 402 30 454 22 13 12 47 18 189 3 210 23 4 9 36 747 Total 78 1406 64 1548 60 33 47 140 49 804 51 904 64 21 37 122 2714 08:00 AM 22 341 42 405 31 29 17 77 30 147 81 258 35 11 17 63 803 08:15 AM 23 242 22 287 18 21 16 55 38 235 14 287 24 19 27 70 699 08:30 AM 19 294 16 329 12 6 7 25 40 214 10 264 31 15 18 64 682 08:45 AM 31 235 17 283 23 13 15 51 22 137 24 183 31 13 13 57 574 Total 95 1112 97 1304 84 69 55 208 130 733 129 992 121 58 75 254 2758 Grand Total 173 2518 161 2852 144 102 102 348 179 1537 180 1896 185 79 112 376 5472 Apprch %6.1 88.3 5.6 41.4 29.3 29.3 9.4 81.1 9.5 49.2 21 29.8 Total %3.2 46 2.9 52.1 2.6 1.9 1.9 6.4 3.3 28.1 3.3 34.6 3.4 1.4 2 6.9 Central Avenue Southbound Cambern Avenue Westbound Central Avenue Northbound Cambern Avenue Eastbound Start Time Left Thru 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 24 371 12 407 15 6 10 31 10 180 44 234 14 12 12 38 710 07:45 AM 22 402 30 454 22 13 12 47 18 189 3 210 23 4 9 36 747 08:00 AM 22 341 42 405 31 29 17 77 30 147 81 258 35 11 17 63 803 08:15 AM 23 242 22 287 18 21 16 55 38 235 14 287 24 19 27 70 699 Total Volume 91 1356 106 1553 86 69 55 210 96 751 142 989 96 46 65 207 2959 % App. Total 5.9 87.3 6.8 41 32.9 26.2 9.7 75.9 14.4 46.4 22.2 31.4 PHF .948 .843 .631 .855 .694 .595 .809 .682 .632 .799 .438 .861 .686 .605 .602 .739 .921 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_LKE_Cen_Cam AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Central Avenue E/W: Cambern Avenue Weather: Clear Central Avenue Cambern Avenue Cambern Avenue Central Avenue Right 106 Thru 1356 Left 91 InOut Total 902 1553 2455 Right55 Thru69 Left86 OutTotalIn279 210 489 Left 96 Thru 751 Right 142 Out TotalIn 1507 989 2496 Left96 Thru46 Right65 TotalOutIn271 207 478 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:30 AM 07:45 AM 08:00 AM +0 mins.16 339 14 369 15 6 10 31 18 189 3 210 35 11 17 63 +15 mins.24 371 12 407 22 13 12 47 30 147 81 258 24 19 27 70 +30 mins.22 402 30 454 31 29 17 77 38 235 14 287 31 15 18 64 +45 mins.22 341 42 405 18 21 16 55 40 214 10 264 31 13 13 57 Total Volume 84 1453 98 1635 86 69 55 210 126 785 108 1019 121 58 75 254 % App. Total 5.1 88.9 6 41 32.9 26.2 12.4 77 10.6 47.6 22.8 29.5 PHF .875 .904 .583 .900 .694 .595 .809 .682 .788 .835 .333 .888 .864 .763 .694 .907 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_LKE_Cen_Cam PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Central Avenue E/W: Cambern Avenue Weather: Clear Groups Printed- Total Volume Central Avenue Southbound Cambern Avenue Westbound Central Avenue Northbound Cambern Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 36 284 53 373 27 22 48 97 21 339 14 374 79 31 17 127 971 04:15 PM 48 280 28 356 20 32 60 112 22 331 14 367 79 32 20 131 966 04:30 PM 33 268 35 336 20 28 54 102 30 324 19 373 62 38 12 112 923 04:45 PM 41 261 33 335 18 28 64 110 21 300 14 335 68 31 20 119 899 Total 158 1093 149 1400 85 110 226 421 94 1294 61 1449 288 132 69 489 3759 05:00 PM 46 277 62 385 19 38 43 100 18 339 28 385 70 26 12 108 978 05:15 PM 36 231 35 302 17 29 51 97 27 315 18 360 47 29 10 86 845 05:30 PM 29 218 42 289 33 27 38 98 39 333 12 384 50 28 19 97 868 05:45 PM 32 232 40 304 18 19 36 73 42 342 15 399 63 26 13 102 878 Total 143 958 179 1280 87 113 168 368 126 1329 73 1528 230 109 54 393 3569 Grand Total 301 2051 328 2680 172 223 394 789 220 2623 134 2977 518 241 123 882 7328 Apprch %11.2 76.5 12.2 21.8 28.3 49.9 7.4 88.1 4.5 58.7 27.3 13.9 Total %4.1 28 4.5 36.6 2.3 3 5.4 10.8 3 35.8 1.8 40.6 7.1 3.3 1.7 12 Central Avenue Southbound Cambern Avenue Westbound Central Avenue Northbound Cambern Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 48 280 28 356 20 32 60 112 22 331 14 367 79 32 20 131 966 04:30 PM 33 268 35 336 20 28 54 102 30 324 19 373 62 38 12 112 923 04:45 PM 41 261 33 335 18 28 64 110 21 300 14 335 68 31 20 119 899 05:00 PM 46 277 62 385 19 38 43 100 18 339 28 385 70 26 12 108 978 Total Volume 168 1086 158 1412 77 126 221 424 91 1294 75 1460 279 127 64 470 3766 % App. Total 11.9 76.9 11.2 18.2 29.7 52.1 6.2 88.6 5.1 59.4 27 13.6 PHF .875 .970 .637 .917 .963 .829 .863 .946 .758 .954 .670 .948 .883 .836 .800 .897 .963 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_LKE_Cen_Cam PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Central Avenue E/W: Cambern Avenue Weather: Clear Central Avenue Cambern Avenue Cambern Avenue Central Avenue Right 158 Thru 1086 Left 168 InOut Total 1794 1412 3206 Right221 Thru126 Left77 OutTotalIn370 424 794 Left 91 Thru 1294 Right 75 Out TotalIn 1227 1460 2687 Left279 Thru127 Right64 TotalOutIn375 470 845 Peak Hour Begins at 04:15 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 05:00 PM 04:00 PM +0 mins.48 280 28 356 20 32 60 112 18 339 28 385 79 31 17 127 +15 mins.33 268 35 336 20 28 54 102 27 315 18 360 79 32 20 131 +30 mins.41 261 33 335 18 28 64 110 39 333 12 384 62 38 12 112 +45 mins.46 277 62 385 19 38 43 100 42 342 15 399 68 31 20 119 Total Volume 168 1086 158 1412 77 126 221 424 126 1329 73 1528 288 132 69 489 % App. Total 11.9 76.9 11.2 18.2 29.7 52.1 8.2 87 4.8 58.9 27 14.1 PHF .875 .970 .637 .917 .963 .829 .863 .946 .750 .971 .652 .957 .911 .868 .863 .933 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_LKE_Cen_Dex AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Central Avenue E/W: Dexter Avenue Weather: Clear Groups Printed- Total Volume Central Avenue Southbound Dexter Avenue Westbound Central Avenue Northbound Dexter Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 18 283 18 319 34 10 16 60 57 209 27 293 6 5 41 52 724 07:15 AM 15 329 13 357 24 19 5 48 60 225 18 303 14 5 46 65 773 07:30 AM 14 325 13 352 34 26 6 66 61 213 29 303 13 12 52 77 798 07:45 AM 11 354 34 399 34 48 7 89 89 228 31 348 7 19 72 98 934 Total 58 1291 78 1427 126 103 34 263 267 875 105 1247 40 41 211 292 3229 08:00 AM 11 347 45 403 29 82 3 114 108 236 37 381 21 25 118 164 1062 08:15 AM 19 266 17 302 32 58 3 93 93 286 36 415 26 51 143 220 1030 08:30 AM 13 301 21 335 36 24 7 67 61 237 36 334 14 28 101 143 879 08:45 AM 16 278 17 311 37 26 9 72 61 218 43 322 11 17 41 69 774 Total 59 1192 100 1351 134 190 22 346 323 977 152 1452 72 121 403 596 3745 Grand Total 117 2483 178 2778 260 293 56 609 590 1852 257 2699 112 162 614 888 6974 Apprch %4.2 89.4 6.4 42.7 48.1 9.2 21.9 68.6 9.5 12.6 18.2 69.1 Total %1.7 35.6 2.6 39.8 3.7 4.2 0.8 8.7 8.5 26.6 3.7 38.7 1.6 2.3 8.8 12.7 Central Avenue Southbound Dexter Avenue Westbound Central Avenue Northbound Dexter Avenue Eastbound Start Time Left Thru 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 11 354 34 399 34 48 7 89 89 228 31 348 7 19 72 98 934 08:00 AM 11 347 45 403 29 82 3 114 108 236 37 381 21 25 118 164 1062 08:15 AM 19 266 17 302 32 58 3 93 93 286 36 415 26 51 143 220 1030 08:30 AM 13 301 21 335 36 24 7 67 61 237 36 334 14 28 101 143 879 Total Volume 54 1268 117 1439 131 212 20 363 351 987 140 1478 68 123 434 625 3905 % App. Total 3.8 88.1 8.1 36.1 58.4 5.5 23.7 66.8 9.5 10.9 19.7 69.4 PHF .711 .895 .650 .893 .910 .646 .714 .796 .813 .863 .946 .890 .654 .603 .759 .710 .919 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_LKE_Cen_Dex AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Central Avenue E/W: Dexter Avenue Weather: Clear Central Avenue Dexter Avenue Dexter Avenue Central Avenue Right 117 Thru 1268 Left 54 InOut Total 1075 1439 2514 Right20 Thru212 Left131 OutTotalIn317 363 680 Left 351 Thru 987 Right 140 Out TotalIn 1833 1478 3311 Left68 Thru123 Right434 TotalOutIn680 625 1305 Peak Hour Begins at 07:45 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.15 329 13 357 34 48 7 89 89 228 31 348 7 19 72 98 +15 mins.14 325 13 352 29 82 3 114 108 236 37 381 21 25 118 164 +30 mins.11 354 34 399 32 58 3 93 93 286 36 415 26 51 143 220 +45 mins.11 347 45 403 36 24 7 67 61 237 36 334 14 28 101 143 Total Volume 51 1355 105 1511 131 212 20 363 351 987 140 1478 68 123 434 625 % App. Total 3.4 89.7 6.9 36.1 58.4 5.5 23.7 66.8 9.5 10.9 19.7 69.4 PHF .850 .957 .583 .937 .910 .646 .714 .796 .813 .863 .946 .890 .654 .603 .759 .710 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_LKE_Cen_Dex PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Central Avenue E/W: Dexter Avenue Weather: Clear Groups Printed- Total Volume Central Avenue Southbound Dexter Avenue Westbound Central Avenue Northbound Dexter Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 25 308 14 347 41 44 16 101 71 323 44 438 28 39 91 158 1044 04:15 PM 15 290 15 320 37 26 19 82 57 318 43 418 28 31 72 131 951 04:30 PM 21 244 18 283 37 33 26 96 46 313 40 399 19 20 71 110 888 04:45 PM 29 340 10 379 30 21 21 72 50 333 43 426 19 20 60 99 976 Total 90 1182 57 1329 145 124 82 351 224 1287 170 1681 94 110 294 498 3859 05:00 PM 22 265 15 302 41 42 19 102 72 344 50 466 19 23 51 93 963 05:15 PM 18 260 14 292 37 21 13 71 62 360 51 473 27 18 56 101 937 05:30 PM 18 251 19 288 42 34 13 89 74 335 56 465 22 30 64 116 958 05:45 PM 18 267 17 302 36 44 9 89 62 405 50 517 22 30 67 119 1027 Total 76 1043 65 1184 156 141 54 351 270 1444 207 1921 90 101 238 429 3885 Grand Total 166 2225 122 2513 301 265 136 702 494 2731 377 3602 184 211 532 927 7744 Apprch %6.6 88.5 4.9 42.9 37.7 19.4 13.7 75.8 10.5 19.8 22.8 57.4 Total %2.1 28.7 1.6 32.5 3.9 3.4 1.8 9.1 6.4 35.3 4.9 46.5 2.4 2.7 6.9 12 Central Avenue Southbound Dexter Avenue Westbound Central Avenue Northbound Dexter Avenue Eastbound Start Time Left Thru 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 22 265 15 302 41 42 19 102 72 344 50 466 19 23 51 93 963 05:15 PM 18 260 14 292 37 21 13 71 62 360 51 473 27 18 56 101 937 05:30 PM 18 251 19 288 42 34 13 89 74 335 56 465 22 30 64 116 958 05:45 PM 18 267 17 302 36 44 9 89 62 405 50 517 22 30 67 119 1027 Total Volume 76 1043 65 1184 156 141 54 351 270 1444 207 1921 90 101 238 429 3885 % App. Total 6.4 88.1 5.5 44.4 40.2 15.4 14.1 75.2 10.8 21 23.5 55.5 PHF .864 .977 .855 .980 .929 .801 .711 .860 .912 .891 .924 .929 .833 .842 .888 .901 .946 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_LKE_Cen_Dex PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Central Avenue E/W: Dexter Avenue Weather: Clear Central Avenue Dexter Avenue Dexter Avenue Central Avenue Right 65 Thru 1043 Left 76 InOut Total 1588 1184 2772 Right54 Thru141 Left156 OutTotalIn384 351 735 Left 270 Thru 1444 Right 207 Out TotalIn 1437 1921 3358 Left90 Thru101 Right238 TotalOutIn476 429 905 Peak Hour Begins at 05:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:15 PM 05:00 PM 04:00 PM +0 mins.25 308 14 347 37 26 19 82 72 344 50 466 28 39 91 158 +15 mins.15 290 15 320 37 33 26 96 62 360 51 473 28 31 72 131 +30 mins.21 244 18 283 30 21 21 72 74 335 56 465 19 20 71 110 +45 mins.29 340 10 379 41 42 19 102 62 405 50 517 19 20 60 99 Total Volume 90 1182 57 1329 145 122 85 352 270 1444 207 1921 94 110 294 498 % App. Total 6.8 88.9 4.3 41.2 34.7 24.1 14.1 75.2 10.8 18.9 22.1 59 PHF .776 .869 .792 .877 .884 .726 .817 .863 .912 .891 .924 .929 .839 .705 .808 .788 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 03_LKE_Cen_15N AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Central Avenue E/W: I-15 Northbound Ramps Weather: Clear Groups Printed- Total Volume Central Avenue Southbound I-15 Northbound Off Ramp Westbound Central Avenue Northbound I-15 Northbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 208 145 353 67 0 109 176 17 174 0 191 0 0 0 0 720 07:15 AM 0 285 116 401 73 0 138 211 9 192 0 201 0 0 0 0 813 07:30 AM 0 297 98 395 90 0 125 215 15 189 0 204 0 0 0 0 814 07:45 AM 0 366 88 454 123 1 113 237 11 213 0 224 0 0 0 0 915 Total 0 1156 447 1603 353 1 485 839 52 768 0 820 0 0 0 0 3262 08:00 AM 0 388 93 481 101 3 150 254 25 255 0 280 0 0 0 0 1015 08:15 AM 0 320 96 416 98 0 121 219 27 285 0 312 0 0 0 0 947 08:30 AM 0 332 117 449 85 1 91 177 30 256 0 286 0 0 0 0 912 08:45 AM 0 254 80 334 83 1 90 174 31 220 0 251 0 0 0 0 759 Total 0 1294 386 1680 367 5 452 824 113 1016 0 1129 0 0 0 0 3633 Grand Total 0 2450 833 3283 720 6 937 1663 165 1784 0 1949 0 0 0 0 6895 Apprch %0 74.6 25.4 43.3 0.4 56.3 8.5 91.5 0 0 0 0 Total %0 35.5 12.1 47.6 10.4 0.1 13.6 24.1 2.4 25.9 0 28.3 0 0 0 0 Central Avenue Southbound I-15 Northbound Off Ramp Westbound Central Avenue Northbound I-15 Northbound 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 07:45 AM 07:45 AM 0 366 88 454 123 1 113 237 11 213 0 224 0 0 0 0 915 08:00 AM 0 388 93 481 101 3 150 254 25 255 0 280 0 0 0 0 1015 08:15 AM 0 320 96 416 98 0 121 219 27 285 0 312 0 0 0 0 947 08:30 AM 0 332 117 449 85 1 91 177 30 256 0 286 0 0 0 0 912 Total Volume 0 1406 394 1800 407 5 475 887 93 1009 0 1102 0 0 0 0 3789 % App. Total 0 78.1 21.9 45.9 0.6 53.6 8.4 91.6 0 0 0 0 PHF .000 .906 .842 .936 .827 .417 .792 .873 .775 .885 .000 .883 .000 .000 .000 .000 .933 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 03_LKE_Cen_15N AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Central Avenue E/W: I-15 Northbound Ramps Weather: Clear Central Avenue I-15 Northbound On Ramp I-15 Northbound Off Ramp Central Avenue Right 394 Thru 1406 Left 0 InOut Total 1484 1800 3284 Right475 Thru5 Left407 OutTotalIn0 887 887 Left 93 Thru 1009 Right 0 Out TotalIn 1813 1102 2915 Left0 Thru0 Right0 TotalOutIn492 0 492 Peak Hour Begins at 07:45 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:30 AM 08:00 AM 07:00 AM +0 mins.0 366 88 454 90 0 125 215 25 255 0 280 0 0 0 0 +15 mins.0 388 93 481 123 1 113 237 27 285 0 312 0 0 0 0 +30 mins.0 320 96 416 101 3 150 254 30 256 0 286 0 0 0 0 +45 mins.0 332 117 449 98 0 121 219 31 220 0 251 0 0 0 0 Total Volume 0 1406 394 1800 412 4 509 925 113 1016 0 1129 0 0 0 0 % App. Total 0 78.1 21.9 44.5 0.4 55 10 90 0 0 0 0 PHF .000 .906 .842 .936 .837 .333 .848 .910 .911 .891 .000 .905 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 03_LKE_Cen_15N PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Central Avenue E/W: I-15 Northbound Ramps Weather: Clear Groups Printed- Total Volume Central Avenue Southbound I-15 Northbound Off Ramp Westbound Central Avenue Northbound I-15 Northbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 304 110 414 62 0 144 206 7 284 0 291 0 0 0 0 911 04:15 PM 0 305 92 397 37 0 132 169 10 304 0 314 0 0 0 0 880 04:30 PM 0 280 84 364 39 0 144 183 6 291 0 297 0 0 0 0 844 04:45 PM 0 278 136 414 31 1 146 178 7 282 0 289 0 0 0 0 881 Total 0 1167 422 1589 169 1 566 736 30 1161 0 1191 0 0 0 0 3516 05:00 PM 0 237 120 357 54 0 160 214 16 292 0 308 0 0 0 0 879 05:15 PM 0 272 88 360 94 0 159 253 13 352 0 365 0 0 0 0 978 05:30 PM 0 259 80 339 78 0 152 230 12 343 0 355 0 0 0 0 924 05:45 PM 0 256 91 347 70 1 156 227 15 338 0 353 0 0 0 0 927 Total 0 1024 379 1403 296 1 627 924 56 1325 0 1381 0 0 0 0 3708 Grand Total 0 2191 801 2992 465 2 1193 1660 86 2486 0 2572 0 0 0 0 7224 Apprch %0 73.2 26.8 28 0.1 71.9 3.3 96.7 0 0 0 0 Total %0 30.3 11.1 41.4 6.4 0 16.5 23 1.2 34.4 0 35.6 0 0 0 0 Central Avenue Southbound I-15 Northbound Off Ramp Westbound Central Avenue Northbound I-15 Northbound 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 05:00 PM 05:00 PM 0 237 120 357 54 0 160 214 16 292 0 308 0 0 0 0 879 05:15 PM 0 272 88 360 94 0 159 253 13 352 0 365 0 0 0 0 978 05:30 PM 0 259 80 339 78 0 152 230 12 343 0 355 0 0 0 0 924 05:45 PM 0 256 91 347 70 1 156 227 15 338 0 353 0 0 0 0 927 Total Volume 0 1024 379 1403 296 1 627 924 56 1325 0 1381 0 0 0 0 3708 % App. Total 0 73 27 32 0.1 67.9 4.1 95.9 0 0 0 0 PHF .000 .941 .790 .974 .787 .250 .980 .913 .875 .941 .000 .946 .000 .000 .000 .000 .948 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 03_LKE_Cen_15N PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Central Avenue E/W: I-15 Northbound Ramps Weather: Clear Central Avenue I-15 Northbound On Ramp I-15 Northbound Off Ramp Central Avenue Right 379 Thru 1024 Left 0 InOut Total 1952 1403 3355 Right627 Thru1 Left296 OutTotalIn0 924 924 Left 56 Thru 1325 Right 0 Out TotalIn 1320 1381 2701 Left0 Thru0 Right0 TotalOutIn436 0 436 Peak Hour Begins at 05:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 05:00 PM 05:00 PM 04:00 PM +0 mins.0 304 110 414 54 0 160 214 16 292 0 308 0 0 0 0 +15 mins.0 305 92 397 94 0 159 253 13 352 0 365 0 0 0 0 +30 mins.0 280 84 364 78 0 152 230 12 343 0 355 0 0 0 0 +45 mins.0 278 136 414 70 1 156 227 15 338 0 353 0 0 0 0 Total Volume 0 1167 422 1589 296 1 627 924 56 1325 0 1381 0 0 0 0 % App. Total 0 73.4 26.6 32 0.1 67.9 4.1 95.9 0 0 0 0 PHF .000 .957 .776 .960 .787 .250 .980 .913 .875 .941 .000 .946 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 04_LKE_Cen_15S AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Central Avenue E/W: I-15 Southbound Ramps Weather: Clear Groups Printed- Total Volume Central Avenue Southbound I-15 Southbound On Ramp Westbound Central Avenue Northbound I-15 Southbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 88 209 0 297 0 0 0 0 0 125 94 219 79 0 38 117 633 07:15 AM 128 232 0 360 0 0 0 0 0 114 111 225 80 0 46 126 711 07:30 AM 123 258 0 381 0 0 0 0 0 131 142 273 77 1 49 127 781 07:45 AM 140 347 0 487 0 0 0 0 0 138 105 243 83 0 64 147 877 Total 479 1046 0 1525 0 0 0 0 0 508 452 960 319 1 197 517 3002 08:00 AM 143 343 0 486 0 0 0 0 0 226 147 373 54 0 54 108 967 08:15 AM 133 299 0 432 0 0 0 0 0 209 123 332 104 0 54 158 922 08:30 AM 167 274 0 441 0 0 0 0 0 207 145 352 80 0 48 128 921 08:45 AM 102 232 0 334 0 0 0 0 0 177 99 276 80 0 39 119 729 Total 545 1148 0 1693 0 0 0 0 0 819 514 1333 318 0 195 513 3539 Grand Total 1024 2194 0 3218 0 0 0 0 0 1327 966 2293 637 1 392 1030 6541 Apprch %31.8 68.2 0 0 0 0 0 57.9 42.1 61.8 0.1 38.1 Total %15.7 33.5 0 49.2 0 0 0 0 0 20.3 14.8 35.1 9.7 0 6 15.7 Central Avenue Southbound I-15 Southbound On Ramp Westbound Central Avenue Northbound I-15 Southbound 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 07:45 AM 07:45 AM 140 347 0 487 0 0 0 0 0 138 105 243 83 0 64 147 877 08:00 AM 143 343 0 486 0 0 0 0 0 226 147 373 54 0 54 108 967 08:15 AM 133 299 0 432 0 0 0 0 0 209 123 332 104 0 54 158 922 08:30 AM 167 274 0 441 0 0 0 0 0 207 145 352 80 0 48 128 921 Total Volume 583 1263 0 1846 0 0 0 0 0 780 520 1300 321 0 220 541 3687 % App. Total 31.6 68.4 0 0 0 0 0 60 40 59.3 0 40.7 PHF .873 .910 .000 .948 .000 .000 .000 .000 .000 .863 .884 .871 .772 .000 .859 .856 .953 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 04_LKE_Cen_15S AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Central Avenue E/W: I-15 Southbound Ramps Weather: Clear Central Avenue I-15 Southbound Off Ramp I-15 Southbound On Ramp Central Avenue Right 0 Thru 1263 Left 583 InOut Total 1101 1846 2947 Right0 Thru0 Left0 OutTotalIn1103 0 1103 Left 0 Thru 780 Right 520 Out TotalIn 1483 1300 2783 Left321 Thru0 Right220 TotalOutIn0 541 541 Peak Hour Begins at 07:45 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:00 AM 08:00 AM 07:45 AM +0 mins.140 347 0 487 0 0 0 0 0 226 147 373 83 0 64 147 +15 mins.143 343 0 486 0 0 0 0 0 209 123 332 54 0 54 108 +30 mins.133 299 0 432 0 0 0 0 0 207 145 352 104 0 54 158 +45 mins.167 274 0 441 0 0 0 0 0 177 99 276 80 0 48 128 Total Volume 583 1263 0 1846 0 0 0 0 0 819 514 1333 321 0 220 541 % App. Total 31.6 68.4 0 0 0 0 0 61.4 38.6 59.3 0 40.7 PHF .873 .910 .000 .948 .000 .000 .000 .000 .000 .906 .874 .893 .772 .000 .859 .856 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 04_LKE_Cen_15S PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Central Avenue E/W: I-15 Southbound Ramps Weather: Clear Groups Printed- Total Volume Central Avenue Southbound I-15 Southbound On Ramp Westbound Central Avenue Northbound I-15 Southbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 108 258 0 366 0 0 0 0 0 202 70 272 108 2 32 142 780 04:15 PM 133 230 0 363 0 0 0 0 0 206 39 245 119 0 19 138 746 04:30 PM 113 197 0 310 0 0 0 0 0 208 70 278 94 1 20 115 703 04:45 PM 114 186 0 300 0 0 0 0 0 220 46 266 92 0 19 111 677 Total 468 871 0 1339 0 0 0 0 0 836 225 1061 413 3 90 506 2906 05:00 PM 83 187 0 270 0 0 0 0 0 215 63 278 112 1 21 134 682 05:15 PM 104 265 0 369 0 0 0 0 0 234 58 292 121 0 23 144 805 05:30 PM 112 234 0 346 0 0 0 0 0 248 57 305 137 1 26 164 815 05:45 PM 107 224 0 331 0 0 0 0 0 245 82 327 150 1 31 182 840 Total 406 910 0 1316 0 0 0 0 0 942 260 1202 520 3 101 624 3142 Grand Total 874 1781 0 2655 0 0 0 0 0 1778 485 2263 933 6 191 1130 6048 Apprch %32.9 67.1 0 0 0 0 0 78.6 21.4 82.6 0.5 16.9 Total %14.5 29.4 0 43.9 0 0 0 0 0 29.4 8 37.4 15.4 0.1 3.2 18.7 Central Avenue Southbound I-15 Southbound On Ramp Westbound Central Avenue Northbound I-15 Southbound 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 05:00 PM 05:00 PM 83 187 0 270 0 0 0 0 0 215 63 278 112 1 21 134 682 05:15 PM 104 265 0 369 0 0 0 0 0 234 58 292 121 0 23 144 805 05:30 PM 112 234 0 346 0 0 0 0 0 248 57 305 137 1 26 164 815 05:45 PM 107 224 0 331 0 0 0 0 0 245 82 327 150 1 31 182 840 Total Volume 406 910 0 1316 0 0 0 0 0 942 260 1202 520 3 101 624 3142 % App. Total 30.9 69.1 0 0 0 0 0 78.4 21.6 83.3 0.5 16.2 PHF .906 .858 .000 .892 .000 .000 .000 .000 .000 .950 .793 .919 .867 .750 .815 .857 .935 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 04_LKE_Cen_15S PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Central Avenue E/W: I-15 Southbound Ramps Weather: Clear Central Avenue I-15 Southbound Off Ramp I-15 Southbound On Ramp Central Avenue Right 0 Thru 910 Left 406 InOut Total 1462 1316 2778 Right0 Thru0 Left0 OutTotalIn669 0 669 Left 0 Thru 942 Right 260 Out TotalIn 1011 1202 2213 Left520 Thru3 Right101 TotalOutIn0 624 624 Peak Hour Begins at 05:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 05:00 PM 05:00 PM +0 mins.108 258 0 366 0 0 0 0 0 215 63 278 112 1 21 134 +15 mins.133 230 0 363 0 0 0 0 0 234 58 292 121 0 23 144 +30 mins.113 197 0 310 0 0 0 0 0 248 57 305 137 1 26 164 +45 mins.114 186 0 300 0 0 0 0 0 245 82 327 150 1 31 182 Total Volume 468 871 0 1339 0 0 0 0 0 942 260 1202 520 3 101 624 % App. Total 35 65 0 0 0 0 0 78.4 21.6 83.3 0.5 16.2 PHF .880 .844 .000 .915 .000 .000 .000 .000 .000 .950 .793 .919 .867 .750 .815 .857 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_LKE_Cen_DW1 PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Central Avenue E/W: Driveway 1 Weather: Clear Groups Printed- Total Volume Central Avenue Southbound Driveway 1 Westbound Central Avenue Northbound Lake Elsinore Market Place Driveway Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 314 12 326 0 0 12 12 0 382 28 410 0 0 47 47 795 04:15 PM 0 266 11 277 0 0 4 4 0 341 32 373 0 0 45 45 699 04:30 PM 0 257 15 272 0 0 9 9 0 338 20 358 0 0 43 43 682 04:45 PM 0 332 13 345 0 0 7 7 0 346 19 365 0 0 43 43 760 Total 0 1169 51 1220 0 0 32 32 0 1407 99 1506 0 0 178 178 2936 05:00 PM 0 272 11 283 0 0 6 6 0 359 32 391 0 0 38 38 718 05:15 PM 0 278 12 290 0 0 14 14 0 402 41 443 0 0 36 36 783 05:30 PM 0 257 16 273 0 0 9 9 0 380 37 417 0 0 45 45 744 05:45 PM 0 250 5 255 0 0 3 3 0 395 27 422 0 0 40 40 720 Total 0 1057 44 1101 0 0 32 32 0 1536 137 1673 0 0 159 159 2965 Grand Total 0 2226 95 2321 0 0 64 64 0 2943 236 3179 0 0 337 337 5901 Apprch %0 95.9 4.1 0 0 100 0 92.6 7.4 0 0 100 Total %0 37.7 1.6 39.3 0 0 1.1 1.1 0 49.9 4 53.9 0 0 5.7 5.7 Central Avenue Southbound Driveway 1 Westbound Central Avenue Northbound Lake Elsinore Market Place Driveway Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 332 13 345 0 0 7 7 0 346 19 365 0 0 43 43 760 05:00 PM 0 272 11 283 0 0 6 6 0 359 32 391 0 0 38 38 718 05:15 PM 0 278 12 290 0 0 14 14 0 402 41 443 0 0 36 36 783 05:30 PM 0 257 16 273 0 0 9 9 0 380 37 417 0 0 45 45 744 Total Volume 0 1139 52 1191 0 0 36 36 0 1487 129 1616 0 0 162 162 3005 % App. Total 0 95.6 4.4 0 0 100 0 92 8 0 0 100 PHF .000 .858 .813 .863 .000 .000 .643 .643 .000 .925 .787 .912 .000 .000 .900 .900 .959 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_LKE_Cen_DW1 PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Central Avenue E/W: Driveway 1 Weather: Clear Central Avenue Lake Elsinore Market Place Driveway Driveway 1 Central Avenue Right 52 Thru 1139 Left 0 InOut Total 1523 1191 2714 Right36 Thru0 Left0 OutTotalIn129 36 165 Left 0 Thru 1487 Right 129 Out TotalIn 1301 1616 2917 Left0 Thru0 Right162 TotalOutIn52 162 214 Peak Hour Begins at 04:45 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:30 PM 05:00 PM 04:00 PM +0 mins.0 314 12 326 0 0 9 9 0 359 32 391 0 0 47 47 +15 mins.0 266 11 277 0 0 7 7 0 402 41 443 0 0 45 45 +30 mins.0 257 15 272 0 0 6 6 0 380 37 417 0 0 43 43 +45 mins.0 332 13 345 0 0 14 14 0 395 27 422 0 0 43 43 Total Volume 0 1169 51 1220 0 0 36 36 0 1536 137 1673 0 0 178 178 % App. Total 0 95.8 4.2 0 0 100 0 91.8 8.2 0 0 100 PHF .000 .880 .850 .884 .000 .000 .643 .643 .000 .955 .835 .944 .000 .000 .947 .947 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_LKE_Cen_DW1 PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Central Avenue E/W: Driveway 1 Weather: Clear Groups Printed- Total Volume Central Avenue Southbound Driveway 1 Westbound Central Avenue Northbound Lake Elsinore Market Place Driveway Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 314 12 326 0 0 12 12 0 382 28 410 0 0 47 47 795 04:15 PM 0 266 11 277 0 0 4 4 0 341 32 373 0 0 45 45 699 04:30 PM 0 257 15 272 0 0 9 9 0 338 20 358 0 0 43 43 682 04:45 PM 0 332 13 345 0 0 7 7 0 346 19 365 0 0 43 43 760 Total 0 1169 51 1220 0 0 32 32 0 1407 99 1506 0 0 178 178 2936 05:00 PM 0 272 11 283 0 0 6 6 0 359 32 391 0 0 38 38 718 05:15 PM 0 278 12 290 0 0 14 14 0 402 41 443 0 0 36 36 783 05:30 PM 0 257 16 273 0 0 9 9 0 380 37 417 0 0 45 45 744 05:45 PM 0 250 5 255 0 0 3 3 0 395 27 422 0 0 40 40 720 Total 0 1057 44 1101 0 0 32 32 0 1536 137 1673 0 0 159 159 2965 Grand Total 0 2226 95 2321 0 0 64 64 0 2943 236 3179 0 0 337 337 5901 Apprch %0 95.9 4.1 0 0 100 0 92.6 7.4 0 0 100 Total %0 37.7 1.6 39.3 0 0 1.1 1.1 0 49.9 4 53.9 0 0 5.7 5.7 Central Avenue Southbound Driveway 1 Westbound Central Avenue Northbound Lake Elsinore Market Place Driveway Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 332 13 345 0 0 7 7 0 346 19 365 0 0 43 43 760 05:00 PM 0 272 11 283 0 0 6 6 0 359 32 391 0 0 38 38 718 05:15 PM 0 278 12 290 0 0 14 14 0 402 41 443 0 0 36 36 783 05:30 PM 0 257 16 273 0 0 9 9 0 380 37 417 0 0 45 45 744 Total Volume 0 1139 52 1191 0 0 36 36 0 1487 129 1616 0 0 162 162 3005 % App. Total 0 95.6 4.4 0 0 100 0 92 8 0 0 100 PHF .000 .858 .813 .863 .000 .000 .643 .643 .000 .925 .787 .912 .000 .000 .900 .900 .959 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_LKE_Cen_DW1 PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Central Avenue E/W: Driveway 1 Weather: Clear Central Avenue Lake Elsinore Market Place Driveway Driveway 1 Central Avenue Right 52 Thru 1139 Left 0 InOut Total 1523 1191 2714 Right36 Thru0 Left0 OutTotalIn129 36 165 Left 0 Thru 1487 Right 129 Out TotalIn 1301 1616 2917 Left0 Thru0 Right162 TotalOutIn52 162 214 Peak Hour Begins at 04:45 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:30 PM 05:00 PM 04:00 PM +0 mins.0 314 12 326 0 0 9 9 0 359 32 391 0 0 47 47 +15 mins.0 266 11 277 0 0 7 7 0 402 41 443 0 0 45 45 +30 mins.0 257 15 272 0 0 6 6 0 380 37 417 0 0 43 43 +45 mins.0 332 13 345 0 0 14 14 0 395 27 422 0 0 43 43 Total Volume 0 1169 51 1220 0 0 36 36 0 1536 137 1673 0 0 178 178 % App. Total 0 95.8 4.2 0 0 100 0 91.8 8.2 0 0 100 PHF .000 .880 .850 .884 .000 .000 .643 .643 .000 .955 .835 .944 .000 .000 .947 .947 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 06_LKE_DW2_Cam AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Driveway 2 E/W: Cambern Avenue Weather: Clear Groups Printed- Total Volume Gated Construction Driveway Southbound Cambern Avenue Westbound Driveway 2 Northbound Cambern Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 27 0 27 0 0 5 5 0 12 7 19 51 07:15 AM 0 0 1 1 0 30 1 31 0 0 4 4 0 13 8 21 57 07:30 AM 0 0 1 1 0 26 1 27 0 0 2 2 0 28 11 39 69 07:45 AM 0 0 1 1 0 48 0 48 0 0 2 2 0 22 10 32 83 Total 0 0 3 3 0 131 2 133 0 0 13 13 0 75 36 111 260 08:00 AM 0 0 0 0 0 77 0 77 0 0 5 5 0 23 16 39 121 08:15 AM 0 0 2 2 0 53 1 54 0 0 8 8 0 41 11 52 116 08:30 AM 0 0 0 0 0 28 0 28 0 0 5 5 0 32 13 45 78 08:45 AM 0 0 0 0 0 52 0 52 0 0 9 9 0 23 24 47 108 Total 0 0 2 2 0 210 1 211 0 0 27 27 0 119 64 183 423 Grand Total 0 0 5 5 0 341 3 344 0 0 40 40 0 194 100 294 683 Apprch %0 0 100 0 99.1 0.9 0 0 100 0 66 34 Total %0 0 0.7 0.7 0 49.9 0.4 50.4 0 0 5.9 5.9 0 28.4 14.6 43 Gated Construction Driveway Southbound Cambern Avenue Westbound Driveway 2 Northbound Cambern Avenue Eastbound Start Time Left Thru 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 08:00 AM 08:00 AM 0 0 0 0 0 77 0 77 0 0 5 5 0 23 16 39 121 08:15 AM 0 0 2 2 0 53 1 54 0 0 8 8 0 41 11 52 116 08:30 AM 0 0 0 0 0 28 0 28 0 0 5 5 0 32 13 45 78 08:45 AM 0 0 0 0 0 52 0 52 0 0 9 9 0 23 24 47 108 Total Volume 0 0 2 2 0 210 1 211 0 0 27 27 0 119 64 183 423 % App. Total 0 0 100 0 99.5 0.5 0 0 100 0 65 35 PHF .000 .000 .250 .250 .000 .682 .250 .685 .000 .000 .750 .750 .000 .726 .667 .880 .874 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 06_LKE_DW2_Cam AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Driveway 2 E/W: Cambern Avenue Weather: Clear Gated Construction Driveway Cambern Avenue Cambern Avenue Driveway 2 Right 2 Thru 0 Left 0 InOut Total 1 2 3 Right1 Thru210 Left0 OutTotalIn146 211 357 Left 0 Thru 0 Right 27 Out TotalIn 64 27 91 Left0 Thru119 Right64 TotalOutIn212 183 395 Peak Hour Begins at 08:00 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 08:00 AM 08:00 AM 08:00 AM +0 mins.0 0 1 1 0 77 0 77 0 0 5 5 0 23 16 39 +15 mins.0 0 1 1 0 53 1 54 0 0 8 8 0 41 11 52 +30 mins.0 0 0 0 0 28 0 28 0 0 5 5 0 32 13 45 +45 mins.0 0 2 2 0 52 0 52 0 0 9 9 0 23 24 47 Total Volume 0 0 4 4 0 210 1 211 0 0 27 27 0 119 64 183 % App. Total 0 0 100 0 99.5 0.5 0 0 100 0 65 35 PHF .000 .000 .500 .500 .000 .682 .250 .685 .000 .000 .750 .750 .000 .726 .667 .880 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 06_LKE_DW2_Cam PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Driveway 2 E/W: Cambern Avenue Weather: Clear Groups Printed- Total Volume Gated Construction Driveway Southbound Cambern Avenue Westbound Driveway 2 Northbound Cambern Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 1 1 0 103 1 104 0 0 27 27 0 45 35 80 212 04:15 PM 0 0 0 0 0 102 0 102 0 0 28 28 0 46 33 79 209 04:30 PM 0 0 0 0 0 98 0 98 0 0 27 27 0 73 27 100 225 04:45 PM 0 0 0 0 0 115 0 115 0 0 35 35 0 50 39 89 239 Total 0 0 1 1 0 418 1 419 0 0 117 117 0 214 134 348 885 05:00 PM 0 0 0 0 0 92 0 92 0 0 21 21 0 66 25 91 204 05:15 PM 0 0 0 0 0 105 0 105 0 0 35 35 0 53 34 87 227 05:30 PM 0 0 0 0 0 96 0 96 0 0 20 20 0 36 25 61 177 05:45 PM 0 0 0 0 0 78 0 78 0 0 26 26 0 46 28 74 178 Total 0 0 0 0 0 371 0 371 0 0 102 102 0 201 112 313 786 Grand Total 0 0 1 1 0 789 1 790 0 0 219 219 0 415 246 661 1671 Apprch %0 0 100 0 99.9 0.1 0 0 100 0 62.8 37.2 Total %0 0 0.1 0.1 0 47.2 0.1 47.3 0 0 13.1 13.1 0 24.8 14.7 39.6 Gated Construction Driveway Southbound Cambern Avenue Westbound Driveway 2 Northbound Cambern Avenue Eastbound Start Time Left Thru 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 0 0 0 0 98 0 98 0 0 27 27 0 73 27 100 225 04:45 PM 0 0 0 0 0 115 0 115 0 0 35 35 0 50 39 89 239 05:00 PM 0 0 0 0 0 92 0 92 0 0 21 21 0 66 25 91 204 05:15 PM 0 0 0 0 0 105 0 105 0 0 35 35 0 53 34 87 227 Total Volume 0 0 0 0 0 410 0 410 0 0 118 118 0 242 125 367 895 % App. Total 0 0 0 0 100 0 0 0 100 0 65.9 34.1 PHF .000 .000 .000 .000 .000 .891 .000 .891 .000 .000 .843 .843 .000 .829 .801 .918 .936 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 06_LKE_DW2_Cam PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Driveway 2 E/W: Cambern Avenue Weather: Clear Gated Construction Driveway Cambern Avenue Cambern Avenue Driveway 2 Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru410 Left0 OutTotalIn360 410 770 Left 0 Thru 0 Right 118 Out TotalIn 125 118 243 Left0 Thru242 Right125 TotalOutIn410 367 777 Peak Hour Begins at 04:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:30 PM 04:30 PM +0 mins.0 0 1 1 0 103 1 104 0 0 27 27 0 73 27 100 +15 mins.0 0 0 0 0 102 0 102 0 0 35 35 0 50 39 89 +30 mins.0 0 0 0 0 98 0 98 0 0 21 21 0 66 25 91 +45 mins.0 0 0 0 0 115 0 115 0 0 35 35 0 53 34 87 Total Volume 0 0 1 1 0 418 1 419 0 0 118 118 0 242 125 367 % App. Total 0 0 100 0 99.8 0.2 0 0 100 0 65.9 34.1 PHF .000 .000 .250 .250 .000 .909 .250 .911 .000 .000 .843 .843 .000 .829 .801 .918 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 07_LKE_DW3_Cam AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Driveway 3 E/W: Cambern Avenue Weather: Clear Groups Printed- Total Volume Gated Driveway Southbound Cambern Avenue Westbound Driveway 3 Northbound Cambern Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 18 0 18 9 0 1 10 0 13 1 14 42 07:15 AM 0 0 0 0 1 19 0 20 10 0 3 13 0 11 2 13 46 07:30 AM 0 0 0 0 2 13 0 15 11 0 2 13 0 24 4 28 56 07:45 AM 0 0 0 0 5 40 1 46 7 0 5 12 0 18 3 21 79 Total 0 0 0 0 8 90 1 99 37 0 11 48 0 66 10 76 223 08:00 AM 0 0 0 0 5 52 0 57 19 0 4 23 0 20 3 23 103 08:15 AM 0 0 0 0 3 32 0 35 18 0 4 22 0 33 12 45 102 08:30 AM 0 0 0 0 2 12 0 14 9 0 3 12 0 24 5 29 55 08:45 AM 0 0 0 0 1 24 0 25 21 0 4 25 0 21 4 25 75 Total 0 0 0 0 11 120 0 131 67 0 15 82 0 98 24 122 335 Grand Total 0 0 0 0 19 210 1 230 104 0 26 130 0 164 34 198 558 Apprch %0 0 0 8.3 91.3 0.4 80 0 20 0 82.8 17.2 Total %0 0 0 0 3.4 37.6 0.2 41.2 18.6 0 4.7 23.3 0 29.4 6.1 35.5 Gated Driveway Southbound Cambern Avenue Westbound Driveway 3 Northbound Cambern Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 2 13 0 15 11 0 2 13 0 24 4 28 56 07:45 AM 0 0 0 0 5 40 1 46 7 0 5 12 0 18 3 21 79 08:00 AM 0 0 0 0 5 52 0 57 19 0 4 23 0 20 3 23 103 08:15 AM 0 0 0 0 3 32 0 35 18 0 4 22 0 33 12 45 102 Total Volume 0 0 0 0 15 137 1 153 55 0 15 70 0 95 22 117 340 % App. Total 0 0 0 9.8 89.5 0.7 78.6 0 21.4 0 81.2 18.8 PHF .000 .000 .000 .000 .750 .659 .250 .671 .724 .000 .750 .761 .000 .720 .458 .650 .825 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 07_LKE_DW3_Cam AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Driveway 3 E/W: Cambern Avenue Weather: Clear Gated Driveway Cambern Avenue Cambern Avenue Driveway 3 Right 0 Thru 0 Left 0 InOut Total 1 0 1 Right1 Thru137 Left15 OutTotalIn110 153 263 Left 55 Thru 0 Right 15 Out TotalIn 37 70 107 Left0 Thru95 Right22 TotalOutIn192 117 309 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:30 AM 08:00 AM 08:00 AM +0 mins.0 0 0 0 2 13 0 15 19 0 4 23 0 20 3 23 +15 mins.0 0 0 0 5 40 1 46 18 0 4 22 0 33 12 45 +30 mins.0 0 0 0 5 52 0 57 9 0 3 12 0 24 5 29 +45 mins.0 0 0 0 3 32 0 35 21 0 4 25 0 21 4 25 Total Volume 0 0 0 0 15 137 1 153 67 0 15 82 0 98 24 122 % App. Total 0 0 0 9.8 89.5 0.7 81.7 0 18.3 0 80.3 19.7 PHF .000 .000 .000 .000 .750 .659 .250 .671 .798 .000 .938 .820 .000 .742 .500 .678 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 07_LKE_DW3_Cam PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Driveway 3 E/W: Cambern Avenue Weather: Clear Groups Printed- Total Volume Gated Driveway Southbound Cambern Avenue Westbound Driveway 3 Northbound Cambern Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 9 35 0 44 46 0 5 51 0 37 11 48 143 04:15 PM 0 0 0 0 4 51 0 55 32 0 9 41 0 43 10 53 149 04:30 PM 0 0 0 0 4 33 0 37 40 0 9 49 0 59 9 68 154 04:45 PM 0 0 0 0 7 44 0 51 36 1 8 45 0 45 7 52 148 Total 0 0 0 0 24 163 0 187 154 1 31 186 0 184 37 221 594 05:00 PM 0 0 0 0 6 36 0 42 31 0 8 39 0 49 12 61 142 05:15 PM 0 0 0 0 6 47 0 53 30 0 6 36 0 47 11 58 147 05:30 PM 0 0 0 0 8 45 0 53 38 0 11 49 0 37 5 42 144 05:45 PM 0 0 0 0 6 30 0 36 27 0 11 38 0 44 6 50 124 Total 0 0 0 0 26 158 0 184 126 0 36 162 0 177 34 211 557 Grand Total 0 0 0 0 50 321 0 371 280 1 67 348 0 361 71 432 1151 Apprch %0 0 0 13.5 86.5 0 80.5 0.3 19.3 0 83.6 16.4 Total %0 0 0 0 4.3 27.9 0 32.2 24.3 0.1 5.8 30.2 0 31.4 6.2 37.5 Gated Driveway Southbound Cambern Avenue Westbound Driveway 3 Northbound Cambern Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 9 35 0 44 46 0 5 51 0 37 11 48 143 04:15 PM 0 0 0 0 4 51 0 55 32 0 9 41 0 43 10 53 149 04:30 PM 0 0 0 0 4 33 0 37 40 0 9 49 0 59 9 68 154 04:45 PM 0 0 0 0 7 44 0 51 36 1 8 45 0 45 7 52 148 Total Volume 0 0 0 0 24 163 0 187 154 1 31 186 0 184 37 221 594 % App. Total 0 0 0 12.8 87.2 0 82.8 0.5 16.7 0 83.3 16.7 PHF .000 .000 .000 .000 .667 .799 .000 .850 .837 .250 .861 .912 .000 .780 .841 .813 .964 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 07_LKE_DW3_Cam PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Driveway 3 E/W: Cambern Avenue Weather: Clear Gated Driveway Cambern Avenue Cambern Avenue Driveway 3 Right 0 Thru 0 Left 0 InOut Total 1 0 1 Right0 Thru163 Left24 OutTotalIn215 187 402 Left 154 Thru 1 Right 31 Out TotalIn 61 186 247 Left0 Thru184 Right37 TotalOutIn317 221 538 Peak Hour Begins at 04:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:45 PM 04:00 PM 04:30 PM +0 mins.0 0 0 0 7 44 0 51 46 0 5 51 0 59 9 68 +15 mins.0 0 0 0 6 36 0 42 32 0 9 41 0 45 7 52 +30 mins.0 0 0 0 6 47 0 53 40 0 9 49 0 49 12 61 +45 mins.0 0 0 0 8 45 0 53 36 1 8 45 0 47 11 58 Total Volume 0 0 0 0 27 172 0 199 154 1 31 186 0 200 39 239 % App. Total 0 0 0 13.6 86.4 0 82.8 0.5 16.7 0 83.7 16.3 PHF .000 .000 .000 .000 .844 .915 .000 .939 .837 .250 .861 .912 .000 .847 .813 .879 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_LKE_DW4_Dex AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Driveway 4/Dexter Place E/W: Dexter Avenue Weather: Clear Groups Printed- Total Volume Driveway 4 Southbound Dexter Avenue Westbound Dexter Place Northbound Dexter Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 2 0 9 11 0 44 1 45 4 0 0 4 4 24 2 30 90 07:15 AM 2 0 4 6 1 44 0 45 0 0 2 2 2 28 0 30 83 07:30 AM 1 0 5 6 0 41 1 42 4 0 1 5 6 37 0 43 96 07:45 AM 3 0 2 5 0 82 3 85 2 0 2 4 6 41 0 47 141 Total 8 0 20 28 1 211 5 217 10 0 5 15 18 130 2 150 410 08:00 AM 1 0 9 10 2 113 1 116 3 0 1 4 7 64 0 71 201 08:15 AM 2 2 9 13 0 68 2 70 2 1 1 4 8 78 0 86 173 08:30 AM 1 0 8 9 1 49 1 51 1 0 4 5 8 59 0 67 132 08:45 AM 1 1 7 9 0 50 2 52 4 1 1 6 7 46 1 54 121 Total 5 3 33 41 3 280 6 289 10 2 7 19 30 247 1 278 627 Grand Total 13 3 53 69 4 491 11 506 20 2 12 34 48 377 3 428 1037 Apprch %18.8 4.3 76.8 0.8 97 2.2 58.8 5.9 35.3 11.2 88.1 0.7 Total %1.3 0.3 5.1 6.7 0.4 47.3 1.1 48.8 1.9 0.2 1.2 3.3 4.6 36.4 0.3 41.3 Driveway 4 Southbound Dexter Avenue Westbound Dexter Place Northbound Dexter Avenue Eastbound Start Time Left Thru 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 3 0 2 5 0 82 3 85 2 0 2 4 6 41 0 47 141 08:00 AM 1 0 9 10 2 113 1 116 3 0 1 4 7 64 0 71 201 08:15 AM 2 2 9 13 0 68 2 70 2 1 1 4 8 78 0 86 173 08:30 AM 1 0 8 9 1 49 1 51 1 0 4 5 8 59 0 67 132 Total Volume 7 2 28 37 3 312 7 322 8 1 8 17 29 242 0 271 647 % App. Total 18.9 5.4 75.7 0.9 96.9 2.2 47.1 5.9 47.1 10.7 89.3 0 PHF .583 .250 .778 .712 .375 .690 .583 .694 .667 .250 .500 .850 .906 .776 .000 .788 .805 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_LKE_DW4_Dex AM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Driveway 4/Dexter Place E/W: Dexter Avenue Weather: Clear Driveway 4 Dexter Avenue Dexter Avenue Dexter Place Right 28 Thru 2 Left 7 InOut Total 37 37 74 Right7 Thru312 Left3 OutTotalIn257 322 579 Left 8 Thru 1 Right 8 Out TotalIn 5 17 22 Left29 Thru242 Right0 TotalOutIn348 271 619 Peak Hour Begins at 07:45 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 07:45 AM 08:00 AM 08:00 AM +0 mins.1 0 9 10 0 82 3 85 3 0 1 4 7 64 0 71 +15 mins.2 2 9 13 2 113 1 116 2 1 1 4 8 78 0 86 +30 mins.1 0 8 9 0 68 2 70 1 0 4 5 8 59 0 67 +45 mins.1 1 7 9 1 49 1 51 4 1 1 6 7 46 1 54 Total Volume 5 3 33 41 3 312 7 322 10 2 7 19 30 247 1 278 % App. Total 12.2 7.3 80.5 0.9 96.9 2.2 52.6 10.5 36.8 10.8 88.8 0.4 PHF .625 .375 .917 .788 .375 .690 .583 .694 .625 .500 .438 .792 .938 .792 .250 .808 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_LKE_DW4_Dex PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 1 City of Lake Elsinore N/S: Driveway 4/Dexter Place E/W: Dexter Avenue Weather: Clear Groups Printed- Total Volume Driveway 4 Southbound Dexter Avenue Westbound Dexter Place Northbound Dexter Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 4 0 13 17 0 67 4 71 7 1 5 13 19 80 2 101 202 04:15 PM 4 0 13 17 1 81 5 87 2 0 1 3 11 64 1 76 183 04:30 PM 3 0 9 12 2 73 4 79 4 0 1 5 11 72 1 84 180 04:45 PM 2 0 9 11 3 59 6 68 3 0 1 4 7 61 0 68 151 Total 13 0 44 57 6 280 19 305 16 1 8 25 48 277 4 329 716 05:00 PM 2 0 11 13 1 79 5 85 2 0 1 3 13 73 0 86 187 05:15 PM 4 0 12 16 1 65 6 72 2 1 3 6 6 67 0 73 167 05:30 PM 5 0 7 12 1 70 12 83 4 1 1 6 16 78 1 95 196 05:45 PM 1 0 22 23 0 65 9 74 3 0 1 4 21 82 1 104 205 Total 12 0 52 64 3 279 32 314 11 2 6 19 56 300 2 358 755 Grand Total 25 0 96 121 9 559 51 619 27 3 14 44 104 577 6 687 1471 Apprch %20.7 0 79.3 1.5 90.3 8.2 61.4 6.8 31.8 15.1 84 0.9 Total %1.7 0 6.5 8.2 0.6 38 3.5 42.1 1.8 0.2 1 3 7.1 39.2 0.4 46.7 Driveway 4 Southbound Dexter Avenue Westbound Dexter Place Northbound Dexter Avenue Eastbound Start Time Left Thru 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 0 11 13 1 79 5 85 2 0 1 3 13 73 0 86 187 05:15 PM 4 0 12 16 1 65 6 72 2 1 3 6 6 67 0 73 167 05:30 PM 5 0 7 12 1 70 12 83 4 1 1 6 16 78 1 95 196 05:45 PM 1 0 22 23 0 65 9 74 3 0 1 4 21 82 1 104 205 Total Volume 12 0 52 64 3 279 32 314 11 2 6 19 56 300 2 358 755 % App. Total 18.8 0 81.2 1 88.9 10.2 57.9 10.5 31.6 15.6 83.8 0.6 PHF .600 .000 .591 .696 .750 .883 .667 .924 .688 .500 .500 .792 .667 .915 .500 .861 .921 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_LKE_DW4_Dex PM Site Code : 10825381 Start Date : 4/15/2025 Page No : 2 City of Lake Elsinore N/S: Driveway 4/Dexter Place E/W: Dexter Avenue Weather: Clear Driveway 4 Dexter Avenue Dexter Avenue Dexter Place Right 52 Thru 0 Left 12 InOut Total 90 64 154 Right32 Thru279 Left3 OutTotalIn318 314 632 Left 11 Thru 2 Right 6 Out TotalIn 5 19 24 Left56 Thru300 Right2 TotalOutIn342 358 700 Peak Hour Begins at 05:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 04:15 PM 04:00 PM 05:00 PM +0 mins.2 0 11 13 1 81 5 87 7 1 5 13 13 73 0 86 +15 mins.4 0 12 16 2 73 4 79 2 0 1 3 6 67 0 73 +30 mins.5 0 7 12 3 59 6 68 4 0 1 5 16 78 1 95 +45 mins.1 0 22 23 1 79 5 85 3 0 1 4 21 82 1 104 Total Volume 12 0 52 64 7 292 20 319 16 1 8 25 56 300 2 358 % App. Total 18.8 0 81.2 2.2 91.5 6.3 64 4 32 15.6 83.8 0.6 PHF .600 .000 .591 .696 .583 .901 .833 .917 .571 .250 .400 .481 .667 .915 .500 .861 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 2018 2025 2026 2045 % GrowthCAM DEL NORTE3,031.314,744.504,989.249,639.355.16%COLLIER AVE12,771.5415,567.2415,966.6223,554.942.57%DEXTER AVE3,742.904,499.694,607.816,661.962.40%CENTRAL AVE36,158.0038,429.7338,754.2644,920.400.84%3RD ST1,573.322,978.263,178.976,992.376.74%Weighted Average1.93%APPENDIX B SUMMARY OF RIVCOM GROWTH RATE JUSTIFICATIONLake Elsinore Walmart Fuel StationTraffic Impact Study Kimley-Horn and Associates, Inc.August 2025 APPENDIX C INTERSECTION ANALYSIS WORKSHEETS HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/19/2025 Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)96 46 65 86 69 55 96 751 142 91 1356 106 Future Volume (veh/h)96 46 65 86 69 55 96 751 142 91 1356 106 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 130 62 88 126 101 81 112 873 165 106 1577 123 Peak Hour Factor 0.74 0.74 0.74 0.68 0.68 0.68 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 335 146 208 193 583 494 177 1685 840 135 1773 791 Arrive On Green 0.21 0.21 0.21 0.06 0.31 0.31 0.05 0.47 0.47 0.08 0.50 0.50 Sat Flow, veh/h 1202 699 992 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 130 0 150 126 101 81 112 873 165 106 1577 123 Grp Sat Flow(s),veh/h/ln 1202 0 1692 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 8.3 0.0 6.7 3.1 3.4 3.2 2.8 14.8 4.7 5.1 34.7 3.7 Cycle Q Clear(g_c), s 8.3 0.0 6.7 3.1 3.4 3.2 2.8 14.8 4.7 5.1 34.7 3.7 Prop In Lane 1.00 0.59 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 335 0 354 193 583 494 177 1685 840 135 1773 791 V/C Ratio(X)0.39 0.00 0.42 0.65 0.17 0.16 0.63 0.52 0.20 0.78 0.89 0.16 Avail Cap(c_a), veh/h 335 0 354 199 583 494 199 1685 840 226 1886 841 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.4 0.0 29.7 40.1 21.7 21.7 40.3 15.9 10.7 39.4 19.6 11.8 Incr Delay (d2), s/veh 3.4 0.0 3.7 7.0 0.6 0.7 5.3 0.3 0.1 9.5 5.5 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 2.6 0.0 2.9 1.5 1.5 1.2 1.2 5.2 1.4 2.4 13.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 33.8 0.0 33.4 47.1 22.4 22.4 45.6 16.2 10.8 48.8 25.0 11.9 LnGrp LOS C C D C C D B B D C B Approach Vol, veh/h 280 308 1150 1806 Approach Delay, s/veh 33.6 32.5 18.3 25.5 Approach LOS C C B C Timer - Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 31.0 10.6 45.1 8.9 22.1 8.4 47.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 27.0 11.0 40.0 5.0 18.0 5.0 46.0 Max Q Clear Time (g_c+I1), s 5.4 7.1 16.8 5.1 10.3 4.8 36.7 Green Ext Time (p_c), s 0.7 0.1 6.2 0.0 0.7 0.0 6.6 Intersection Summary HCM 7th Control Delay, s/veh 24.4 HCM 7th LOS C HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 05/19/2025 Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 68 123 434 131 212 20 351 987 140 54 1268 117 Future Volume (veh/h) 68 123 434 131 212 20 351 987 140 54 1268 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 96 173 611 164 265 25 394 1109 157 61 1425 131 Peak Hour Factor 0.71 0.71 0.71 0.80 0.80 0.80 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 122 371 700 198 406 38 434 2346 728 78 1673 412 Arrive On Green 0.07 0.20 0.20 0.11 0.24 0.24 0.24 0.46 0.46 0.04 0.26 0.26 Sat Flow, veh/h 1781 1870 1585 1781 1683 159 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 96 173 611 164 0 290 394 1109 157 61 1425 131 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1842 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.5 7.0 17.0 7.7 0.0 12.2 18.4 12.8 5.1 2.9 18.0 5.7 Cycle Q Clear(g_c), s 4.5 7.0 17.0 7.7 0.0 12.2 18.4 12.8 5.1 2.9 18.0 5.7 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 122 371 700 198 0 444 434 2346 728 78 1673 412 V/C Ratio(X)0.78 0.47 0.87 0.83 0.00 0.65 0.91 0.47 0.22 0.78 0.85 0.32 Avail Cap(c_a), veh/h 146 371 700 208 0 444 499 2346 728 166 1727 426 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh39.3 30.3 21.7 37.3 0.0 29.3 31.5 16.0 13.9 40.5 30.1 25.6 Incr Delay (d2), s/veh 20.6 0.9 11.7 22.5 0.0 3.4 18.9 0.7 0.7 15.1 4.2 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/ln2.6 3.0 12.4 4.5 0.0 5.6 9.7 4.7 1.8 1.5 6.8 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 59.9 31.2 33.4 59.8 0.0 32.7 50.4 16.7 14.6 55.6 34.3 26.0 LnGrp LOS E C C E C D B B E C C Approach Vol, veh/h 880 454 1660 1617 Approach Delay, s/veh 35.8 42.5 24.5 34.5 Approach LOS D D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s7.8 43.4 13.5 21.0 24.9 26.3 9.9 24.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s8.0 39.0 10.0 17.0 24.0 23.0 7.0 20.0 Max Q Clear Time (g_c+I1), s4.9 14.8 9.7 19.0 20.4 20.0 6.5 14.2 Green Ext Time (p_c), s 0.0 8.7 0.0 0.0 0.5 2.2 0.0 0.8 Intersection Summary HCM 7th Control Delay, s/veh 31.9 HCM 7th LOS C HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 407 5 475 93 1009 0 0 1406 394 Future Volume (veh/h)0 0 0 407 5 475 93 1009 0 0 1406 394 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 652 0 353 106 1147 0 0 1496 419 Peak Hour Factor 0.87 0.87 0.87 0.88 0.88 0.88 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 1430 0 636 136 2560 0 0 1922 597 Arrive On Green 0.40 0.00 0.40 0.08 0.50 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 652 0 353 106 1147 0 0 1496 419 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 11.0 0.0 14.1 4.8 11.9 0.0 0.0 21.2 18.4 Cycle Q Clear(g_c), s 11.0 0.0 14.1 4.8 11.9 0.0 0.0 21.2 18.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1430 0 636 136 2560 0 0 1922 597 V/C Ratio(X)0.46 0.00 0.55 0.78 0.45 0.00 0.00 0.78 0.70 Avail Cap(c_a), veh/h 1430 0 636 238 3043 0 0 2111 655 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 18.0 0.0 19.0 37.3 13.2 0.0 0.0 22.6 21.7 Incr Delay (d2), s/veh 1.1 0.0 3.5 9.3 0.1 0.0 0.0 1.8 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 %ile BackOfQ(50%),veh/ln 4.5 0.0 5.5 2.4 4.2 0.0 0.0 8.0 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 19.1 0.0 22.4 46.6 13.3 0.0 0.0 24.4 24.8 LnGrp LOS B C D B C C Approach Vol, veh/h 1005 1253 1915 Approach Delay, s/veh 20.3 16.1 24.5 Approach LOS C B C Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 37.0 45.2 10.3 35.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 49.0 11.0 34.0 Max Q Clear Time (g_c+I1), s 16.1 13.9 6.8 23.2 Green Ext Time (p_c), s 3.6 10.4 0.1 7.7 Intersection Summary HCM 7th Control Delay, s/veh 20.9 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 321 0 220 0 0 0 0 780 520 583 1263 0 Future Volume (veh/h) 321 0 220 0 0 0 0 780 520 583 1263 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 453 0 171 0 897 598 614 1329 0 Peak Hour Factor 0.86 0.86 0.86 0.87 0.87 0.87 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 966 0 430 0 1926 598 726 2255 0 Arrive On Green 0.27 0.00 0.27 0.00 0.38 0.38 0.21 0.63 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 453 0 171 0 897 598 614 1329 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 9.0 0.0 7.5 0.0 11.3 32.0 14.5 18.5 0.0 Cycle Q Clear(g_c), s 9.0 0.0 7.5 0.0 11.3 32.0 14.5 18.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 966 0 430 0 1926 598 726 2255 0 V/C Ratio(X)0.47 0.00 0.40 0.00 0.47 1.00 0.85 0.59 0.00 Avail Cap(c_a), veh/h 966 0 430 0 1926 598 937 2472 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh25.8 0.0 25.3 0.0 20.0 26.4 32.2 9.0 0.0 Incr Delay (d2), s/veh 1.6 0.0 2.7 0.0 0.2 36.8 5.8 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/ln3.7 0.0 2.9 0.0 4.1 17.0 6.3 5.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 27.4 0.0 28.0 0.0 20.1 63.2 37.9 9.4 0.0 LnGrp LOS C C C E D A Approach Vol, veh/h 624 1495 1943 Approach Delay, s/veh 27.6 37.4 18.4 Approach LOS C D B Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 21.8 36.0 27.0 57.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 23.0 32.0 23.0 59.0 Max Q Clear Time (g_c+I1), s 16.5 34.0 11.0 20.5 Green Ext Time (p_c), s 1.3 0.0 1.8 12.4 Intersection Summary HCM 7th Control Delay, s/veh 26.8 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 05/19/2025 Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report Page 5 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 162 0 0 36 0 1487 129 0 1139 52 Future Vol, veh/h 0 0 162 0 0 36 0 1487 129 0 1139 52 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 64 92 64 92 91 91 86 86 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 176 0 0 56 0 1634 142 0 1324 57 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --662 --817 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 347 0 0 274 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --347 --274 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v25.64 21.48 0 0 HCM LOS D C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--347 274 - HCM Lane V/C Ratio --0.508 0.205 - HCM Control Delay (s/veh)--25.6 21.5 - HCM Lane LOS --D C - HCM 95th %tile Q(veh)--2.7 0.8 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 05/19/2025 Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report Page 6 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 0 119 64 0 210 1 0 0 27 0 0 2 Future Vol, veh/h 0 119 64 0 210 1 0 0 27 0 0 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 88 88 68 68 92 75 92 75 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 135 73 0 309 1 0 0 36 0 0 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --104 --154 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 931 0 0 864 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------931 --864 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 0 9.02 9.18 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)931 ----864 HCM Lane V/C Ratio 0.039 ----0.003 HCM Control Delay (s/veh)9 ----9.2 HCM Lane LOS A ----A HCM 95th %tile Q(veh)0.1 ----0 HCM 7th TWSC 7: Driveway 3 & Cambern Ave 05/19/2025 Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report Page 7 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 95 22 15 137 1 55 0 15 0 0 0 Future Vol, veh/h 0 95 22 15 137 1 55 0 15 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 0 ----- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 65 65 67 67 92 76 92 76 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 146 34 22 204 1 72 0 20 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 180 0 0 310 -90 322 429 102 Stage 1 ------163 --249 249 - Stage 2 ------147 --73 180 - Critical Hdwy ---4.14 --7.54 -6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 --6.54 5.54 - Critical Hdwy Stg 2 ------6.54 --6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 -3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1393 --619 0 950 607 517 933 Stage 1 0 -----823 0 -733 699 - Stage 2 0 -----841 0 -928 749 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1393 --609 -950 584 508 933 Mov Cap-2 Maneuver ------609 --584 508 - Stage 1 ------823 --720 687 - Stage 2 ------826 --909 749 - Approach EB WB NB SB HCM Control Delay, s/v 0 0.84 11.34 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)659 --355 --- HCM Lane V/C Ratio 0.14 --0.016 --- HCM Control Delay (s/veh)11.3 --7.6 0.1 -0 HCM Lane LOS B --A A -A HCM 95th %tile Q(veh)0.5 --0 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 05/19/2025 Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report Page 8 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 242 0 3 312 7 8 1 8 7 2 28 Future Vol, veh/h 29 242 0 3 312 7 8 1 8 7 2 28 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 79 79 92 92 69 69 92 92 92 71 92 71 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 37 306 0 3 452 10 9 1 9 10 2 39 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 462 0 0 306 0 0 840 849 306 844 844 457 Stage 1 ------380 380 -464 464 - Stage 2 ------460 469 -380 380 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1099 --1254 --285 298 734 283 300 603 Stage 1 ------642 614 -579 564 - Stage 2 ------581 561 -642 614 - Platoon blocked, %---- Mov Cap-1 Maneuver 1099 --1254 --253 285 734 267 287 603 Mov Cap-2 Maneuver ------253 285 -267 287 - Stage 1 ------616 589 -576 562 - Stage 2 ------539 559 -608 589 - Approach EB WB NB SB HCM Control Delay, s/v 0.9 0.06 15.26 13.64 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)369 193 --13 --468 HCM Lane V/C Ratio 0.05 0.033 --0.003 --0.11 HCM Control Delay (s/veh)15.3 8.4 0 -7.9 0 -13.6 HCM Lane LOS C A A -A A -B HCM 95th %tile Q(veh)0.2 0.1 --0 --0.4 HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/19/2025 Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)279 127 64 77 126 221 91 1294 75 168 1086 158 Future Volume (veh/h)279 127 64 77 126 221 91 1294 75 168 1086 158 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 310 141 71 81 133 233 96 1362 79 183 1180 172 Peak Hour Factor 0.90 0.90 0.90 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.92 0.92 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 367 332 167 136 686 581 156 1382 679 198 1616 721 Arrive On Green 0.28 0.28 0.28 0.04 0.37 0.37 0.05 0.39 0.39 0.11 0.45 0.45 Sat Flow, veh/h 1016 1173 591 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 310 0 212 81 133 233 96 1362 79 183 1180 172 Grp Sat Flow(s),veh/h/ln 1016 0 1764 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 25.5 0.0 8.8 2.1 4.4 9.8 2.5 34.2 2.7 9.2 24.4 6.0 Cycle Q Clear(g_c), s 25.5 0.0 8.8 2.1 4.4 9.8 2.5 34.2 2.7 9.2 24.4 6.0 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 367 0 499 136 686 581 156 1382 679 198 1616 721 V/C Ratio(X)0.84 0.00 0.42 0.60 0.19 0.40 0.62 0.99 0.12 0.92 0.73 0.24 Avail Cap(c_a), veh/h 367 0 499 154 686 581 192 1382 679 198 1616 721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.2 0.0 26.3 42.5 19.4 21.2 42.2 27.2 15.5 39.6 20.0 15.0 Incr Delay (d2), s/veh 20.5 0.0 2.6 4.9 0.6 2.1 3.9 20.7 0.1 43.2 1.7 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 8.6 0.0 3.9 0.9 1.9 3.6 1.1 16.7 0.9 6.1 9.1 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.7 0.0 28.9 47.5 20.1 23.2 46.1 48.0 15.6 82.9 21.7 15.2 LnGrp LOS D C D C C D D B F C B Approach Vol, veh/h 522 447 1537 1535 Approach Delay, s/veh 43.6 26.7 46.2 28.3 Approach LOS D C D C Timer - Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 37.0 14.0 39.0 7.5 29.5 8.1 44.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 10.0 35.0 4.0 25.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 11.8 11.2 36.2 4.1 27.5 4.5 26.4 Green Ext Time (p_c), s 1.4 0.0 0.0 0.0 0.0 0.0 6.8 Intersection Summary HCM 7th Control Delay, s/veh 36.9 HCM 7th LOS D HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 05/19/2025 Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 101 238 156 141 54 270 1444 207 76 1043 65 Future Volume (veh/h) 90 101 238 156 141 54 270 1444 207 76 1043 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 100 112 264 181 164 63 290 1553 223 78 1064 66 Peak Hour Factor 0.90 0.90 0.90 0.86 0.86 0.86 0.93 0.93 0.93 0.98 0.98 0.98 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 129 302 556 222 275 106 337 2324 721 100 2074 511 Arrive On Green 0.07 0.16 0.16 0.12 0.21 0.21 0.19 0.46 0.46 0.06 0.32 0.32 Sat Flow, veh/h 1781 1870 1585 1781 1287 494 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 100 112 264 181 0 227 290 1553 223 78 1064 66 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1781 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.4 4.2 10.3 7.8 0.0 9.1 12.5 18.8 7.1 3.4 10.6 2.3 Cycle Q Clear(g_c), s 4.4 4.2 10.3 7.8 0.0 9.1 12.5 18.8 7.1 3.4 10.6 2.3 Prop In Lane 1.00 1.00 1.00 0.28 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 129 302 556 222 0 381 337 2324 721 100 2074 511 V/C Ratio(X)0.78 0.37 0.47 0.82 0.00 0.60 0.86 0.67 0.31 0.78 0.51 0.13 Avail Cap(c_a), veh/h 248 378 620 338 0 450 495 2324 721 158 2074 511 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh36.1 29.6 20.0 33.7 0.0 28.0 31.1 16.9 13.7 36.8 21.8 18.9 Incr Delay (d2), s/veh 9.5 0.8 0.6 8.8 0.0 1.5 10.0 1.5 1.1 12.1 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.1 1.8 3.6 3.8 0.0 3.8 6.0 6.7 2.5 1.7 3.6 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 45.6 30.3 20.6 42.6 0.0 29.5 41.1 18.4 14.8 48.9 22.0 19.1 LnGrp LOS D C C D C D B B D C B Approach Vol, veh/h 476 408 2066 1208 Approach Delay, s/veh 28.2 35.3 21.2 23.5 Approach LOS C D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s8.5 40.0 13.9 16.8 19.0 29.5 9.7 20.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s5.4 20.8 9.8 12.3 14.5 12.6 6.4 11.1 Green Ext Time (p_c), s 0.0 9.7 0.2 0.5 0.5 4.2 0.1 0.8 Intersection Summary HCM 7th Control Delay, s/veh 24.1 HCM 7th LOS C HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 296 1 627 56 1325 0 0 1024 379 Future Volume (veh/h)0 0 0 296 1 627 56 1325 0 0 1024 379 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 217 0 805 59 1395 0 0 1056 391 Peak Hour Factor 0.91 0.91 0.91 0.95 0.95 0.95 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 898 0 1599 76 2041 0 0 1579 490 Arrive On Green 0.50 0.00 0.50 0.04 0.40 0.00 0.00 0.31 0.31 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 217 0 805 59 1395 0 0 1056 391 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 5.7 0.0 14.1 2.7 18.8 0.0 0.0 15.0 18.8 Cycle Q Clear(g_c), s 5.7 0.0 14.1 2.7 18.8 0.0 0.0 15.0 18.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 898 0 1599 76 2041 0 0 1579 490 V/C Ratio(X)0.24 0.00 0.50 0.78 0.68 0.00 0.00 0.67 0.80 Avail Cap(c_a), veh/h 898 0 1599 150 2452 0 0 1778 552 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 11.7 0.0 13.7 39.5 20.6 0.0 0.0 25.1 26.4 Incr Delay (d2), s/veh 0.6 0.0 1.1 15.7 0.6 0.0 0.0 0.8 7.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 4.9 1.5 7.1 0.0 0.0 5.7 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 12.3 0.0 14.9 55.2 21.3 0.0 0.0 25.9 33.7 LnGrp LOS B B E C C C Approach Vol, veh/h 1022 1454 1447 Approach Delay, s/veh 14.3 22.6 28.0 Approach LOS B C C Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 46.0 37.3 7.5 29.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0 Max Q Clear Time (g_c+I1), s 16.1 20.8 4.7 20.8 Green Ext Time (p_c), s 4.5 10.1 0.0 4.9 Intersection Summary HCM 7th Control Delay, s/veh 22.4 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 520 3 101 0 0 0 0 942 260 406 910 0 Future Volume (veh/h) 520 3 101 0 0 0 0 942 260 406 910 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 643 0 79 0 1024 283 456 1022 0 Peak Hour Factor 0.86 0.86 0.86 0.92 0.92 0.92 0.89 0.89 0.89 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 1423 0 633 0 1427 443 575 1767 0 Arrive On Green 0.40 0.00 0.40 0.00 0.28 0.28 0.17 0.50 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 643 0 79 0 1024 283 456 1022 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 10.3 0.0 2.4 0.0 14.0 12.2 9.8 15.7 0.0 Cycle Q Clear(g_c), s 10.3 0.0 2.4 0.0 14.0 12.2 9.8 15.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1423 0 633 0 1427 443 575 1767 0 V/C Ratio(X)0.45 0.00 0.12 0.00 0.72 0.64 0.79 0.58 0.00 Avail Cap(c_a), veh/h 1423 0 633 0 1777 552 891 2336 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh17.1 0.0 14.7 0.0 25.2 24.5 31.1 13.8 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.4 0.0 1.1 1.7 2.7 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.9 0.0 0.8 0.0 5.4 4.4 4.1 5.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 18.1 0.0 15.1 0.0 26.3 26.2 33.8 14.1 0.0 LnGrp LOS B B C C C B Approach Vol, veh/h 722 1307 1478 Approach Delay, s/veh 17.8 26.3 20.1 Approach LOS B C C Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 16.9 25.7 35.0 42.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0 Max Q Clear Time (g_c+I1), s 11.8 16.0 12.3 17.7 Green Ext Time (p_c), s 1.1 5.7 2.5 8.2 Intersection Summary HCM 7th Control Delay, s/veh 21.9 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 05/19/2025 Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report Page 5 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 162 0 0 36 0 1487 129 0 1139 52 Future Vol, veh/h 0 0 162 0 0 36 0 1487 129 0 1139 52 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 90 90 90 64 64 64 91 91 91 86 86 86 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 180 0 0 56 0 1634 142 0 1324 60 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --662 --817 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 347 0 0 274 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --347 --274 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v26.08 21.48 0 0 HCM LOS D C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--347 274 - HCM Lane V/C Ratio --0.519 0.205 - HCM Control Delay (s/veh)--26.1 21.5 - HCM Lane LOS --D C - HCM 95th %tile Q(veh)--2.9 0.8 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 05/19/2025 Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report Page 6 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 242 125 0 410 0 0 0 118 0 0 0 Future Vol, veh/h 0 242 125 0 410 0 0 0 118 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 89 89 89 84 84 84 25 25 25 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 263 136 0 461 0 0 0 140 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --199 --230 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 808 0 0 772 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------808 --772 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 0 10.39 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)808 ----- HCM Lane V/C Ratio 0.174 ----- HCM Control Delay (s/veh)10.4 ----0 HCM Lane LOS B ----A HCM 95th %tile Q(veh)0.6 ----- HCM 7th TWSC 7: Driveway 3 & Cambern Ave 05/19/2025 Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report Page 7 Intersection Int Delay, s/veh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 184 37 24 163 0 154 1 31 0 0 0 Future Vol, veh/h 0 184 37 24 163 0 154 1 31 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 0 ----- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 81 81 81 85 85 85 91 91 91 25 25 25 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 227 46 28 192 0 169 1 34 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 273 0 0 402 498 136 362 521 96 Stage 1 ------250 250 -248 248 - Stage 2 ------152 248 -114 273 - Critical Hdwy ---4.14 --7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1287 --533 472 887 569 458 942 Stage 1 0 -----732 699 -734 700 - Stage 2 0 -----835 700 -878 683 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1287 --520 461 887 533 448 942 Mov Cap-2 Maneuver ------520 461 -533 448 - Stage 1 ------732 699 -717 684 - Stage 2 ------815 684 -843 683 - Approach EB WB NB SB HCM Control Delay, s/v 0 1.13 15.07 0 HCM LOS C A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)559 --462 --- HCM Lane V/C Ratio 0.364 --0.022 --- HCM Control Delay (s/veh)15.1 --7.9 0.1 -0 HCM Lane LOS C --A A -A HCM 95th %tile Q(veh)1.7 --0.1 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 05/19/2025 Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report Page 8 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 56 300 2 3 279 32 11 2 6 12 0 52 Future Vol, veh/h 56 300 2 3 279 32 11 2 6 12 0 52 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 86 86 86 92 92 92 79 79 79 70 70 70 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 65 349 2 3 303 35 14 3 8 17 0 74 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 338 0 0 351 0 0 790 825 350 808 809 321 Stage 1 ------480 480 -327 327 - Stage 2 ------310 345 -480 481 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1221 --1208 --308 308 693 300 315 720 Stage 1 ------567 554 -686 648 - Stage 2 ------700 636 -567 554 - Platoon blocked, %---- Mov Cap-1 Maneuver 1221 --1208 --257 286 693 273 293 720 Mov Cap-2 Maneuver ------257 286 -273 293 - Stage 1 ------529 518 -683 645 - Stage 2 ------626 634 -521 517 - Approach EB WB NB SB HCM Control Delay, s/v 1.27 0.08 16.96 12.82 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)325 281 --17 --551 HCM Lane V/C Ratio 0.074 0.053 --0.003 --0.166 HCM Control Delay (s/veh)17 8.1 0 -8 0 -12.8 HCM Lane LOS C A A -A A -B HCM 95th %tile Q(veh)0.2 0.2 --0 --0.6 HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/19/2025 _OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)98 47 66 88 70 56 98 766 145 93 1383 108 Future Volume (veh/h)98 47 66 88 70 56 98 766 145 93 1383 108 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 49 69 93 74 59 103 806 153 98 1456 114 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 377 163 229 155 607 514 168 1638 801 126 1717 766 Arrive On Green 0.23 0.23 0.23 0.04 0.32 0.32 0.05 0.46 0.46 0.07 0.48 0.48 Sat Flow, veh/h 1257 703 990 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 103 0 118 93 74 59 103 806 153 98 1456 114 Grp Sat Flow(s),veh/h/ln 1257 0 1692 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 5.7 0.0 4.8 2.2 2.3 2.2 2.4 13.2 4.4 4.5 29.9 3.3 Cycle Q Clear(g_c), s 5.7 0.0 4.8 2.2 2.3 2.2 2.4 13.2 4.4 4.5 29.9 3.3 Prop In Lane 1.00 0.58 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 377 0 392 155 607 514 168 1638 801 126 1717 766 V/C Ratio(X)0.27 0.00 0.30 0.60 0.12 0.11 0.61 0.49 0.19 0.78 0.85 0.15 Avail Cap(c_a), veh/h 377 0 392 208 607 514 208 1707 832 235 1963 876 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 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 26.8 0.0 26.4 39.0 19.8 19.7 38.8 15.7 11.3 38.0 18.8 12.0 Incr Delay (d2), s/veh 1.8 0.0 2.0 3.7 0.4 0.5 3.6 0.2 0.1 9.8 3.3 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 2.0 1.0 1.0 0.8 1.1 4.6 1.3 2.2 10.9 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 28.6 0.0 28.4 42.8 20.2 20.2 42.5 15.9 11.4 47.9 22.2 12.1 LnGrp LOS C C D C C D B B D C B Approach Vol, veh/h 221 226 1062 1668 Approach Delay, s/veh 28.5 29.5 17.8 23.0 Approach LOS C C B C Timer - Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 31.0 9.9 42.4 7.7 23.3 8.0 44.2 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 27.0 11.0 40.0 5.0 18.0 5.0 46.0 Max Q Clear Time (g_c+I1), s 4.3 6.5 15.2 4.2 7.7 4.4 31.9 Green Ext Time (p_c), s 0.5 0.1 5.8 0.0 0.6 0.0 8.4 Intersection Summary HCM 7th Control Delay, s/veh 22.1 HCM 7th LOS C HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 05/19/2025 _OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 125 443 134 216 20 358 1007 143 55 1293 119 Future Volume (veh/h) 69 125 443 134 216 20 358 1007 143 55 1293 119 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 73 132 466 141 227 21 377 1060 151 58 1361 125 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 94 380 695 175 419 39 419 2379 738 74 1751 431 Arrive On Green 0.05 0.20 0.20 0.10 0.25 0.25 0.24 0.47 0.47 0.04 0.27 0.27 Sat Flow, veh/h 1781 1870 1585 1781 1686 156 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 73 132 466 141 0 248 377 1060 151 58 1361 125 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1842 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 3.4 5.1 17.0 6.5 0.0 9.8 17.2 11.7 4.7 2.7 16.3 5.2 Cycle Q Clear(g_c), s 3.4 5.1 17.0 6.5 0.0 9.8 17.2 11.7 4.7 2.7 16.3 5.2 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 94 380 695 175 0 458 419 2379 738 74 1751 431 V/C Ratio(X)0.78 0.35 0.67 0.81 0.00 0.54 0.90 0.45 0.20 0.78 0.78 0.29 Avail Cap(c_a), veh/h 149 380 695 213 0 458 511 2379 738 170 1768 435 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh39.2 28.6 18.7 37.0 0.0 27.3 31.0 15.1 13.2 39.7 28.1 24.1 Incr Delay (d2), s/veh 12.8 0.5 2.5 16.9 0.0 1.3 16.5 0.6 0.6 15.9 2.2 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 2.2 7.0 3.6 0.0 4.3 8.8 4.2 1.7 1.4 5.9 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.9 29.1 21.2 53.9 0.0 28.6 47.5 15.7 13.8 55.6 30.4 24.4 LnGrp LOS D C C D C D B B E C C Approach Vol, veh/h 671 389 1588 1544 Approach Delay, s/veh 26.1 37.8 23.1 30.8 Approach LOS C D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s7.5 43.0 12.2 21.0 23.7 26.8 8.4 24.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s8.0 39.0 10.0 17.0 24.0 23.0 7.0 20.0 Max Q Clear Time (g_c+I1), s4.7 13.7 8.5 19.0 19.2 18.3 5.4 11.8 Green Ext Time (p_c), s 0.0 8.4 0.0 0.0 0.5 3.3 0.0 0.8 Intersection Summary HCM 7th Control Delay, s/veh 27.8 HCM 7th LOS C HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 _OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 415 5 485 95 1029 0 0 1434 402 Future Volume (veh/h)0 0 0 415 5 485 95 1029 0 0 1434 402 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 610 0 330 100 1083 0 0 1509 423 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 1434 0 638 129 2552 0 0 1934 600 Arrive On Green 0.40 0.00 0.40 0.07 0.50 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 610 0 330 100 1083 0 0 1509 423 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 10.1 0.0 12.9 4.5 11.0 0.0 0.0 21.4 18.5 Cycle Q Clear(g_c), s 10.1 0.0 12.9 4.5 11.0 0.0 0.0 21.4 18.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1434 0 638 129 2552 0 0 1934 600 V/C Ratio(X)0.43 0.00 0.52 0.78 0.42 0.00 0.00 0.78 0.70 Avail Cap(c_a), veh/h 1434 0 638 239 3052 0 0 2118 657 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 0.0 18.5 37.4 13.0 0.0 0.0 22.5 21.6 Incr Delay (d2), s/veh 0.9 0.0 3.0 9.6 0.1 0.0 0.0 1.8 3.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 0.0 5.0 2.3 3.9 0.0 0.0 8.0 6.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 18.6 0.0 21.5 47.0 13.1 0.0 0.0 24.2 24.7 LnGrp LOS B C D B C C Approach Vol, veh/h 940 1183 1932 Approach Delay, s/veh 19.6 16.0 24.3 Approach LOS B B C Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 37.0 45.0 9.9 35.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 49.0 11.0 34.0 Max Q Clear Time (g_c+I1), s 14.9 13.0 6.5 23.4 Green Ext Time (p_c), s 3.4 9.7 0.1 7.7 Intersection Summary HCM 7th Control Delay, s/veh 20.8 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 _OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 327 0 224 0 0 0 0 796 530 595 1288 0 Future Volume (veh/h) 327 0 224 0 0 0 0 796 530 595 1288 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 417 0 157 0 838 558 626 1356 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 967 0 430 0 1908 592 737 2254 0 Arrive On Green 0.27 0.00 0.27 0.00 0.37 0.37 0.21 0.63 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 417 0 157 0 838 558 626 1356 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 8.2 0.0 6.8 0.0 10.4 28.8 14.7 19.1 0.0 Cycle Q Clear(g_c), s 8.2 0.0 6.8 0.0 10.4 28.8 14.7 19.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 967 0 430 0 1908 592 737 2254 0 V/C Ratio(X)0.43 0.00 0.37 0.00 0.44 0.94 0.85 0.60 0.00 Avail Cap(c_a), veh/h 967 0 430 0 1928 598 938 2474 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh25.5 0.0 25.0 0.0 19.9 25.7 32.0 9.2 0.0 Incr Delay (d2), s/veh 1.4 0.0 2.4 0.0 0.2 23.3 6.0 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.4 0.0 2.6 0.0 3.8 13.7 6.4 5.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.9 0.0 27.4 0.0 20.0 49.0 38.1 9.5 0.0 LnGrp LOS C C C D D A Approach Vol, veh/h 574 1396 1982 Approach Delay, s/veh 27.0 31.6 18.5 Approach LOS C C B Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 22.1 35.7 27.0 57.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 23.0 32.0 23.0 59.0 Max Q Clear Time (g_c+I1), s 16.7 30.8 10.2 21.1 Green Ext Time (p_c), s 1.3 0.8 1.7 12.8 Intersection Summary HCM 7th Control Delay, s/veh 24.4 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 05/19/2025 _OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 5 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 165 0 0 37 0 1517 132 0 1162 53 Future Vol, veh/h 0 0 165 0 0 37 0 1517 132 0 1162 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 174 0 0 39 0 1597 139 0 1223 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --612 --798 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 374 0 0 282 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --374 --282 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 22.7 19.79 0 0 HCM LOS C C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--374 282 - HCM Lane V/C Ratio --0.464 0.138 - HCM Control Delay (s/veh)--22.7 19.8 - HCM Lane LOS --C C - HCM 95th %tile Q(veh)--2.4 0.5 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 05/19/2025 _OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 6 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 0 121 65 0 214 1 0 0 28 0 0 2 Future Vol, veh/h 0 121 65 0 214 1 0 0 28 0 0 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 127 68 0 225 1 0 0 29 0 0 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --98 --113 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 939 0 0 919 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------939 --919 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 0 8.96 8.93 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)939 ----919 HCM Lane V/C Ratio 0.031 ----0.002 HCM Control Delay (s/veh)9 ----8.9 HCM Lane LOS A ----A HCM 95th %tile Q(veh)0.1 ----0 HCM 7th TWSC 7: Driveway 3 & Cambern Ave 05/19/2025 _OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 7 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 97 22 15 140 1 56 0 15 0 0 0 Future Vol, veh/h 0 97 22 15 140 1 56 0 15 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 0 ----- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 102 23 16 147 1 59 0 16 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 125 0 0 219 -63 230 304 74 Stage 1 ------114 --179 179 - Stage 2 ------105 --51 125 - Critical Hdwy ---4.14 --7.54 -6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 --6.54 5.54 - Critical Hdwy Stg 2 ------6.54 --6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 -3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1459 --718 0 989 705 608 973 Stage 1 0 -----879 0 -805 750 - Stage 2 0 -----889 0 -956 791 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1459 --710 -989 686 601 973 Mov Cap-2 Maneuver ------710 --686 601 - Stage 1 ------879 --796 742 - Stage 2 ------879 --940 791 - Approach EB WB NB SB HCM Control Delay, s/v 0 0.78 10.29 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)755 --348 --- HCM Lane V/C Ratio 0.099 --0.011 --- HCM Control Delay (s/veh)10.3 --7.5 0.1 -0 HCM Lane LOS B --A A -A HCM 95th %tile Q(veh)0.3 --0 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 05/19/2025 _OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 8 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 247 0 3 318 7 8 1 8 7 2 29 Future Vol, veh/h 30 247 0 3 318 7 8 1 8 7 2 29 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 32 260 0 3 335 7 8 1 8 7 2 31 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 342 0 0 260 0 0 665 672 260 668 668 338 Stage 1 ------323 323 -345 345 - Stage 2 ------342 348 -324 323 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1217 --1304 --373 377 779 372 379 704 Stage 1 ------689 650 -671 636 - Stage 2 ------673 634 -689 650 - Platoon blocked, %---- Mov Cap-1 Maneuver 1217 --1304 --343 365 779 354 367 704 Mov Cap-2 Maneuver ------343 365 -354 367 - Stage 1 ------668 631 -669 634 - Stage 2 ------640 632 -659 631 - Approach EB WB NB SB HCM Control Delay, s/v 0.87 0.07 13 11.76 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)468 195 --16 --572 HCM Lane V/C Ratio 0.038 0.026 --0.002 --0.07 HCM Control Delay (s/veh)13 8 0 -7.8 0 -11.8 HCM Lane LOS B A A -A A -B HCM 95th %tile Q(veh)0.1 0.1 --0 --0.2 HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/19/2025 _OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)285 130 65 79 129 225 93 1320 77 171 1108 161 Future Volume (veh/h)285 130 65 79 129 225 93 1320 77 171 1108 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 300 137 68 83 136 237 98 1389 81 180 1166 169 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 365 333 165 139 686 581 158 1382 680 198 1614 720 Arrive On Green 0.28 0.28 0.28 0.04 0.37 0.37 0.05 0.39 0.39 0.11 0.45 0.45 Sat Flow, veh/h 1009 1180 585 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 205 83 136 237 98 1389 81 180 1166 169 Grp Sat Flow(s),veh/h/ln 1009 0 1765 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 25.4 0.0 8.5 2.1 4.5 10.0 2.5 35.0 2.8 9.0 24.0 5.9 Cycle Q Clear(g_c), s 25.4 0.0 8.5 2.1 4.5 10.0 2.5 35.0 2.8 9.0 24.0 5.9 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 365 0 498 139 686 581 158 1382 680 198 1614 720 V/C Ratio(X)0.82 0.00 0.41 0.60 0.20 0.41 0.62 1.01 0.12 0.91 0.72 0.23 Avail Cap(c_a), veh/h 365 0 498 154 686 581 192 1382 680 198 1614 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.9 0.0 26.2 42.5 19.5 21.2 42.2 27.5 15.5 39.6 20.0 15.0 Incr Delay (d2), s/veh 18.5 0.0 2.5 5.3 0.6 2.1 4.2 25.4 0.1 39.7 1.6 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 8.1 0.0 3.7 1.0 2.0 3.7 1.1 17.9 0.9 5.9 8.9 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.5 0.0 28.7 47.8 20.1 23.3 46.3 52.9 15.5 79.3 21.6 15.2 LnGrp LOS D C D C C D F B E C B Approach Vol, veh/h 505 456 1568 1515 Approach Delay, s/veh 42.3 26.8 50.6 27.7 Approach LOS D C D C Timer - Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 37.0 14.0 39.0 7.6 29.4 8.1 44.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 10.0 35.0 4.0 25.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 12.0 11.0 37.0 4.1 27.4 4.5 26.0 Green Ext Time (p_c), s 1.4 0.0 0.0 0.0 0.0 0.0 6.8 Intersection Summary HCM 7th Control Delay, s/veh 38.3 HCM 7th LOS D HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 05/19/2025 _OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 92 103 243 159 144 55 275 1473 211 78 1064 66 Future Volume (veh/h) 92 103 243 159 144 55 275 1473 211 78 1064 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 97 108 256 167 152 58 289 1551 222 82 1120 69 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 125 296 551 207 264 101 337 2354 731 105 2132 525 Arrive On Green 0.07 0.16 0.16 0.12 0.20 0.20 0.19 0.46 0.46 0.06 0.33 0.33 Sat Flow, veh/h 1781 1870 1585 1781 1290 492 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 97 108 256 167 0 210 289 1551 222 82 1120 69 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1782 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.2 4.0 9.8 7.1 0.0 8.3 12.3 18.4 6.9 3.5 11.0 2.4 Cycle Q Clear(g_c), s 4.2 4.0 9.8 7.1 0.0 8.3 12.3 18.4 6.9 3.5 11.0 2.4 Prop In Lane 1.00 1.00 1.00 0.28 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 125 296 551 207 0 364 337 2354 731 105 2132 525 V/C Ratio(X)0.77 0.36 0.47 0.81 0.00 0.58 0.86 0.66 0.30 0.78 0.53 0.13 Avail Cap(c_a), veh/h 251 383 624 342 0 456 502 2354 731 160 2132 525 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh35.7 29.3 19.8 33.6 0.0 28.0 30.7 16.3 13.2 36.2 21.1 18.2 Incr Delay (d2), s/veh 9.7 0.8 0.6 7.2 0.0 1.4 9.5 1.5 1.1 12.6 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.0 1.7 3.5 3.4 0.0 3.5 5.8 6.5 2.4 1.8 3.7 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 45.4 30.1 20.4 40.8 0.0 29.4 40.1 17.8 14.3 48.8 21.4 18.4 LnGrp LOS D C C D C D B B D C B Approach Vol, veh/h 461 377 2062 1271 Approach Delay, s/veh 28.0 34.5 20.5 23.0 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s8.6 40.0 13.1 16.4 18.8 29.9 9.5 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s5.5 20.4 9.1 11.8 14.3 13.0 6.2 10.3 Green Ext Time (p_c), s 0.0 9.9 0.2 0.6 0.5 4.3 0.1 0.7 Intersection Summary HCM 7th Control Delay, s/veh 23.3 HCM 7th LOS C HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 _OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 302 1 640 57 1352 0 0 1044 387 Future Volume (veh/h)0 0 0 302 1 640 57 1352 0 0 1044 387 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 212 0 788 60 1423 0 0 1099 407 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 890 0 1583 77 2070 0 0 1607 499 Arrive On Green 0.50 0.00 0.50 0.04 0.41 0.00 0.00 0.31 0.31 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 212 0 788 60 1423 0 0 1099 407 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 5.7 0.0 13.9 2.8 19.3 0.0 0.0 15.8 19.9 Cycle Q Clear(g_c), s 5.7 0.0 13.9 2.8 19.3 0.0 0.0 15.8 19.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 890 0 1583 77 2070 0 0 1607 499 V/C Ratio(X)0.24 0.00 0.50 0.78 0.69 0.00 0.00 0.68 0.82 Avail Cap(c_a), veh/h 890 0 1583 148 2429 0 0 1761 547 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 12.0 0.0 14.0 39.8 20.6 0.0 0.0 25.2 26.6 Incr Delay (d2), s/veh 0.6 0.0 1.1 15.4 0.7 0.0 0.0 1.0 8.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 4.9 1.5 7.4 0.0 0.0 6.1 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 12.6 0.0 15.1 55.3 21.3 0.0 0.0 26.2 35.3 LnGrp LOS B B E C C D Approach Vol, veh/h 1000 1483 1506 Approach Delay, s/veh 14.6 22.6 28.6 Approach LOS B C C Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 46.0 38.1 7.6 30.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0 Max Q Clear Time (g_c+I1), s 15.9 21.3 4.8 21.9 Green Ext Time (p_c), s 4.4 10.2 0.0 4.6 Intersection Summary HCM 7th Control Delay, s/veh 22.9 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 _OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 530 3 103 0 0 0 0 961 265 414 928 0 Future Volume (veh/h) 530 3 103 0 0 0 0 961 265 414 928 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 593 0 73 0 1012 279 436 977 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 1439 0 640 0 1423 442 556 1748 0 Arrive On Green 0.40 0.00 0.40 0.00 0.28 0.28 0.16 0.49 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 593 0 73 0 1012 279 436 977 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 9.1 0.0 2.2 0.0 13.7 11.8 9.3 14.8 0.0 Cycle Q Clear(g_c), s 9.1 0.0 2.2 0.0 13.7 11.8 9.3 14.8 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1439 0 640 0 1423 442 556 1748 0 V/C Ratio(X)0.41 0.00 0.11 0.00 0.71 0.63 0.78 0.56 0.00 Avail Cap(c_a), veh/h 1439 0 640 0 1797 558 901 2362 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh16.4 0.0 14.3 0.0 24.9 24.2 30.9 13.7 0.0 Incr Delay (d2), s/veh 0.9 0.0 0.4 0.0 1.0 1.5 2.5 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/ln3.4 0.0 0.8 0.0 5.2 4.3 3.8 5.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 17.2 0.0 14.7 0.0 25.9 25.7 33.4 13.9 0.0 LnGrp LOS B B C C C B Approach Vol, veh/h 666 1291 1413 Approach Delay, s/veh 16.9 25.8 19.9 Approach LOS B C B Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 16.4 25.4 35.0 41.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0 Max Q Clear Time (g_c+I1), s 11.3 15.7 11.1 16.8 Green Ext Time (p_c), s 1.1 5.7 2.3 7.7 Intersection Summary HCM 7th Control Delay, s/veh 21.6 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 05/19/2025 _OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 5 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 165 0 0 37 0 1517 132 0 1162 53 Future Vol, veh/h 0 0 165 0 0 37 0 1517 132 0 1162 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 174 0 0 39 0 1597 139 0 1223 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --612 --798 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 374 0 0 282 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --374 --282 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 22.7 19.79 0 0 HCM LOS C C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--374 282 - HCM Lane V/C Ratio --0.464 0.138 - HCM Control Delay (s/veh)--22.7 19.8 - HCM Lane LOS --C C - HCM 95th %tile Q(veh)--2.4 0.5 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 05/19/2025 _OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 6 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 247 128 0 418 0 0 0 120 0 0 0 Future Vol, veh/h 0 247 128 0 418 0 0 0 120 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 260 135 0 440 0 0 0 126 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --197 --220 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 811 0 0 784 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------811 --784 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 0 10.26 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)811 ----- HCM Lane V/C Ratio 0.156 ----- HCM Control Delay (s/veh)10.3 ----0 HCM Lane LOS B ----A HCM 95th %tile Q(veh)0.6 ----- HCM 7th TWSC 7: Driveway 3 & Cambern Ave 05/19/2025 _OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 7 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 188 38 24 166 0 157 1 32 0 0 0 Future Vol, veh/h 0 188 38 24 166 0 157 1 32 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 0 ----- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 198 40 25 175 0 165 1 34 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 238 0 0 356 443 119 325 463 87 Stage 1 ------218 218 -225 225 - Stage 2 ------138 225 -99 238 - Critical Hdwy ---4.14 --7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1326 --575 508 910 605 494 954 Stage 1 0 -----764 721 -757 716 - Stage 2 0 -----851 716 -896 707 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1326 --563 497 910 569 485 954 Mov Cap-2 Maneuver ------563 497 -569 485 - Stage 1 ------764 721 -742 702 - Stage 2 ------834 702 -861 707 - Approach EB WB NB SB HCM Control Delay, s/v 0 1.09 13.9 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)602 --455 --- HCM Lane V/C Ratio 0.33 --0.019 --- HCM Control Delay (s/veh)13.9 --7.8 0.1 -0 HCM Lane LOS B --A A -A HCM 95th %tile Q(veh)1.4 --0.1 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 05/19/2025 _OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report Page 8 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 57 306 2 3 285 33 11 2 6 12 0 53 Future Vol, veh/h 57 306 2 3 285 33 11 2 6 12 0 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 60 322 2 3 300 35 12 2 6 13 0 56 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 335 0 0 324 0 0 749 784 323 767 768 317 Stage 1 ------443 443 -324 324 - Stage 2 ------306 341 -443 444 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1225 --1236 --328 325 718 319 332 723 Stage 1 ------594 576 -689 650 - Stage 2 ------703 639 -594 575 - Platoon blocked, %---- Mov Cap-1 Maneuver 1225 --1236 --284 305 718 295 311 723 Mov Cap-2 Maneuver ------284 305 -295 311 - Stage 1 ------558 541 -686 648 - Stage 2 ------647 637 -551 541 - Approach EB WB NB SB HCM Control Delay, s/v 1.26 0.07 15.79 12.17 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)354 281 --16 --570 HCM Lane V/C Ratio 0.057 0.049 --0.003 --0.12 HCM Control Delay (s/veh)15.8 8.1 0 -7.9 0 -12.2 HCM Lane LOS C A A -A A -B HCM 95th %tile Q(veh)0.2 0.2 --0 --0.4 HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)98 47 66 88 70 62 98 766 145 106 1376 108 Future Volume (veh/h)98 47 66 88 70 62 98 766 145 106 1376 108 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 49 69 93 74 65 103 806 153 112 1448 114 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 377 163 230 155 608 515 168 1600 784 143 1712 764 Arrive On Green 0.23 0.23 0.23 0.04 0.33 0.33 0.05 0.45 0.45 0.08 0.48 0.48 Sat Flow, veh/h 1250 703 990 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 103 0 118 93 74 65 103 806 153 112 1448 114 Grp Sat Flow(s),veh/h/ln 1250 0 1692 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 5.7 0.0 4.8 2.2 2.3 2.4 2.4 13.4 4.5 5.1 29.6 3.3 Cycle Q Clear(g_c), s 5.7 0.0 4.8 2.2 2.3 2.4 2.4 13.4 4.5 5.1 29.6 3.3 Prop In Lane 1.00 0.58 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 377 0 393 155 608 515 168 1600 784 143 1712 764 V/C Ratio(X)0.27 0.00 0.30 0.60 0.12 0.13 0.61 0.50 0.20 0.78 0.85 0.15 Avail Cap(c_a), veh/h 377 0 393 208 608 515 208 1712 835 236 1969 878 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.7 0.0 26.3 38.9 19.7 19.7 38.7 16.2 11.7 37.5 18.8 12.0 Incr Delay (d2), s/veh 1.8 0.0 2.0 3.7 0.4 0.5 3.6 0.2 0.1 9.1 3.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 2.0 1.0 1.0 0.9 1.0 4.7 1.4 2.4 10.7 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 28.5 0.0 28.3 42.6 20.1 20.2 42.4 16.5 11.8 46.5 22.0 12.1 LnGrp LOS C C D C C D B B D C B Approach Vol, veh/h 221 232 1062 1674 Approach Delay, s/veh 28.4 29.2 18.3 23.0 Approach LOS C C B C Timer - Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 31.0 10.7 41.4 7.7 23.3 8.0 44.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 27.0 11.0 40.0 5.0 18.0 5.0 46.0 Max Q Clear Time (g_c+I1), s 4.4 7.1 15.4 4.2 7.7 4.4 31.6 Green Ext Time (p_c), s 0.5 0.1 5.7 0.0 0.6 0.0 8.4 Intersection Summary HCM 7th Control Delay, s/veh 22.3 HCM 7th LOS C HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 126 443 196 217 20 358 1049 155 55 1293 119 Future Volume (veh/h) 69 126 443 196 217 20 358 1049 155 55 1293 119 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 73 133 466 206 228 21 377 1104 163 58 1361 125 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 94 372 687 208 443 41 418 2327 722 74 1691 417 Arrive On Green 0.05 0.20 0.20 0.12 0.26 0.26 0.23 0.46 0.46 0.04 0.26 0.26 Sat Flow, veh/h 1781 1870 1585 1781 1687 155 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 73 133 466 206 0 249 377 1104 163 58 1361 125 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1842 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 3.5 5.2 17.0 9.9 0.0 9.9 17.6 12.8 5.3 2.8 16.9 5.4 Cycle Q Clear(g_c), s 3.5 5.2 17.0 9.9 0.0 9.9 17.6 12.8 5.3 2.8 16.9 5.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 94 372 687 208 0 484 418 2327 722 74 1691 417 V/C Ratio(X)0.78 0.36 0.68 0.99 0.00 0.51 0.90 0.47 0.23 0.78 0.80 0.30 Avail Cap(c_a), veh/h 146 372 687 208 0 484 500 2327 722 167 1729 426 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh40.0 29.6 19.5 37.7 0.0 26.9 31.8 16.2 14.1 40.6 29.5 25.2 Incr Delay (d2), s/veh 12.9 0.6 2.7 59.3 0.0 0.9 17.5 0.7 0.7 15.9 2.8 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 2.3 7.3 7.6 0.0 4.3 9.1 4.7 1.9 1.5 6.3 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.9 30.2 22.2 97.0 0.0 27.8 49.2 16.9 14.9 56.5 32.3 25.6 LnGrp LOS D C C F C D B B E C C Approach Vol, veh/h 672 455 1644 1544 Approach Delay, s/veh 27.1 59.2 24.1 32.7 Approach LOS C E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s7.6 43.0 14.0 21.0 24.1 26.5 8.5 26.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s8.0 39.0 10.0 17.0 24.0 23.0 7.0 20.0 Max Q Clear Time (g_c+I1), s4.8 14.8 11.9 19.0 19.6 18.9 5.5 11.9 Green Ext Time (p_c), s 0.0 8.7 0.0 0.0 0.5 2.9 0.0 0.8 Intersection Summary HCM 7th Control Delay, s/veh 31.3 HCM 7th LOS C HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 415 5 509 95 1059 0 0 1464 426 Future Volume (veh/h)0 0 0 415 5 509 95 1059 0 0 1464 426 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 621 0 343 100 1115 0 0 1541 448 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 1426 0 635 129 2566 0 0 1949 605 Arrive On Green 0.40 0.00 0.40 0.07 0.50 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 621 0 343 100 1115 0 0 1541 448 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 10.4 0.0 13.6 4.5 11.5 0.0 0.0 22.0 20.1 Cycle Q Clear(g_c), s 10.4 0.0 13.6 4.5 11.5 0.0 0.0 22.0 20.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1426 0 635 129 2566 0 0 1949 605 V/C Ratio(X)0.44 0.00 0.54 0.78 0.43 0.00 0.00 0.79 0.74 Avail Cap(c_a), veh/h 1426 0 635 238 3036 0 0 2106 654 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.9 0.0 18.9 37.6 13.0 0.0 0.0 22.6 22.0 Incr Delay (d2), s/veh 1.0 0.0 3.3 9.6 0.1 0.0 0.0 2.0 4.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 5.3 2.3 4.1 0.0 0.0 8.3 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 18.9 0.0 22.2 47.2 13.2 0.0 0.0 24.5 26.1 LnGrp LOS B C D B C C Approach Vol, veh/h 964 1215 1989 Approach Delay, s/veh 20.1 16.0 24.9 Approach LOS C B C Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 37.0 45.4 10.0 35.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 49.0 11.0 34.0 Max Q Clear Time (g_c+I1), s 15.6 13.5 6.5 24.0 Green Ext Time (p_c), s 3.5 10.0 0.1 7.4 Intersection Summary HCM 7th Control Delay, s/veh 21.2 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 352 0 224 0 0 0 0 801 530 619 1293 0 Future Volume (veh/h) 352 0 224 0 0 0 0 801 530 619 1293 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 444 0 157 0 843 558 652 1361 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 957 0 426 0 1896 589 759 2267 0 Arrive On Green 0.27 0.00 0.27 0.00 0.37 0.37 0.22 0.64 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 444 0 157 0 843 558 652 1361 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 8.9 0.0 6.9 0.0 10.6 29.2 15.5 19.2 0.0 Cycle Q Clear(g_c), s 8.9 0.0 6.9 0.0 10.6 29.2 15.5 19.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 957 0 426 0 1896 589 759 2267 0 V/C Ratio(X)0.46 0.00 0.37 0.00 0.44 0.95 0.86 0.60 0.00 Avail Cap(c_a), veh/h 957 0 426 0 1909 592 928 2449 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh26.2 0.0 25.4 0.0 20.3 26.1 32.1 9.1 0.0 Incr Delay (d2), s/veh 1.6 0.0 2.4 0.0 0.2 24.6 6.9 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.7 0.0 2.7 0.0 3.9 14.0 6.8 5.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 27.8 0.0 27.9 0.0 20.4 50.7 39.0 9.5 0.0 LnGrp LOS C C C D D A Approach Vol, veh/h 601 1401 2013 Approach Delay, s/veh 27.8 32.5 19.0 Approach LOS C C B Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 22.8 35.8 27.0 58.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 23.0 32.0 23.0 59.0 Max Q Clear Time (g_c+I1), s 17.5 31.2 10.9 21.2 Green Ext Time (p_c), s 1.3 0.6 1.7 12.8 Intersection Summary HCM 7th Control Delay, s/veh 25.0 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report Page 5 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 165 0 0 44 0 1517 181 0 1162 53 Future Vol, veh/h 0 0 165 0 0 44 0 1517 181 0 1162 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 174 0 0 46 0 1597 191 0 1223 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --612 --798 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 374 0 0 282 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --374 --282 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 22.7 20.25 0 0 HCM LOS C C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--374 282 - HCM Lane V/C Ratio --0.464 0.164 - HCM Control Delay (s/veh)--22.7 20.2 - HCM Lane LOS --C C - HCM 95th %tile Q(veh)--2.4 0.6 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report Page 6 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 0 121 79 0 220 1 0 0 28 0 0 2 Future Vol, veh/h 0 121 79 0 220 1 0 0 28 0 0 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 127 83 0 232 1 0 0 29 0 0 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --105 --116 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 929 0 0 915 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------929 --915 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 0 9 8.95 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)929 ----915 HCM Lane V/C Ratio 0.032 ----0.002 HCM Control Delay (s/veh)9 ----8.9 HCM Lane LOS A ----A HCM 95th %tile Q(veh)0.1 ----0 HCM 7th TWSC 7: Driveway 3 & Cambern Ave 05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report Page 7 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 97 22 15 140 1 62 0 15 0 0 0 Future Vol, veh/h 0 97 22 15 140 1 62 0 15 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 0 ----- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 102 23 16 147 1 65 0 16 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 125 0 0 219 -63 230 304 74 Stage 1 ------114 --179 179 - Stage 2 ------105 --51 125 - Critical Hdwy ---4.14 --7.54 -6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 --6.54 5.54 - Critical Hdwy Stg 2 ------6.54 --6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 -3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1459 --718 0 989 705 608 973 Stage 1 0 -----879 0 -805 750 - Stage 2 0 -----889 0 -956 791 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1459 --710 -989 686 601 973 Mov Cap-2 Maneuver ------710 --686 601 - Stage 1 ------879 --796 742 - Stage 2 ------879 --940 791 - Approach EB WB NB SB HCM Control Delay, s/v 0 0.78 10.37 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)751 --348 --- HCM Lane V/C Ratio 0.108 --0.011 --- HCM Control Delay (s/veh)10.4 --7.5 0.1 -0 HCM Lane LOS B --A A -A HCM 95th %tile Q(veh)0.4 --0 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report Page 8 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 247 0 3 318 7 8 1 8 7 2 91 Future Vol, veh/h 43 247 0 3 318 7 8 1 8 7 2 91 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 45 260 0 3 335 7 8 1 8 7 2 96 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 342 0 0 260 0 0 693 699 260 696 695 338 Stage 1 ------351 351 -345 345 - Stage 2 ------342 348 -351 351 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1217 --1304 --358 364 779 356 366 704 Stage 1 ------666 632 -671 636 - Stage 2 ------673 634 -666 632 - Platoon blocked, %---- Mov Cap-1 Maneuver 1217 --1304 --293 347 779 335 349 704 Mov Cap-2 Maneuver ------293 347 -335 349 - Stage 1 ------637 605 -669 634 - Stage 2 ------578 632 -629 605 - Approach EB WB NB SB HCM Control Delay, s/v 1.2 0.07 13.94 11.71 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)420 267 --16 --641 HCM Lane V/C Ratio 0.043 0.037 --0.002 --0.164 HCM Control Delay (s/veh)13.9 8.1 0 -7.8 0 -11.7 HCM Lane LOS B A A -A A -B HCM 95th %tile Q(veh)0.1 0.1 --0 --0.6 HCM 7th Signalized Intersection Summary 31:05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report Page 9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h)0 0 0 0 0 0 Future Volume (veh/h)0 0 0 0 0 0 Initial Q (Qb), veh 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 1870 1870 0 1870 Adj Flow Rate, veh/h 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 Percent Heavy Veh, %2 2 0 2 Cap, veh/h 2843 1268 0 2843 Arrive On Green 0.00 0.00 0.00 0.00 Sat Flow, veh/h 3647 1585 0 3741 Grp Volume(v), veh/h 0 0 0 0 Grp Sat Flow(s),veh/h/ln 1777 1585 0 1777 Q Serve(g_s), s 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.00 Lane Grp Cap(c), veh/h 2843 1268 0 2843 V/C Ratio(X)0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 2843 1268 0 2843 HCM Platoon Ratio 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 0.0 0.0 0.0 0.0 LnGrp LOS Approach Vol, veh/h 0 0 Approach Delay, s/veh 0.0 0.0 Approach LOS Timer - Assigned Phs 4 8 Phs Duration (G+Y+Rc), s 20.0 20.0 Change Period (Y+Rc), s 4.0 4.0 Max Green Setting (Gmax), s 16.0 16.0 Max Q Clear Time (g_c+I1), s 0.0 0.0 Green Ext Time (p_c), s 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 0.0 HCM 7th LOS A HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/19/2025 _OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)285 130 65 79 129 234 93 1320 77 192 1096 161 Future Volume (veh/h)285 130 65 79 129 234 93 1320 77 192 1096 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 300 137 68 83 136 246 98 1389 81 202 1154 169 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 362 333 165 139 686 581 158 1382 680 198 1614 720 Arrive On Green 0.28 0.28 0.28 0.04 0.37 0.37 0.05 0.39 0.39 0.11 0.45 0.45 Sat Flow, veh/h 1001 1180 585 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 205 83 136 246 98 1389 81 202 1154 169 Grp Sat Flow(s),veh/h/ln 1001 0 1765 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 25.4 0.0 8.5 2.1 4.5 10.5 2.5 35.0 2.8 10.0 23.6 5.9 Cycle Q Clear(g_c), s 25.4 0.0 8.5 2.1 4.5 10.5 2.5 35.0 2.8 10.0 23.6 5.9 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 362 0 498 139 686 581 158 1382 680 198 1614 720 V/C Ratio(X)0.83 0.00 0.41 0.60 0.20 0.42 0.62 1.01 0.12 1.02 0.72 0.23 Avail Cap(c_a), veh/h 362 0 498 154 686 581 192 1382 680 198 1614 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 0.0 26.2 42.5 19.5 21.4 42.2 27.5 15.5 40.0 19.9 15.0 Incr Delay (d2), s/veh 19.1 0.0 2.5 5.3 0.6 2.3 4.2 25.4 0.1 69.4 1.5 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 8.2 0.0 3.7 1.0 2.0 3.9 1.1 17.9 0.9 7.9 8.8 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.2 0.0 28.7 47.8 20.1 23.6 46.3 52.9 15.5 109.4 21.4 15.2 LnGrp LOS D C D C C D F B F C B Approach Vol, veh/h 505 465 1568 1525 Approach Delay, s/veh 42.7 26.9 50.6 32.4 Approach LOS D C D C Timer - Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 37.0 14.0 39.0 7.6 29.4 8.1 44.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 10.0 35.0 4.0 25.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 12.5 12.0 37.0 4.1 27.4 4.5 25.6 Green Ext Time (p_c), s 1.4 0.0 0.0 0.0 0.0 0.0 6.8 Intersection Summary HCM 7th Control Delay, s/veh 40.1 HCM 7th LOS D HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 05/19/2025 _OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 92 104 243 257 145 55 275 1539 231 78 1064 66 Future Volume (veh/h) 92 104 243 257 145 55 275 1539 231 78 1064 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 97 109 256 271 153 58 289 1620 243 82 1120 69 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 125 291 542 307 333 126 332 2167 673 105 1911 471 Arrive On Green 0.07 0.16 0.16 0.17 0.26 0.26 0.19 0.42 0.42 0.06 0.30 0.30 Sat Flow, veh/h 1781 1870 1585 1781 1292 490 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 97 109 256 271 0 211 289 1620 243 82 1120 69 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1782 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.5 4.4 10.8 12.6 0.0 8.5 13.4 22.7 8.8 3.9 12.6 2.7 Cycle Q Clear(g_c), s 4.5 4.4 10.8 12.6 0.0 8.5 13.4 22.7 8.8 3.9 12.6 2.7 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 125 291 542 307 0 460 332 2167 673 105 1911 471 V/C Ratio(X)0.78 0.37 0.47 0.88 0.00 0.46 0.87 0.75 0.36 0.78 0.59 0.15 Avail Cap(c_a), veh/h 231 353 594 315 0 460 462 2167 673 147 1911 471 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh38.8 32.1 21.9 34.3 0.0 26.5 33.5 20.6 16.6 39.4 25.4 21.9 Incr Delay (d2), s/veh 9.9 0.8 0.6 23.8 0.0 0.7 12.4 2.4 1.5 15.9 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/ln2.2 2.0 3.9 7.3 0.0 3.5 6.6 8.6 3.3 2.0 4.4 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 48.7 32.9 22.5 58.1 0.0 27.2 45.9 23.0 18.1 55.2 25.8 22.1 LnGrp LOS D C C E C D C B E C C Approach Vol, veh/h 462 482 2152 1271 Approach Delay, s/veh 30.5 44.6 25.5 27.5 Approach LOS C D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s9.0 40.0 18.6 17.2 19.8 29.2 9.9 25.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s5.9 24.7 14.6 12.8 15.4 14.6 6.5 10.5 Green Ext Time (p_c), s 0.0 8.1 0.0 0.5 0.5 3.6 0.1 0.7 Intersection Summary HCM 7th Control Delay, s/veh 28.7 HCM 7th LOS C HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 _OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 302 1 679 57 1399 0 0 1091 426 Future Volume (veh/h)0 0 0 302 1 679 57 1399 0 0 1091 426 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 212 0 829 60 1473 0 0 1148 448 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 875 0 1557 77 2121 0 0 1661 516 Arrive On Green 0.49 0.00 0.49 0.04 0.42 0.00 0.00 0.33 0.33 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 212 0 829 60 1473 0 0 1148 448 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 5.9 0.0 15.4 2.9 20.3 0.0 0.0 16.7 22.7 Cycle Q Clear(g_c), s 5.9 0.0 15.4 2.9 20.3 0.0 0.0 16.7 22.7 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 875 0 1557 77 2121 0 0 1661 516 V/C Ratio(X)0.24 0.00 0.53 0.78 0.69 0.00 0.00 0.69 0.87 Avail Cap(c_a), veh/h 875 0 1557 146 2388 0 0 1732 537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 12.6 0.0 15.0 40.5 20.5 0.0 0.0 25.1 27.1 Incr Delay (d2), s/veh 0.7 0.0 1.3 15.4 0.8 0.0 0.0 1.1 13.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 5.5 1.6 7.7 0.0 0.0 6.4 9.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 13.2 0.0 16.3 55.9 21.3 0.0 0.0 26.2 41.0 LnGrp LOS B B E C C D Approach Vol, veh/h 1041 1533 1596 Approach Delay, s/veh 15.7 22.7 30.4 Approach LOS B C C Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 46.0 39.5 7.7 31.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0 Max Q Clear Time (g_c+I1), s 17.4 22.3 4.9 24.7 Green Ext Time (p_c), s 4.6 10.2 0.0 3.1 Intersection Summary HCM 7th Control Delay, s/veh 23.9 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 _OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 569 3 103 0 0 0 0 969 265 453 936 0 Future Volume (veh/h) 569 3 103 0 0 0 0 969 265 453 936 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 634 0 73 0 1020 279 477 985 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 1413 0 629 0 1418 440 595 1780 0 Arrive On Green 0.40 0.00 0.40 0.00 0.28 0.28 0.17 0.50 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 634 0 73 0 1020 279 477 985 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 10.2 0.0 2.3 0.0 14.1 12.1 10.4 15.0 0.0 Cycle Q Clear(g_c), s 10.2 0.0 2.3 0.0 14.1 12.1 10.4 15.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1413 0 629 0 1418 440 595 1780 0 V/C Ratio(X)0.45 0.00 0.12 0.00 0.72 0.63 0.80 0.55 0.00 Avail Cap(c_a), veh/h 1413 0 629 0 1764 548 884 2319 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh17.3 0.0 14.9 0.0 25.5 24.7 31.1 13.5 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.4 0.0 1.1 1.6 3.3 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/ln3.9 0.0 0.8 0.0 5.4 4.4 4.3 5.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 18.3 0.0 15.3 0.0 26.6 26.4 34.3 13.7 0.0 LnGrp LOS B B C C C B Approach Vol, veh/h 707 1299 1462 Approach Delay, s/veh 18.0 26.5 20.5 Approach LOS B C C Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 17.5 25.7 35.0 43.2 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0 Max Q Clear Time (g_c+I1), s 12.4 16.1 12.2 17.0 Green Ext Time (p_c), s 1.1 5.6 2.4 7.8 Intersection Summary HCM 7th Control Delay, s/veh 22.2 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 05/19/2025 _OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report Page 5 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 165 0 0 49 0 1517 210 0 1162 53 Future Vol, veh/h 0 0 165 0 0 49 0 1517 210 0 1162 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 174 0 0 52 0 1597 221 0 1223 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --612 --798 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 374 0 0 282 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --374 --282 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 22.7 20.59 0 0 HCM LOS C C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--374 282 - HCM Lane V/C Ratio --0.464 0.183 - HCM Control Delay (s/veh)--22.7 20.6 - HCM Lane LOS --C C - HCM 95th %tile Q(veh)--2.4 0.7 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 05/19/2025 _OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report Page 6 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 247 149 0 427 0 0 0 120 0 0 0 Future Vol, veh/h 0 247 149 0 427 0 0 0 120 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 260 157 0 449 0 0 0 126 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --208 --225 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 798 0 0 778 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------798 --778 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 0 10.36 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)798 ----- HCM Lane V/C Ratio 0.158 ----- HCM Control Delay (s/veh)10.4 ----0 HCM Lane LOS B ----A HCM 95th %tile Q(veh)0.6 ----- HCM 7th TWSC 7: Driveway 3 & Cambern Ave 05/19/2025 _OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report Page 7 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 188 38 24 166 0 166 1 32 0 0 0 Future Vol, veh/h 0 188 38 24 166 0 166 1 32 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 0 ----- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 198 40 25 175 0 175 1 34 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 238 0 0 356 443 119 325 463 87 Stage 1 ------218 218 -225 225 - Stage 2 ------138 225 -99 238 - Critical Hdwy ---4.14 --7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1326 --575 508 910 605 494 954 Stage 1 0 -----764 721 -757 716 - Stage 2 0 -----851 716 -896 707 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1326 --563 497 910 569 485 954 Mov Cap-2 Maneuver ------563 497 -569 485 - Stage 1 ------764 721 -742 702 - Stage 2 ------834 702 -861 707 - Approach EB WB NB SB HCM Control Delay, s/v 0 1.09 14.15 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)600 --455 --- HCM Lane V/C Ratio 0.347 --0.019 --- HCM Control Delay (s/veh)14.2 --7.8 0.1 -0 HCM Lane LOS B --A A -A HCM 95th %tile Q(veh)1.5 --0.1 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 05/19/2025 _OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report Page 8 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 78 306 2 3 285 33 11 2 6 12 0 152 Future Vol, veh/h 78 306 2 3 285 33 11 2 6 12 0 152 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 82 322 2 3 300 35 12 2 6 13 0 160 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 335 0 0 324 0 0 794 828 323 811 812 317 Stage 1 ------487 487 -324 324 - Stage 2 ------306 341 -487 488 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1225 --1236 --306 306 718 298 313 723 Stage 1 ------562 550 -689 650 - Stage 2 ------703 639 -562 550 - Platoon blocked, %---- Mov Cap-1 Maneuver 1225 --1236 --218 280 718 268 287 723 Mov Cap-2 Maneuver ------218 280 -268 287 - Stage 1 ------516 505 -686 648 - Stage 2 ------546 637 -509 505 - Approach EB WB NB SB HCM Control Delay, s/v 1.65 0.07 18.42 12.63 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)288 363 --16 --643 HCM Lane V/C Ratio 0.069 0.067 --0.003 --0.268 HCM Control Delay (s/veh)18.4 8.2 0 -7.9 0 -12.6 HCM Lane LOS C A A -A A -B HCM 95th %tile Q(veh)0.2 0.2 --0 --1.1 HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/29/2025 OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)98 51 66 204 73 56 98 952 194 93 1574 108 Future Volume (veh/h)98 51 66 204 73 56 98 952 194 93 1574 108 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 54 69 215 77 59 103 1002 204 98 1657 114 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 339 153 195 197 575 487 166 1725 860 126 1805 805 Arrive On Green 0.20 0.20 0.20 0.06 0.31 0.31 0.05 0.49 0.49 0.07 0.51 0.51 Sat Flow, veh/h 1253 746 953 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 103 0 123 215 77 59 103 1002 204 98 1657 114 Grp Sat Flow(s),veh/h/ln 1253 0 1699 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 6.3 0.0 5.4 5.0 2.6 2.4 2.6 17.7 5.9 4.8 37.7 3.3 Cycle Q Clear(g_c), s 6.3 0.0 5.4 5.0 2.6 2.4 2.6 17.7 5.9 4.8 37.7 3.3 Prop In Lane 1.00 0.56 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 339 0 348 197 575 487 166 1725 860 126 1805 805 V/C Ratio(X)0.30 0.00 0.35 1.09 0.13 0.12 0.62 0.58 0.24 0.78 0.92 0.14 Avail Cap(c_a), veh/h 339 0 348 197 575 487 197 1725 860 223 1862 830 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 29.9 41.4 22.0 21.9 41.0 16.2 10.6 40.1 19.9 11.5 Incr Delay (d2), s/veh 2.3 0.0 2.8 91.1 0.5 0.5 4.4 0.5 0.1 10.0 7.6 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 2.4 4.5 1.2 0.9 1.1 6.2 1.8 2.3 14.7 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.5 0.0 32.7 132.5 22.4 22.4 45.4 16.7 10.7 50.1 27.6 11.5 LnGrp LOS C C F C C D B B D C B Approach Vol, veh/h 226 351 1309 1869 Approach Delay, s/veh 32.6 89.8 18.0 27.8 Approach LOS C F B C Timer - Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 31.0 10.2 46.6 9.0 22.0 8.2 48.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 27.0 11.0 40.0 5.0 18.0 5.0 46.0 Max Q Clear Time (g_c+I1), s 4.6 6.8 19.7 7.0 8.3 4.6 39.7 Green Ext Time (p_c), s 0.5 0.1 7.1 0.0 0.6 0.0 4.9 Intersection Summary HCM 7th Control Delay, s/veh 30.5 HCM 7th LOS C HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 05/29/2025 OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 125 443 184 216 45 358 1207 192 78 1569 127 Future Volume (veh/h) 79 125 443 184 216 45 358 1207 192 78 1569 127 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 132 466 194 227 47 377 1271 202 82 1652 134 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 107 365 680 204 376 78 417 2285 709 105 1754 432 Arrive On Green 0.06 0.20 0.20 0.11 0.25 0.25 0.23 0.45 0.45 0.06 0.27 0.27 Sat Flow, veh/h 1781 1870 1585 1781 1503 311 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 83 132 466 194 0 274 377 1271 202 82 1652 134 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1814 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.0 5.3 17.0 9.4 0.0 11.6 17.9 16.0 7.0 4.0 21.9 5.9 Cycle Q Clear(g_c), s 4.0 5.3 17.0 9.4 0.0 11.6 17.9 16.0 7.0 4.0 21.9 5.9 Prop In Lane 1.00 1.00 1.00 0.17 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 107 365 680 204 0 454 417 2285 709 105 1754 432 V/C Ratio(X)0.78 0.36 0.69 0.95 0.00 0.60 0.90 0.56 0.28 0.78 0.94 0.31 Avail Cap(c_a), veh/h 143 365 680 204 0 454 490 2285 709 163 1754 432 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh40.4 30.4 20.1 38.3 0.0 28.9 32.4 17.7 15.2 40.4 31.0 25.2 Incr Delay (d2), s/veh 17.4 0.6 2.9 48.5 0.0 2.3 18.3 1.0 1.0 11.7 10.7 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/ln2.2 2.3 7.6 6.7 0.0 5.1 9.4 5.9 2.6 2.0 9.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.8 31.0 23.0 86.9 0.0 31.1 50.7 18.7 16.3 52.1 41.7 25.6 LnGrp LOS E C C F C D B B D D C Approach Vol, veh/h 681 468 1850 1868 Approach Delay, s/veh 28.8 54.2 25.0 41.0 Approach LOS C D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s9.2 43.0 14.0 21.0 24.4 27.8 9.2 25.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s8.0 39.0 10.0 17.0 24.0 23.0 7.0 20.0 Max Q Clear Time (g_c+I1), s6.0 18.0 11.4 19.0 19.9 23.9 6.0 13.6 Green Ext Time (p_c), s 0.0 9.7 0.0 0.0 0.5 0.0 0.0 0.8 Intersection Summary HCM 7th Control Delay, s/veh 34.5 HCM 7th LOS C HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/29/2025 OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 535 5 577 175 1186 0 0 1625 538 Future Volume (veh/h)0 0 0 535 5 577 175 1186 0 0 1625 538 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 761 0 399 184 1248 0 0 1711 566 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 1308 0 582 218 2778 0 0 1927 598 Arrive On Green 0.37 0.00 0.37 0.12 0.54 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 761 0 399 184 1248 0 0 1711 566 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 15.5 0.0 19.1 9.1 13.3 0.0 0.0 28.2 31.1 Cycle Q Clear(g_c), s 15.5 0.0 19.1 9.1 13.3 0.0 0.0 28.2 31.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1308 0 582 218 2778 0 0 1927 598 V/C Ratio(X)0.58 0.00 0.69 0.85 0.45 0.00 0.00 0.89 0.95 Avail Cap(c_a), veh/h 1308 0 582 218 2783 0 0 1931 599 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 22.9 0.0 24.1 38.6 12.4 0.0 0.0 26.2 27.1 Incr Delay (d2), s/veh 1.9 0.0 6.5 25.2 0.1 0.0 0.0 5.5 24.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 0.0 7.9 5.4 4.7 0.0 0.0 11.4 14.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 24.8 0.0 30.5 63.8 12.5 0.0 0.0 31.7 51.3 LnGrp LOS C C E B C D Approach Vol, veh/h 1160 1432 2277 Approach Delay, s/veh 26.8 19.1 36.6 Approach LOS C B D Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 37.0 52.9 15.0 37.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 49.0 11.0 34.0 Max Q Clear Time (g_c+I1), s 21.1 15.3 11.1 33.1 Green Ext Time (p_c), s 3.8 11.5 0.0 0.8 Intersection Summary HCM 7th Control Delay, s/veh 29.1 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/29/2025 OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 424 0 344 0 0 0 0 935 610 726 1468 0 Future Volume (veh/h) 424 0 344 0 0 0 0 935 610 726 1468 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 559 0 241 0 984 642 764 1545 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 924 0 411 0 1842 572 846 2312 0 Arrive On Green 0.26 0.00 0.26 0.00 0.36 0.36 0.24 0.65 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 559 0 241 0 984 642 764 1545 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 12.2 0.0 11.8 0.0 13.5 32.0 19.0 23.8 0.0 Cycle Q Clear(g_c), s 12.2 0.0 11.8 0.0 13.5 32.0 19.0 23.8 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 924 0 411 0 1842 572 846 2312 0 V/C Ratio(X)0.61 0.00 0.59 0.00 0.53 1.12 0.90 0.67 0.00 Avail Cap(c_a), veh/h 924 0 411 0 1842 572 896 2364 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh28.9 0.0 28.7 0.0 22.5 28.4 32.5 9.6 0.0 Incr Delay (d2), s/veh 2.9 0.0 6.0 0.0 0.3 76.1 12.0 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/ln5.2 0.0 4.9 0.0 5.1 23.2 8.9 7.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 31.8 0.0 34.7 0.0 22.8 104.5 44.5 10.3 0.0 LnGrp LOS C C C F D B Approach Vol, veh/h 800 1626 2309 Approach Delay, s/veh 32.7 55.0 21.6 Approach LOS C E C Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 25.7 36.0 27.0 61.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 23.0 32.0 23.0 59.0 Max Q Clear Time (g_c+I1), s 21.0 34.0 14.2 25.8 Green Ext Time (p_c), s 0.7 0.0 2.0 14.8 Intersection Summary HCM 7th Control Delay, s/veh 35.0 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 05/29/2025 OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report Page 5 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 165 0 0 37 0 1610 132 0 1355 53 Future Vol, veh/h 0 0 165 0 0 37 0 1610 132 0 1355 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 174 0 0 39 0 1695 139 0 1426 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --713 --847 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 321 0 0 262 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --321 --262 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Ctrl Dly, s/v 28.68 21.13 0 0 HCM LOS D C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--321 262 - HCM Lane V/C Ratio --0.541 0.149 - HCM Ctrl Dly (s/v)--28.7 21.1 - HCM Lane LOS --D C - HCM 95th %tile Q(veh)--3 0.5 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 05/29/2025 OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report Page 6 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 240 65 0 383 5 0 0 28 0 0 67 Future Vol, veh/h 0 240 65 0 383 5 0 0 28 0 0 67 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 253 68 0 403 5 0 0 29 0 0 71 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --161 --202 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 856 0 0 806 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------856 --806 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Ctrl Dly, s/v 0 0 9.36 9.9 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)856 ----806 HCM Lane V/C Ratio 0.034 ----0.088 HCM Ctrl Dly (s/v)9.4 ----9.9 HCM Lane LOS A ----A HCM 95th %tile Q(veh)0.1 ----0.3 HCM 7th TWSC 7: Driveway 3 & Cambern Ave 05/29/2025 OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report Page 7 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 110 22 15 158 1 56 0 15 0 0 0 Future Vol, veh/h 0 110 22 15 158 1 56 0 15 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 ------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 116 23 16 166 1 59 0 16 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 139 0 0 242 326 69 256 337 83 Stage 1 ------127 127 -198 198 - Stage 2 ------115 199 -58 139 - Critical Hdwy ---4.14 --7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1442 --692 591 979 677 583 960 Stage 1 0 -----863 790 -785 736 - Stage 2 0 -----878 735 -947 781 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1442 --684 584 979 658 576 960 Mov Cap-2 Maneuver ------684 584 -658 576 - Stage 1 ------863 790 -776 728 - Stage 2 ------868 727 -932 781 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 0.71 10.49 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)730 --312 --- HCM Lane V/C Ratio 0.102 --0.011 --- HCM Ctrl Dly (s/v)10.5 --7.5 0.1 -0 HCM Lane LOS B --A A -A HCM 95th %tile Q(veh)0.3 --0 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 05/29/2025 OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report Page 8 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 341 0 3 392 7 8 1 8 7 2 29 Future Vol, veh/h 30 341 0 3 392 7 8 1 8 7 2 29 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 32 359 0 3 413 7 8 1 8 7 2 31 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 420 0 0 359 0 0 842 848 359 845 845 416 Stage 1 ------422 422 -423 423 - Stage 2 ------420 426 -423 422 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1139 --1200 --284 298 685 283 300 636 Stage 1 ------609 588 -609 588 - Stage 2 ------611 586 -609 588 - Platoon blocked, %---- Mov Cap-1 Maneuver 1139 --1200 --258 287 685 268 288 636 Mov Cap-2 Maneuver ------258 287 -268 288 - Stage 1 ------588 568 -607 586 - Stage 2 ------578 584 -580 568 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.67 0.06 15.27 13.13 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)368 146 --13 --483 HCM Lane V/C Ratio 0.049 0.028 --0.003 --0.083 HCM Ctrl Dly (s/v)15.3 8.3 0 -8 0 -13.1 HCM Lane LOS C A A -A A -B HCM 95th %tile Q(veh)0.2 0.1 --0 --0.3 HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/29/2025 OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)285 135 65 245 133 225 93 1648 139 171 1248 161 Future Volume (veh/h)285 135 65 245 133 225 93 1648 139 171 1248 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 300 142 68 258 140 237 98 1735 146 180 1314 169 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 359 332 159 154 686 581 158 1382 687 198 1614 720 Arrive On Green 0.28 0.28 0.28 0.04 0.37 0.37 0.05 0.39 0.39 0.11 0.45 0.45 Sat Flow, veh/h 1006 1195 572 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 210 258 140 237 98 1735 146 180 1314 169 Grp Sat Flow(s),veh/h/ln 1006 0 1767 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 25.0 0.0 8.8 4.0 4.6 10.0 2.5 35.0 5.2 9.0 28.8 5.9 Cycle Q Clear(g_c), s 25.0 0.0 8.8 4.0 4.6 10.0 2.5 35.0 5.2 9.0 28.8 5.9 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 359 0 491 154 686 581 158 1382 687 198 1614 720 V/C Ratio(X)0.83 0.00 0.43 1.68 0.20 0.41 0.62 1.26 0.21 0.91 0.81 0.23 Avail Cap(c_a), veh/h 359 0 491 154 686 581 192 1382 687 198 1614 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.4 0.0 26.6 43.0 19.5 21.2 42.2 27.5 15.9 39.6 21.3 15.0 Incr Delay (d2), s/veh 20.0 0.0 2.7 332.6 0.7 2.1 4.2 121.0 0.2 39.7 3.3 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 8.3 0.0 3.9 8.7 2.0 3.7 1.1 36.2 1.7 5.9 11.0 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.3 0.0 29.3 375.6 20.2 23.3 46.3 148.5 16.1 79.3 24.6 15.2 LnGrp LOS D C F C C D F B E C B Approach Vol, veh/h 510 635 1979 1663 Approach Delay, s/veh 43.4 165.8 133.7 29.6 Approach LOS D F F C Timer - Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 37.0 14.0 39.0 8.0 29.0 8.1 44.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 10.0 35.0 4.0 25.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 12.0 11.0 37.0 6.0 27.0 4.5 30.8 Green Ext Time (p_c), s 1.4 0.0 0.0 0.0 0.0 0.0 5.7 Intersection Summary HCM 7th Control Delay, s/veh 92.2 HCM 7th LOS F HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 05/29/2025 OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 103 243 210 144 84 275 1822 265 107 1330 77 Future Volume (veh/h) 104 103 243 210 144 84 275 1822 265 107 1330 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 109 108 256 221 152 88 289 1918 279 113 1400 81 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 139 292 543 260 249 144 333 2185 678 142 2067 509 Arrive On Green 0.08 0.16 0.16 0.15 0.22 0.22 0.19 0.43 0.43 0.08 0.32 0.32 Sat Flow, veh/h 1781 1870 1585 1781 1111 643 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 109 108 256 221 0 240 289 1918 279 113 1400 81 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1755 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 5.1 4.4 10.7 10.2 0.0 10.3 13.2 28.9 10.3 5.2 15.9 3.1 Cycle Q Clear(g_c), s 5.1 4.4 10.7 10.2 0.0 10.3 13.2 28.9 10.3 5.2 15.9 3.1 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 139 292 543 260 0 393 333 2185 678 142 2067 509 V/C Ratio(X)0.78 0.37 0.47 0.85 0.00 0.61 0.87 0.88 0.41 0.79 0.68 0.16 Avail Cap(c_a), veh/h 233 356 597 318 0 417 466 2185 678 148 2067 509 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh38.1 31.8 21.7 35.0 0.0 29.4 33.2 22.0 16.7 38.0 24.8 20.4 Incr Delay (d2), s/veh 9.2 0.8 0.6 16.5 0.0 2.4 12.1 5.4 1.8 24.2 0.9 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/ln2.4 1.9 3.8 5.4 0.0 4.4 6.5 11.4 3.8 3.1 5.5 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 47.3 32.6 22.3 51.5 0.0 31.7 45.3 27.4 18.5 62.2 25.7 20.6 LnGrp LOS D C C D C D C B E C C Approach Vol, veh/h 473 461 2486 1594 Approach Delay, s/veh 30.4 41.2 28.5 28.0 Approach LOS C D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s10.7 40.0 16.3 17.1 19.7 31.0 10.6 22.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s7.2 30.9 12.2 12.7 15.2 17.9 7.1 12.3 Green Ext Time (p_c), s 0.0 4.4 0.2 0.5 0.5 2.3 0.1 0.8 Intersection Summary HCM 7th Control Delay, s/veh 29.7 HCM 7th LOS C HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/29/2025 OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 399 1 801 181 1595 0 0 1230 516 Future Volume (veh/h)0 0 0 399 1 801 181 1595 0 0 1230 516 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 280 0 993 191 1679 0 0 1295 543 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 831 0 1479 139 2269 0 0 1645 511 Arrive On Green 0.47 0.00 0.47 0.08 0.44 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 280 0 993 191 1679 0 0 1295 543 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 9.0 0.0 21.9 7.0 24.5 0.0 0.0 20.7 29.0 Cycle Q Clear(g_c), s 9.0 0.0 21.9 7.0 24.5 0.0 0.0 20.7 29.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 831 0 1479 139 2269 0 0 1645 511 V/C Ratio(X)0.34 0.00 0.67 1.38 0.74 0.00 0.00 0.79 1.06 Avail Cap(c_a), veh/h 831 0 1479 139 2269 0 0 1645 511 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.2 0.0 18.6 41.5 20.7 0.0 0.0 27.7 30.5 Incr Delay (d2), s/veh 1.1 0.0 2.4 208.9 1.3 0.0 0.0 2.6 57.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 8.0 11.1 9.4 0.0 0.0 8.3 18.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 16.3 0.0 21.1 250.4 22.0 0.0 0.0 30.3 88.2 LnGrp LOS B C F C C F Approach Vol, veh/h 1273 1870 1838 Approach Delay, s/veh 20.0 45.3 47.4 Approach LOS C D D Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 46.0 44.0 11.0 33.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0 Max Q Clear Time (g_c+I1), s 23.9 26.5 9.0 31.0 Green Ext Time (p_c), s 5.4 9.5 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 39.6 HCM 7th LOS D Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/29/2025 OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 698 3 200 0 0 0 0 1160 389 536 1089 0 Future Volume (veh/h) 698 3 200 0 0 0 0 1160 389 536 1089 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 802 0 142 0 1221 409 564 1146 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 1296 0 576 0 1549 481 664 1928 0 Arrive On Green 0.36 0.00 0.36 0.00 0.30 0.30 0.19 0.54 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 802 0 142 0 1221 409 564 1146 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 15.8 0.0 5.3 0.0 18.7 20.7 13.4 18.6 0.0 Cycle Q Clear(g_c), s 15.8 0.0 5.3 0.0 18.7 20.7 13.4 18.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1296 0 576 0 1549 481 664 1928 0 V/C Ratio(X)0.62 0.00 0.25 0.00 0.79 0.85 0.85 0.59 0.00 Avail Cap(c_a), veh/h 1296 0 576 0 1617 502 811 2126 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh22.3 0.0 19.0 0.0 27.2 27.9 33.2 13.2 0.0 Incr Delay (d2), s/veh 2.2 0.0 1.0 0.0 2.6 12.7 7.2 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.3 0.0 2.0 0.0 7.4 8.9 6.0 6.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 24.5 0.0 20.0 0.0 29.8 40.6 40.4 13.5 0.0 LnGrp LOS C B C D D B Approach Vol, veh/h 944 1630 1710 Approach Delay, s/veh 23.8 32.5 22.4 Approach LOS C C C Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 20.4 29.9 35.0 50.2 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0 Max Q Clear Time (g_c+I1), s 15.4 22.7 17.8 20.6 Green Ext Time (p_c), s 1.0 3.2 3.0 9.4 Intersection Summary HCM 7th Control Delay, s/veh 26.6 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 05/29/2025 OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report Page 5 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 165 0 0 37 0 1730 132 0 1303 53 Future Vol, veh/h 0 0 165 0 0 37 0 1730 132 0 1303 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 174 0 0 39 0 1821 139 0 1372 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --686 --911 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 335 0 0 238 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --335 --238 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Ctrl Dly, s/v 26.82 23.07 0 0 HCM LOS D C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--335 238 - HCM Lane V/C Ratio --0.519 0.164 - HCM Ctrl Dly (s/v)--26.8 23.1 - HCM Lane LOS --D C - HCM 95th %tile Q(veh)--2.8 0.6 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 05/29/2025 OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report Page 6 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 485 128 0 628 5 0 0 120 0 0 94 Future Vol, veh/h 0 485 128 0 628 5 0 0 120 0 0 94 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 511 135 0 661 5 0 0 126 0 0 99 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --323 --331 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 673 0 0 665 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------673 --665 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Ctrl Dly, s/v 0 0 11.58 11.36 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)673 ----665 HCM Lane V/C Ratio 0.188 ----0.149 HCM Ctrl Dly (s/v)11.6 ----11.4 HCM Lane LOS B ----B HCM 95th %tile Q(veh)0.7 ----0.5 HCM 7th TWSC 7: Driveway 3 & Cambern Ave 05/29/2025 OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report Page 7 Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 208 38 24 187 0 157 1 32 0 0 0 Future Vol, veh/h 0 208 38 24 187 0 157 1 32 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 ------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 219 40 25 197 0 165 1 34 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 259 0 0 388 486 129 357 506 98 Stage 1 ------239 239 -247 247 - Stage 2 ------149 247 -110 259 - Critical Hdwy ---4.14 --7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1303 --545 480 896 573 467 938 Stage 1 0 -----743 706 -735 700 - Stage 2 0 -----838 700 -883 692 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1303 --534 470 896 539 458 938 Mov Cap-2 Maneuver ------534 470 -539 458 - Stage 1 ------743 706 -720 686 - Stage 2 ------821 686 -849 692 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 1 14.62 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)573 --409 --- HCM Lane V/C Ratio 0.349 --0.019 --- HCM Ctrl Dly (s/v)14.6 --7.8 0.1 -0 HCM Lane LOS B --A A -A HCM 95th %tile Q(veh)1.6 --0.1 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 05/29/2025 OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report Page 8 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 57 397 2 3 365 33 11 2 6 12 0 53 Future Vol, veh/h 57 397 2 3 365 33 11 2 6 12 0 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 60 418 2 3 384 35 12 2 6 13 0 56 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 419 0 0 420 0 0 929 964 419 947 948 402 Stage 1 ------539 539 -408 408 - Stage 2 ------391 425 -539 540 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1140 --1139 --248 255 634 241 261 649 Stage 1 ------527 522 -620 597 - Stage 2 ------634 586 -527 521 - Platoon blocked, %---- Mov Cap-1 Maneuver 1140 --1139 --210 237 634 220 242 649 Mov Cap-2 Maneuver ------210 237 -220 242 - Stage 1 ------490 486 -618 595 - Stage 2 ------577 584 -483 485 - Approach EB WB NB SB HCM Ctrl Dly, s/v 1.04 0.06 19.37 13.81 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)270 225 --13 --477 HCM Lane V/C Ratio 0.074 0.053 --0.003 --0.144 HCM Ctrl Dly (s/v)19.4 8.3 0 -8.2 0 -13.8 HCM Lane LOS C A A -A A -B HCM 95th %tile Q(veh)0.2 0.2 --0 --0.5 HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/29/2025 OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)98 51 66 204 73 62 98 952 194 106 1567 108 Future Volume (veh/h)98 51 66 204 73 62 98 952 194 106 1567 108 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 54 69 215 77 65 103 1002 204 112 1649 114 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 338 153 196 197 576 488 166 1689 844 142 1803 804 Arrive On Green 0.21 0.21 0.21 0.06 0.31 0.31 0.05 0.48 0.48 0.08 0.51 0.51 Sat Flow, veh/h 1246 746 953 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 103 0 123 215 77 65 103 1002 204 112 1649 114 Grp Sat Flow(s),veh/h/ln 1246 0 1699 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 6.3 0.0 5.4 5.0 2.6 2.6 2.6 18.1 6.1 5.4 37.4 3.3 Cycle Q Clear(g_c), s 6.3 0.0 5.4 5.0 2.6 2.6 2.6 18.1 6.1 5.4 37.4 3.3 Prop In Lane 1.00 0.56 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 338 0 349 197 576 488 166 1689 844 142 1803 804 V/C Ratio(X)0.30 0.00 0.35 1.09 0.13 0.13 0.62 0.59 0.24 0.79 0.91 0.14 Avail Cap(c_a), veh/h 338 0 349 197 576 488 197 1689 844 223 1864 832 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 29.8 41.3 21.9 21.9 41.0 16.8 11.0 39.6 19.9 11.5 Incr Delay (d2), s/veh 2.3 0.0 2.8 90.5 0.5 0.6 4.4 0.6 0.1 9.4 7.4 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 2.4 4.5 1.2 1.0 1.1 6.4 1.8 2.6 14.5 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.5 0.0 32.6 131.8 22.4 22.5 45.3 17.4 11.1 49.0 27.2 11.5 LnGrp LOS C C F C C D B B D C B Approach Vol, veh/h 226 357 1309 1875 Approach Delay, s/veh 32.6 88.3 18.6 27.6 Approach LOS C F B C Timer - Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 31.0 11.0 45.7 9.0 22.0 8.2 48.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 27.0 11.0 40.0 5.0 18.0 5.0 46.0 Max Q Clear Time (g_c+I1), s 4.6 7.4 20.1 7.0 8.3 4.6 39.4 Green Ext Time (p_c), s 0.5 0.1 7.1 0.0 0.6 0.0 5.1 Intersection Summary HCM 7th Control Delay, s/veh 30.5 HCM 7th LOS C HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 05/29/2025 OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 126 443 246 217 45 358 1249 204 78 1569 127 Future Volume (veh/h) 79 126 443 246 217 45 358 1249 204 78 1569 127 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 133 466 259 228 47 377 1315 215 82 1652 134 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 107 365 680 204 376 78 417 2285 709 105 1754 432 Arrive On Green 0.06 0.20 0.20 0.11 0.25 0.25 0.23 0.45 0.45 0.06 0.27 0.27 Sat Flow, veh/h 1781 1870 1585 1781 1504 310 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 83 133 466 259 0 275 377 1315 215 82 1652 134 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1815 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.0 5.4 17.0 10.0 0.0 11.7 17.9 16.7 7.6 4.0 21.9 5.9 Cycle Q Clear(g_c), s 4.0 5.4 17.0 10.0 0.0 11.7 17.9 16.7 7.6 4.0 21.9 5.9 Prop In Lane 1.00 1.00 1.00 0.17 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 107 365 680 204 0 454 417 2285 709 105 1754 432 V/C Ratio(X)0.78 0.36 0.69 1.27 0.00 0.61 0.90 0.58 0.30 0.78 0.94 0.31 Avail Cap(c_a), veh/h 143 365 680 204 0 454 490 2285 709 163 1754 432 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh40.4 30.4 20.1 38.6 0.0 28.9 32.4 17.9 15.4 40.4 31.0 25.2 Incr Delay (d2), s/veh 17.4 0.6 2.9 153.1 0.0 2.3 18.3 1.1 1.1 11.7 10.7 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/ln2.2 2.3 7.6 12.9 0.0 5.2 9.4 6.1 2.8 2.0 9.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.8 31.0 23.0 191.7 0.0 31.2 50.7 19.0 16.5 52.1 41.7 25.6 LnGrp LOS E C C F C D B B D D C Approach Vol, veh/h 682 534 1907 1868 Approach Delay, s/veh 28.8 109.0 25.0 41.0 Approach LOS C F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s9.2 43.0 14.0 21.0 24.4 27.8 9.2 25.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s8.0 39.0 10.0 17.0 24.0 23.0 7.0 20.0 Max Q Clear Time (g_c+I1), s6.0 18.7 12.0 19.0 19.9 23.9 6.0 13.7 Green Ext Time (p_c), s 0.0 10.0 0.0 0.0 0.5 0.0 0.0 0.8 Intersection Summary HCM 7th Control Delay, s/veh 40.5 HCM 7th LOS D HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/29/2025 OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 535 5 601 175 1216 0 0 1655 562 Future Volume (veh/h)0 0 0 535 5 601 175 1216 0 0 1655 562 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 773 0 412 184 1280 0 0 1742 592 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 1306 0 581 218 2780 0 0 1929 599 Arrive On Green 0.37 0.00 0.37 0.12 0.54 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 773 0 412 184 1280 0 0 1742 592 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 15.8 0.0 20.0 9.1 13.7 0.0 0.0 29.0 33.4 Cycle Q Clear(g_c), s 15.8 0.0 20.0 9.1 13.7 0.0 0.0 29.0 33.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1306 0 581 218 2780 0 0 1929 599 V/C Ratio(X)0.59 0.00 0.71 0.85 0.46 0.00 0.00 0.90 0.99 Avail Cap(c_a), veh/h 1306 0 581 218 2780 0 0 1929 599 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.0 0.0 24.4 38.7 12.5 0.0 0.0 26.4 27.8 Incr Delay (d2), s/veh 2.0 0.0 7.1 25.2 0.1 0.0 0.0 6.4 33.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 0.0 8.4 5.4 4.9 0.0 0.0 11.9 17.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 25.0 0.0 31.5 63.9 12.6 0.0 0.0 32.9 61.5 LnGrp LOS C C E B C E Approach Vol, veh/h 1185 1464 2334 Approach Delay, s/veh 27.3 19.0 40.1 Approach LOS C B D Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 37.0 53.0 15.0 38.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 49.0 11.0 34.0 Max Q Clear Time (g_c+I1), s 22.0 15.7 11.1 35.4 Green Ext Time (p_c), s 3.7 11.8 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 30.9 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/29/2025 OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 449 0 344 0 0 0 0 940 610 750 1473 0 Future Volume (veh/h) 449 0 344 0 0 0 0 940 610 750 1473 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 586 0 241 0 989 642 789 1551 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 918 0 408 0 1830 568 862 2320 0 Arrive On Green 0.26 0.00 0.26 0.00 0.36 0.36 0.25 0.65 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 586 0 241 0 989 642 789 1551 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 13.0 0.0 11.9 0.0 13.8 32.0 19.8 24.0 0.0 Cycle Q Clear(g_c), s 13.0 0.0 11.9 0.0 13.8 32.0 19.8 24.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 918 0 408 0 1830 568 862 2320 0 V/C Ratio(X)0.64 0.00 0.59 0.00 0.54 1.13 0.92 0.67 0.00 Avail Cap(c_a), veh/h 918 0 408 0 1830 568 890 2349 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh29.4 0.0 29.0 0.0 22.8 28.6 32.6 9.6 0.0 Incr Delay (d2), s/veh 3.4 0.0 6.1 0.0 0.3 78.9 13.6 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/ln5.6 0.0 4.9 0.0 5.2 23.6 9.4 7.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.8 0.0 35.1 0.0 23.1 107.5 46.2 10.3 0.0 LnGrp LOS C D C F D B Approach Vol, veh/h 827 1631 2340 Approach Delay, s/veh 33.5 56.3 22.4 Approach LOS C E C Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 26.3 36.0 27.0 62.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 23.0 32.0 23.0 59.0 Max Q Clear Time (g_c+I1), s 21.8 34.0 15.0 26.0 Green Ext Time (p_c), s 0.4 0.0 2.0 14.9 Intersection Summary HCM 7th Control Delay, s/veh 35.8 HCM 7th LOS D Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 05/29/2025 OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report Page 5 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 165 0 0 44 0 1610 181 0 1355 53 Future Vol, veh/h 0 0 165 0 0 44 0 1610 181 0 1355 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 174 0 0 46 0 1695 191 0 1426 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --713 --847 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 321 0 0 262 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --321 --262 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Ctrl Dly, s/v 28.68 21.67 0 0 HCM LOS D C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--321 262 - HCM Lane V/C Ratio --0.541 0.177 - HCM Ctrl Dly (s/v)--28.7 21.7 - HCM Lane LOS --D C - HCM 95th %tile Q(veh)--3 0.6 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 05/29/2025 OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report Page 6 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 240 79 0 389 5 0 0 28 0 0 67 Future Vol, veh/h 0 240 79 0 389 5 0 0 28 0 0 67 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 253 83 0 409 5 0 0 29 0 0 71 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --168 --205 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 847 0 0 802 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------847 --802 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Ctrl Dly, s/v 0 0 9.4 9.92 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)847 ----802 HCM Lane V/C Ratio 0.035 ----0.088 HCM Ctrl Dly (s/v)9.4 ----9.9 HCM Lane LOS A ----A HCM 95th %tile Q(veh)0.1 ----0.3 HCM 7th TWSC 7: Driveway 3 & Cambern Ave 05/29/2025 OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report Page 7 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 110 22 15 158 1 62 0 15 0 0 0 Future Vol, veh/h 0 110 22 15 158 1 62 0 15 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 ------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 116 23 16 166 1 65 0 16 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 139 0 0 242 326 69 256 337 83 Stage 1 ------127 127 -198 198 - Stage 2 ------115 199 -58 139 - Critical Hdwy ---4.14 --7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1442 --692 591 979 677 583 960 Stage 1 0 -----863 790 -785 736 - Stage 2 0 -----878 735 -947 781 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1442 --684 584 979 658 576 960 Mov Cap-2 Maneuver ------684 584 -658 576 - Stage 1 ------863 790 -776 728 - Stage 2 ------868 727 -932 781 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 0.71 10.58 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)726 --312 --- HCM Lane V/C Ratio 0.112 --0.011 --- HCM Ctrl Dly (s/v)10.6 --7.5 0.1 -0 HCM Lane LOS B --A A -A HCM 95th %tile Q(veh)0.4 --0 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 05/29/2025 OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report Page 8 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 341 0 3 392 7 8 1 8 7 2 91 Future Vol, veh/h 43 341 0 3 392 7 8 1 8 7 2 91 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 45 359 0 3 413 7 8 1 8 7 2 96 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 420 0 0 359 0 0 869 876 359 873 872 416 Stage 1 ------449 449 -423 423 - Stage 2 ------420 426 -450 449 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1139 --1200 --272 287 685 271 289 636 Stage 1 ------589 572 -609 588 - Stage 2 ------611 586 -589 572 - Platoon blocked, %---- Mov Cap-1 Maneuver 1139 --1200 --217 272 685 252 274 636 Mov Cap-2 Maneuver ------217 272 -252 274 - Stage 1 ------560 544 -607 586 - Stage 2 ------515 584 -551 544 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.93 0.06 16.69 12.88 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)326 202 --13 --562 HCM Lane V/C Ratio 0.055 0.04 --0.003 --0.187 HCM Ctrl Dly (s/v)16.7 8.3 0 -8 0 -12.9 HCM Lane LOS C A A -A A -B HCM 95th %tile Q(veh)0.2 0.1 --0 --0.7 HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/29/2025 OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)285 135 65 245 133 234 93 1648 139 192 1236 161 Future Volume (veh/h)285 135 65 245 133 234 93 1648 139 192 1236 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 300 142 68 258 140 246 98 1735 146 202 1301 169 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 357 332 159 154 686 581 158 1382 687 198 1614 720 Arrive On Green 0.28 0.28 0.28 0.04 0.37 0.37 0.05 0.39 0.39 0.11 0.45 0.45 Sat Flow, veh/h 997 1195 572 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 210 258 140 246 98 1735 146 202 1301 169 Grp Sat Flow(s),veh/h/ln 997 0 1767 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 25.0 0.0 8.8 4.0 4.6 10.5 2.5 35.0 5.2 10.0 28.4 5.9 Cycle Q Clear(g_c), s 25.0 0.0 8.8 4.0 4.6 10.5 2.5 35.0 5.2 10.0 28.4 5.9 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 357 0 491 154 686 581 158 1382 687 198 1614 720 V/C Ratio(X)0.84 0.00 0.43 1.68 0.20 0.42 0.62 1.26 0.21 1.02 0.81 0.23 Avail Cap(c_a), veh/h 357 0 491 154 686 581 192 1382 687 198 1614 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 0.0 26.6 43.0 19.5 21.4 42.2 27.5 15.9 40.0 21.2 15.0 Incr Delay (d2), s/veh 20.6 0.0 2.7 332.6 0.7 2.3 4.2 121.0 0.2 69.4 3.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.3 0.0 3.9 8.7 2.0 3.9 1.1 36.2 1.7 7.9 10.8 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 54.1 0.0 29.3 375.6 20.2 23.6 46.3 148.5 16.1 109.4 24.3 15.2 LnGrp LOS D C F C C D F B F C B Approach Vol, veh/h 510 644 1979 1672 Approach Delay, s/veh 43.9 163.9 133.7 33.6 Approach LOS D F F C Timer - Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 37.0 14.0 39.0 8.0 29.0 8.1 44.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 10.0 35.0 4.0 25.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 12.5 12.0 37.0 6.0 27.0 4.5 30.4 Green Ext Time (p_c), s 1.5 0.0 0.0 0.0 0.0 0.0 5.9 Intersection Summary HCM 7th Control Delay, s/veh 93.4 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 05/29/2025 OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 104 243 308 145 84 275 1888 285 107 1330 77 Future Volume (veh/h) 104 104 243 308 145 84 275 1888 285 107 1330 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 109 109 256 324 153 88 289 1987 300 113 1400 81 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 139 289 539 305 277 159 330 2101 652 142 1966 484 Arrive On Green 0.08 0.15 0.15 0.17 0.25 0.25 0.19 0.41 0.41 0.08 0.31 0.31 Sat Flow, veh/h 1781 1870 1585 1781 1114 641 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 109 109 256 324 0 241 289 1987 300 113 1400 81 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1755 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 5.3 4.6 11.1 15.0 0.0 10.5 13.8 32.8 12.0 5.5 16.9 3.3 Cycle Q Clear(g_c), s 5.3 4.6 11.1 15.0 0.0 10.5 13.8 32.8 12.0 5.5 16.9 3.3 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 139 289 539 305 0 436 330 2101 652 142 1966 484 V/C Ratio(X)0.79 0.38 0.47 1.06 0.00 0.55 0.87 0.95 0.46 0.80 0.71 0.17 Avail Cap(c_a), veh/h 224 342 584 305 0 436 448 2101 652 142 1966 484 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh39.6 33.2 22.7 36.3 0.0 28.7 34.6 24.8 18.7 39.6 27.0 22.2 Incr Delay (d2), s/veh 9.4 0.8 0.7 68.6 0.0 1.5 13.6 10.5 2.3 26.0 1.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 2.0 4.0 12.1 0.0 4.4 6.9 13.9 4.6 3.3 6.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 49.0 34.0 23.4 104.8 0.0 30.2 48.2 35.3 21.0 65.6 28.2 22.4 LnGrp LOS D C C F C D D C E C C Approach Vol, veh/h 474 565 2576 1594 Approach Delay, s/veh 31.7 73.0 35.1 30.5 Approach LOS C E D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s11.0 40.0 19.0 17.5 20.2 30.7 10.8 25.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s7.5 34.8 17.0 13.1 15.8 18.9 7.3 12.5 Green Ext Time (p_c), s 0.0 1.1 0.0 0.4 0.4 1.6 0.1 0.7 Intersection Summary HCM 7th Control Delay, s/veh 37.5 HCM 7th LOS D HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/29/2025 OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 399 1 840 181 1642 0 0 1277 555 Future Volume (veh/h)0 0 0 399 1 840 181 1642 0 0 1277 555 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 280 0 1034 191 1728 0 0 1344 584 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 831 0 1479 139 2269 0 0 1645 511 Arrive On Green 0.47 0.00 0.47 0.08 0.44 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 280 0 1034 191 1728 0 0 1344 584 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 9.0 0.0 23.2 7.0 25.6 0.0 0.0 21.8 29.0 Cycle Q Clear(g_c), s 9.0 0.0 23.2 7.0 25.6 0.0 0.0 21.8 29.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 831 0 1479 139 2269 0 0 1645 511 V/C Ratio(X)0.34 0.00 0.70 1.38 0.76 0.00 0.00 0.82 1.14 Avail Cap(c_a), veh/h 831 0 1479 139 2269 0 0 1645 511 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.2 0.0 19.0 41.5 21.0 0.0 0.0 28.1 30.5 Incr Delay (d2), s/veh 1.1 0.0 2.8 208.9 1.6 0.0 0.0 3.3 85.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 8.6 11.1 9.9 0.0 0.0 8.8 22.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 16.3 0.0 21.8 250.4 22.6 0.0 0.0 31.4 116.2 LnGrp LOS B C F C C F Approach Vol, veh/h 1314 1919 1928 Approach Delay, s/veh 20.6 45.2 57.1 Approach LOS C D E Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 46.0 44.0 11.0 33.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0 Max Q Clear Time (g_c+I1), s 25.2 27.6 9.0 31.0 Green Ext Time (p_c), s 5.5 9.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 43.4 HCM 7th LOS D Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/29/2025 OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 737 3 200 0 0 0 0 1168 389 575 1097 0 Future Volume (veh/h) 737 3 200 0 0 0 0 1168 389 575 1097 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 843 0 142 0 1229 409 605 1155 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 1277 0 568 0 1535 477 698 1951 0 Arrive On Green 0.36 0.00 0.36 0.00 0.30 0.30 0.20 0.55 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 843 0 142 0 1229 409 605 1155 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 17.2 0.0 5.5 0.0 19.2 21.0 14.6 18.8 0.0 Cycle Q Clear(g_c), s 17.2 0.0 5.5 0.0 19.2 21.0 14.6 18.8 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1277 0 568 0 1535 477 698 1951 0 V/C Ratio(X)0.66 0.00 0.25 0.00 0.80 0.86 0.87 0.59 0.00 Avail Cap(c_a), veh/h 1277 0 568 0 1595 495 799 2096 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh23.3 0.0 19.5 0.0 27.8 28.5 33.4 13.0 0.0 Incr Delay (d2), s/veh 2.7 0.0 1.1 0.0 2.9 13.7 9.0 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.0 0.0 2.0 0.0 7.7 9.2 6.7 6.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.0 0.0 20.6 0.0 30.8 42.2 42.4 13.4 0.0 LnGrp LOS C C C D D B Approach Vol, veh/h 985 1638 1760 Approach Delay, s/veh 25.2 33.6 23.4 Approach LOS C C C Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 21.5 30.0 35.0 51.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0 Max Q Clear Time (g_c+I1), s 16.6 23.0 19.2 20.8 Green Ext Time (p_c), s 0.8 3.0 3.0 9.4 Intersection Summary HCM 7th Control Delay, s/veh 27.6 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 05/29/2025 OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report Page 5 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 165 0 0 49 0 1730 210 0 1303 53 Future Vol, veh/h 0 0 165 0 0 49 0 1730 210 0 1303 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 174 0 0 52 0 1821 221 0 1372 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --686 --911 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 335 0 0 238 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --335 --238 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Ctrl Dly, s/v 26.82 24.27 0 0 HCM LOS D C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--335 238 - HCM Lane V/C Ratio --0.519 0.217 - HCM Ctrl Dly (s/v)--26.8 24.3 - HCM Lane LOS --D C - HCM 95th %tile Q(veh)--2.8 0.8 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 05/29/2025 OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report Page 6 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 485 149 0 637 5 0 0 120 0 0 94 Future Vol, veh/h 0 485 149 0 637 5 0 0 120 0 0 94 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 511 157 0 671 5 0 0 126 0 0 99 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --334 --335 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 662 0 0 661 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------662 --661 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Ctrl Dly, s/v 0 0 11.71 11.41 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)662 ----661 HCM Lane V/C Ratio 0.191 ----0.15 HCM Ctrl Dly (s/v)11.7 ----11.4 HCM Lane LOS B ----B HCM 95th %tile Q(veh)0.7 ----0.5 HCM 7th TWSC 7: Driveway 3 & Cambern Ave 05/29/2025 OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report Page 7 Intersection Int Delay, s/veh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 208 38 24 187 0 166 1 32 0 0 0 Future Vol, veh/h 0 208 38 24 187 0 166 1 32 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 ------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 219 40 25 197 0 175 1 34 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 259 0 0 388 486 129 357 506 98 Stage 1 ------239 239 -247 247 - Stage 2 ------149 247 -110 259 - Critical Hdwy ---4.14 --7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1303 --545 480 896 573 467 938 Stage 1 0 -----743 706 -735 700 - Stage 2 0 -----838 700 -883 692 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1303 --534 470 896 539 458 938 Mov Cap-2 Maneuver ------534 470 -539 458 - Stage 1 ------743 706 -720 686 - Stage 2 ------821 686 -849 692 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 1 14.92 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)571 --409 --- HCM Lane V/C Ratio 0.367 --0.019 --- HCM Ctrl Dly (s/v)14.9 --7.8 0.1 -0 HCM Lane LOS B --A A -A HCM 95th %tile Q(veh)1.7 --0.1 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 05/29/2025 OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report Page 8 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 78 397 2 3 365 33 11 2 6 12 0 152 Future Vol, veh/h 78 397 2 3 365 33 11 2 6 12 0 152 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 82 418 2 3 384 35 12 2 6 13 0 160 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 419 0 0 420 0 0 974 1008 419 991 992 402 Stage 1 ------583 583 -408 408 - Stage 2 ------391 425 -583 584 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1140 --1139 --231 240 634 225 246 649 Stage 1 ------498 498 -620 597 - Stage 2 ------634 586 -498 498 - Platoon blocked, %---- Mov Cap-1 Maneuver 1140 --1139 --157 217 634 199 222 649 Mov Cap-2 Maneuver ------157 217 -199 222 - Stage 1 ------451 452 -618 595 - Stage 2 ------476 584 -445 451 - Approach EB WB NB SB HCM Ctrl Dly, s/v 1.37 0.06 23.51 14.34 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)214 294 --13 --557 HCM Lane V/C Ratio 0.093 0.072 --0.003 --0.31 HCM Ctrl Dly (s/v)23.5 8.4 0 -8.2 0 -14.3 HCM Lane LOS C A A -A A -B HCM 95th %tile Q(veh)0.3 0.2 --0 --1.3 APPENDIX D CUMULATIVE PROJECT TRIP DISTRIBUTION CUMULATIVE PROJECTS - DISTRIBUTION TOTAL OF ALL CUMULATIVE PROJECTS AM Peak Hour NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Central Ave and Cambern Ave 0 92 1 0 191 0 0 0 0 2 0 0 2 Central Ave and Dexter Ave 0 83 49 11 182 0 0 0 0 50 0 10 3 Central Avenue and I-15 Northbound On/Off-ramps 80 73 0 0 128 105 0 0 0 120 0 59 4 Central Avenue and I-15 Southbound On/Off-ramps 0 93 80 105 143 0 59 0 120 0 0 0 5 Central Avenue and Driveway 1 0 93 0 0 193 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 0 0 67 0 0 117 0 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 1 0 0 2 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 82 0 0 59 0 PM Peak Hour NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Central Ave and Cambern Ave 0 211 2 0 140 0 0 0 0 1 0 0 2 Central Ave and Dexter Ave 0 203 54 11 130 0 0 0 0 51 0 10 3 Central Avenue and I-15 Northbound On/Off-ramps 124 138 0 0 95 84 0 0 0 97 0 120 4 Central Avenue and I-15 Southbound On/Off-ramps 0 142 124 84 107 0 120 0 97 0 0 0 5 Central Avenue and Driveway 1 0 213 0 0 141 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 0 0 173 0 0 134 0 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 2 0 0 1 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 73 0 0 61 0 Related Projects Trip Distribution, Totals 6/2/2025, 10:38 AM CUMULATIVE PROJECTS - HAND ENTERED FROM TRAFFIC STUDIES AM Peak Hour NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Central Ave and Cambern Ave 0 94 48 0 0 0 0 4 0 114 3 0 2 Central Ave and Dexter Ave 0 117 0 12 94 8 10 0 0 0 0 15 3 Central Avenue and I-15 Northbound On/Off-ramps 0 84 0 0 63 31 0 0 0 0 0 33 4 Central Avenue and I-15 Southbound On/Off-ramps 0 46 0 26 37 0 38 0 0 0 0 0 5 Central Avenue and Driveway 1 0 0 0 0 0 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 65 0 52 0 0 52 4 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 12 0 0 0 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 12 0 0 15 0 PM Peak Hour NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Central Ave and Cambern Ave 0 117 60 0 0 0 0 5 0 165 4 0 2 Central Ave and Dexter Ave 0 146 0 18 136 11 12 0 0 0 0 19 3 Central Avenue and I-15 Northbound On/Off-ramps 0 105 0 0 91 45 0 0 0 0 0 41 4 Central Avenue and I-15 Southbound On/Off-ramps 0 57 0 38 54 0 48 0 0 0 0 0 5 Central Avenue and Driveway 1 0 0 0 0 0 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 94 0 65 0 0 76 5 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 18 0 0 20 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 18 0 0 19 0 Related Projects Trip Distribution, Totals 6/2/2025, 10:38 AM TOTAL CUMULATIVE PROJECTS TRAFFIC AM Peak Hour NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Central Ave and Cambern Ave 0 186 49 0 191 0 0 4 0 116 3 0 2 Central Ave and Dexter Ave 0 200 49 23 276 8 10 0 0 50 0 25 3 Central Avenue and I-15 Northbound On/Off-ramps 80 157 0 0 191 136 0 0 0 120 0 92 4 Central Avenue and I-15 Southbound On/Off-ramps 0 139 80 131 180 0 97 0 120 0 0 0 5 Central Avenue and Driveway 1 0 93 0 0 193 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 65 0 119 0 0 169 4 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 13 0 0 2 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 94 0 0 74 0 PM Peak Hour NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Central Ave and Cambern Ave 0 328 62 0 140 0 0 5 0 166 4 0 2 Central Ave and Dexter Ave 0 349 54 29 266 11 12 0 0 51 0 29 3 Central Avenue and I-15 Northbound On/Off-ramps 124 243 0 0 186 129 0 0 0 97 0 161 4 Central Avenue and I-15 Southbound On/Off-ramps 0 199 124 122 161 0 168 0 97 0 0 0 5 Central Avenue and Driveway 1 0 213 0 0 141 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 94 0 238 0 0 210 5 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 20 0 0 21 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 91 0 0 80 0 Related Projects Trip Distribution, Totals 6/2/2025, 10:38 AM Int. #:1 Mirror distribution?Y Entire Intersection TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Mirror distribution?AM In 0 68 1 0 34 0 0 0 0 0 0 0 AM Out 0 24 0 0 157 0 0 0 0 2 0 0 AM Tot 0 92 1 0 191 0 0 0 0 2 0 0 PM In 0 183 2 0 22 0 0 0 0 0 0 0 PM Out 0 28 0 0 118 0 0 0 0 1 0 0 PM Tot 0 211 2 0 140 0 0 0 0 1 0 0 Zone #1 NE Retail | 8,17 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 165 0 17 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%10%0%0%0%0%0%0%0% AM Out AM Out 139 0 0 0 0 14 0 0 0 0 0 0 0 PM In 0%10%0%0%0%0%0%0%0%0%0%0%PM In 210 0 21 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%10%0%0%0%0%0%0%0%PM Out 205 0 0 0 0 21 0 0 0 0 0 0 0 Zone #2 NE Housing | 1 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20%AM In 256 0 51 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%20%0%0%0%0%0%0%0% AM Out AM Out 717 0 0 0 0 143 0 0 0 0 0 0 0 PM In 0%20%0%0%0%0%0%0%0%0%0%0%PM In 812 0 162 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%20%0%0%0%0%0%0%0%PM Out 483 0 0 0 0 97 0 0 0 0 0 0 0 Zone #3 NW Mix | 28,23,9 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone #4 E. Housing | 20 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 7 0 0 1 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%10%0%0% AM Out AM Out 23 0 0 0 0 0 0 0 0 0 2 0 0 PM In 0%0%10%0%0%0%0%0%0%0%0%0%PM In 24 0 0 2 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%10%0%0%PM Out 14 0 0 0 0 0 0 0 0 0 1 0 0 Central Ave and Cambern Ave Related Projects Trip Distribution, Int1 6/2/2025, 10:40 AM Int. #:1 Central Ave and Cambern Ave Zone #5 SE Mix of Industrial and Retail | 6,18,24 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 157 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 191 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 195 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 198 0 0 0 0 0 0 0 0 0 0 0 0 Zone #6 SE Housing | 2,3 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone #7 SE industrial | 15,27,4 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone #8 S /SW Mix | 25,19,22,16,5,26 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%AM In 247 0 0 0 0 12 0 0 0 0 0 0 0 Y 0%5%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 83 0 4 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%5%0%0%0%0%0%0%0%PM In 114 0 0 0 0 6 0 0 0 0 0 0 0 PM Out 0%5%0%0%0%0%0%0%0%0%0%0%PM Out 238 0 12 0 0 0 0 0 0 0 0 0 0 Zone #9 Retail | 10 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 105 0 0 0 0 11 0 0 0 0 0 0 0 Y 0%10%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 95 0 10 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%10%0%0%0%0%0%0%0%PM In 105 0 0 0 0 11 0 0 0 0 0 0 0 PM Out 0%10%0%0%0%0%0%0%0%0%0%0%PM Out 100 0 10 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int1 6/2/2025, 10:40 AM Int. #:1 Central Ave and Cambern Ave Zone #10 SW Mix | 21,12 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%AM In 226 0 0 0 0 11 0 0 0 0 0 0 0 Y 0%5%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 190 0 10 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%5%0%0%0%0%0%0%0%PM In 91 0 0 0 0 5 0 0 0 0 0 0 0 PM Out 0%5%0%0%0%0%0%0%0%0%0%0%PM Out 115 0 6 0 0 0 0 0 0 0 0 0 0 Zone #11 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone #12 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int1 6/2/2025, 10:40 AM Int. #:2 Y TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 0 69 49 11 23 0 0 0 0 0 0 0 AM Out 0 14 0 0 159 0 0 0 0 50 0 10 AM Tot 0 83 49 11 182 0 0 0 0 50 0 10 PM In 0 185 54 11 11 0 0 0 0 0 0 0 PM Out 0 18 0 0 119 0 0 0 0 51 0 10 PM Tot 0 203 54 11 130 0 0 0 0 51 0 10 Zone #1 NE Retail | 8,17 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 165 0 17 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%10%0%0%0%0%0%0%0% AM Out AM Out 139 0 0 0 0 14 0 0 0 0 0 0 0 PM In 0%10%0%0%0%0%0%0%0%0%0%0%PM In 210 0 21 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%10%0%0%0%0%0%0%0%PM Out 205 0 0 0 0 21 0 0 0 0 0 0 0 Zone #2 NE Housing | 1 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20%AM In 256 0 51 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%20%0%0%0%0%0%0%0% AM Out AM Out 717 0 0 0 0 143 0 0 0 0 0 0 0 PM In 0%20%0%0%0%0%0%0%0%0%0%0%PM In 812 0 162 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%20%0%0%0%0%0%0%0%PM Out 483 0 0 0 0 97 0 0 0 0 0 0 0 Zone #3 NW Mix | 28,23,9 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone #4 E. Housing | 20 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%10%AM In 7 0 1 1 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%10%0%0%0%0%10%0%0% AM Out AM Out 23 0 0 0 0 2 0 0 0 0 2 0 0 PM In 0%10%10%0%0%0%0%0%0%0%0%0%PM In 24 0 2 2 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%10%0%0%0%0%10%0%0%PM Out 14 0 0 0 0 1 0 0 0 0 1 0 0 Central Ave and Dexter Ave Related Projects Trip Distribution, Int 2 6/2/2025, 10:42 AM Int. #:2 Central Ave and Dexter Ave Zone #5 SE Mix of Industrial and Retail | 6,18,24 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 157 0 0 16 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%10%0%0% AM Out AM Out 191 0 0 0 0 0 0 0 0 0 19 0 0 PM In 0%0%10%0%0%0%0%0%0%0%0%0%PM In 195 0 0 20 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%10%0%0%PM Out 198 0 0 0 0 0 0 0 0 0 20 0 0 Zone #6 SE Housing | 2,3 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone #7 SE industrial | 15,27,4 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone #8 S /SW Mix | 25,19,22,16,5,26 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%AM In 247 0 0 0 0 12 0 0 0 0 0 0 0 Y 0%5%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 83 0 4 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%5%0%0%0%0%0%0%0%PM In 114 0 0 0 0 6 0 0 0 0 0 0 0 PM Out 0%5%0%0%0%0%0%0%0%0%0%0%PM Out 238 0 12 0 0 0 0 0 0 0 0 0 0 Zone #9 Retail | 10 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 30%10%AM In 105 0 0 32 11 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%30%0%10% AM Out AM Out 95 0 0 0 0 0 0 0 0 0 29 0 10 PM In 0%0%30%10%0%0%0%0%0%0%0%0%PM In 105 0 0 32 11 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%30%0%10%PM Out 100 0 0 0 0 0 0 0 0 0 30 0 10 Related Projects Trip Distribution, Int 2 6/2/2025, 10:42 AM Int. #:2 Central Ave and Dexter Ave Zone #10 SW Mix | 21,12 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%AM In 226 0 0 0 0 11 0 0 0 0 0 0 0 Y 0%5%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 190 0 10 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%5%0%0%0%0%0%0%0%PM In 91 0 0 0 0 5 0 0 0 0 0 0 0 PM Out 0%5%0%0%0%0%0%0%0%0%0%0%PM Out 115 0 6 0 0 0 0 0 0 0 0 0 0 Zone #11 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone #12 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 2 6/2/2025, 10:42 AM Int. #:3 N TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 0 59 0 0 23 0 0 0 0 120 0 59 AM Out 80 14 0 0 105 105 0 0 0 0 0 0 AM Tot 80 73 0 0 128 105 0 0 0 120 0 59 PM In 0 120 0 0 11 0 0 0 0 97 0 120 PM Out 124 18 0 0 84 84 0 0 0 0 0 0 PM Tot 124 138 0 0 95 84 0 0 0 97 0 120 Zone #1 NE Retail | 8,17 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%5%AM In 165 0 8 0 0 0 0 0 0 0 0 0 8 N 0%0%0%0%5%5%0%0%0%0%0%0% AM Out 5%5%AM Out 139 0 0 0 0 7 7 0 0 0 0 0 0 PM In 0%5%0%0%0%0%0%0%0%0%0%5%PM In 210 0 11 0 0 0 0 0 0 0 0 0 11 PM Out 0%0%0%0%5%5%0%0%0%0%0%0%PM Out 205 0 0 0 0 10 10 0 0 0 0 0 0 Zone #2 NE Housing | 1 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%10%AM In 256 0 26 0 0 0 0 0 0 0 0 0 26 N 0%0%0%0%10%10%0%0%0%0%0%0% AM Out 10%10%AM Out 717 0 0 0 0 72 72 0 0 0 0 0 0 PM In 0%10%0%0%0%0%0%0%0%0%0%10%PM In 812 0 81 0 0 0 0 0 0 0 0 0 81 PM Out 0%0%0%0%10%10%0%0%0%0%0%0%PM Out 483 0 0 0 0 48 48 0 0 0 0 0 0 Zone #3 NW Mix | 28,23,9 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone #4 E. Housing | 20 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%10%AM In 7 0 1 0 0 0 0 0 0 0 0 0 1 N 0%0%0%0%10%10%0%0%0%0%0%0% AM Out 10%10%AM Out 23 0 0 0 0 2 2 0 0 0 0 0 0 PM In 0%10%0%0%0%0%0%0%0%0%0%10%PM In 24 0 2 0 0 0 0 0 0 0 0 0 2 PM Out 0%0%0%0%10%10%0%0%0%0%0%0%PM Out 14 0 0 0 0 1 1 0 0 0 0 0 0 Central Avenue and I-15 Northbound On/Off-ramps Related Projects Trip Distribution, Int 3 6/2/2025, 10:44 AM Int. #:3 Central Avenue and I-15 Northbound On/Off-ramps Zone #5 SE Mix of Industrial and Retail | 6,18,24 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%5%AM In 157 0 8 0 0 0 0 0 0 0 0 0 8 N 0%0%0%0%5%5%0%0%0%0%0%0% AM Out 5%5%AM Out 191 0 0 0 0 10 10 0 0 0 0 0 0 PM In 0%5%0%0%0%0%0%0%0%0%0%5%PM In 195 0 10 0 0 0 0 0 0 0 0 0 10 PM Out 0%0%0%0%5%5%0%0%0%0%0%0%PM Out 198 0 0 0 0 10 10 0 0 0 0 0 0 Zone #6 SE Housing | 2,3 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone #7 SE industrial | 15,27,4 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone #8 S /SW Mix | 25,19,22,16,5,26 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%10%AM In 247 0 0 0 0 12 0 0 0 0 25 0 0 N 10%5%0%0%0%0%0%0%0%0%0%0% AM Out 10%5%AM Out 83 8 4 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%5%0%0%0%0%10%0%0%PM In 114 0 0 0 0 6 0 0 0 0 11 0 0 PM Out 10%5%0%0%0%0%0%0%0%0%0%0%PM Out 238 24 12 0 0 0 0 0 0 0 0 0 0 Zone #9 Retail | 10 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 15%15%AM In 105 0 16 0 0 0 0 0 0 0 0 0 16 N 0%0%0%0%15%15%0%0%0%0%0%0% AM Out 15%15%AM Out 95 0 0 0 0 14 14 0 0 0 0 0 0 PM In 0%15%0%0%0%0%0%0%0%0%0%15%PM In 105 0 16 0 0 0 0 0 0 0 0 0 16 PM Out 0%0%0%0%15%15%0%0%0%0%0%0%PM Out 100 0 0 0 0 15 15 0 0 0 0 0 0 Related Projects Trip Distribution, Int 3 6/2/2025, 10:44 AM Int. #:3 Central Avenue and I-15 Northbound On/Off-ramps Zone #10 SW Mix | 21,12 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%15%AM In 226 0 0 0 0 11 0 0 0 0 34 0 0 N 15%5%0%0%0%0%0%0%0%0%0%0% AM Out 15%5%AM Out 190 29 10 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%5%0%0%0%0%15%0%0%PM In 91 0 0 0 0 5 0 0 0 0 14 0 0 PM Out 15%5%0%0%0%0%0%0%0%0%0%0%PM Out 115 17 6 0 0 0 0 0 0 0 0 0 0 Zone #11 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20%AM In 306 0 0 0 0 0 0 0 0 0 61 0 0 N 20%0%0%0%0%0%0%0%0%0%0%0% AM Out 20%AM Out 214 43 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%20%0%0%PM In 360 0 0 0 0 0 0 0 0 0 72 0 0 PM Out 20%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 83 0 0 0 0 0 0 0 0 0 0 0 Zone #12 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 3 6/2/2025, 10:44 AM Enter only in blue cells Int. #:4 Central Avenue and I-15 Southbound On/Off-ramps N TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 0 0 0 0 143 0 59 0 120 0 0 0 AM Out 0 93 80 105 0 0 0 0 0 0 0 0 AM Tot 0 93 80 105 143 0 59 0 120 0 0 0 PM In 0 0 0 0 107 0 120 0 97 0 0 0 PM Out 0 142 124 84 0 0 0 0 0 0 0 0 PM Tot 0 142 124 84 107 0 120 0 97 0 0 0 Zone #1 NE Retail | 8,17 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%AM In 165 0 0 0 0 0 0 8 0 0 0 0 0 N 0%0%0%5%0%0%0%0%0%0%0%0% AM Out 5%AM Out 139 0 0 0 7 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%5%0%0%0%0%PM In 210 0 0 0 0 0 0 11 0 0 0 0 0 PM Out 0%0%0%5%0%0%0%0%0%0%0%0%PM Out 205 0 0 0 10 0 0 0 0 0 0 0 0 Zone #2 NE Housing | 1 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 256 0 0 0 0 0 0 26 0 0 0 0 0 N 0%0%0%10%0%0%0%0%0%0%0%0% AM Out 10%AM Out 717 0 0 0 72 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%10%0%0%0%0%0%PM In 812 0 0 0 0 0 0 81 0 0 0 0 0 PM Out 0%0%0%10%0%0%0%0%0%0%0%0%PM Out 483 0 0 0 48 0 0 0 0 0 0 0 0 Zone #3 NW Mix | 28,23,9 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone #4 E. Housing | 20 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 7 0 0 0 0 0 0 1 0 0 0 0 0 N 0%0%0%10%0%0%0%0%0%0%0%0% AM Out 10%AM Out 23 0 0 0 2 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%10%0%0%0%0%0%PM In 24 0 0 0 0 0 0 2 0 0 0 0 0 PM Out 0%0%0%10%0%0%0%0%0%0%0%0%PM Out 14 0 0 0 1 0 0 0 0 0 0 0 0 Yellow cells calculate Related Projects Trip Distribution, Int 4 6/2/2025, 10:47 AM Int. #:4 Central Avenue and I-15 Southbound On/Off-ramps Zone #5 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%AM In 157 0 0 0 0 0 0 8 0 0 0 0 0 N 0%0%0%5%0%0%0%0%0%0%0%0% AM Out 5%AM Out 191 0 0 0 10 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%5%0%0%0%0%0%PM In 195 0 0 0 0 0 0 10 0 0 0 0 0 PM Out 0%0%0%5%0%0%0%0%0%0%0%0%PM Out 198 0 0 0 10 0 0 0 0 0 0 0 0 Zone #6 SE Housing | 2,3 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone #7 SE industrial | 15,27,4 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone #8 S /SW Mix | 25,19,22,16,5,26 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 15%10%AM In 247 0 0 0 0 37 0 0 0 25 0 0 0 N 0%15%10%0%0%0%0%0%0%0%0%0% AM Out 15%10%AM Out 83 0 12 8 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%15%0%0%0%10%0%0%0%PM In 114 0 0 0 0 17 0 0 0 11 0 0 0 PM Out 0%15%10%0%0%0%0%0%0%0%0%0%PM Out 238 0 36 24 0 0 0 0 0 0 0 0 0 Zone #9 Retail | 10 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 15%AM In 105 0 0 0 0 0 0 16 0 0 0 0 0 N 0%0%0%15%0%0%0%0%0%0%0%0% AM Out 15%AM Out 95 0 0 0 14 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%15%0%0%0%0%0%PM In 105 0 0 0 0 0 0 16 0 0 0 0 0 PM Out 0%0%0%15%0%0%0%0%0%0%0%0%PM Out 100 0 0 0 15 0 0 0 0 0 0 0 0 SE Mix of Industrial and Retail | 6,18,24 Related Projects Trip Distribution, Int 4 6/2/2025, 10:47 AM Int. #:4 Central Avenue and I-15 Southbound On/Off-ramps Zone #10 SW Mix | 21,12 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20%15%AM In 226 0 0 0 0 45 0 0 0 34 0 0 0 N 0%20%15%0%0%0%0%0%0%0%0%0% AM Out 20%15%AM Out 190 0 38 29 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%20%0%0%0%15%0%0%0%PM In 91 0 0 0 0 18 0 0 0 14 0 0 0 PM Out 0%20%15%0%0%0%0%0%0%0%0%0%PM Out 115 0 23 17 0 0 0 0 0 0 0 0 0 Zone #11 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20%20%AM In 306 0 0 0 0 61 0 0 0 61 0 0 0 N 0%20%20%0%0%0%0%0%0%0%0%0% AM Out 20%20%AM Out 214 0 43 43 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%20%0%0%0%20%0%0%0%PM In 360 0 0 0 0 72 0 0 0 72 0 0 0 PM Out 0%20%20%0%0%0%0%0%0%0%0%0%PM Out 416 0 83 83 0 0 0 0 0 0 0 0 0 Zone #12 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 4 6/2/2025, 10:47 AM Int. #:5 Y TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 0 69 0 0 34 0 0 0 0 0 0 0 AM Out 0 24 0 0 159 0 0 0 0 0 0 0 AM Tot 0 93 0 0 193 0 0 0 0 0 0 0 PM In 0 185 0 0 22 0 0 0 0 0 0 0 PM Out 0 28 0 0 119 0 0 0 0 0 0 0 PM Tot 0 213 0 0 141 0 0 0 0 0 0 0 Zone #1 NE Retail | 8,17 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 165 0 17 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%10%0%0%0%0%0%0%0% AM Out AM Out 139 0 0 0 0 14 0 0 0 0 0 0 0 PM In 0%10%0%0%0%0%0%0%0%0%0%PM In 210 0 21 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%10%0%0%0%0%0%0%0%PM Out 205 0 0 0 0 21 0 0 0 0 0 0 0 Zone #2 NE Housing | 1 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20%AM In 256 0 51 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%20%0%0%0%0%0%0%0% AM Out AM Out 717 0 0 0 0 143 0 0 0 0 0 0 0 PM In 0%20%0%0%0%0%0%0%0%0%0%0%PM In 812 0 162 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%20%0%0%0%0%0%0%0%PM Out 483 0 0 0 0 97 0 0 0 0 0 0 0 Zone #3 NW Mix | 28,23,9 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone #4 E. Housing | 20 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 7 0 1 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%10%0%0%0%0%0%0%0% AM Out AM Out 23 0 0 0 0 2 0 0 0 0 0 0 0 PM In 0%10%0%0%0%0%0%0%0%0%0%0%PM In 24 0 2 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%10%0%0%0%0%0%0%0%PM Out 14 0 0 0 0 1 0 0 0 0 0 0 0 Central Avenue and Driveway 1 Related Projects Trip Distribution, Int 5 6/2/2025, 10:51 AM Int. #:5 Central Avenue and Driveway 1 Zone #5 SE Mix of Industrial and Retail | 6,18,24 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 157 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 191 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 195 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 198 0 0 0 0 0 0 0 0 0 0 0 0 Zone #6 SE Housing | 2,3 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone #7 SE industrial | 15,27,4 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone #8 S /SW Mix | 25,19,22,16,5,26 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%AM In 247 0 0 0 0 12 0 0 0 0 0 0 0 Y 0%5%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 83 0 4 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%5%0%0%0%0%0%0%0%PM In 114 0 0 0 0 6 0 0 0 0 0 0 0 PM Out 0%5%0%0%0%0%0%0%0%0%0%0%PM Out 238 0 12 0 0 0 0 0 0 0 0 0 0 Zone #9 Retail | 10 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 105 0 0 0 0 11 0 0 0 0 0 0 0 Y 0%10%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 95 0 10 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%10%0%0%0%0%0%0%0%PM In 105 0 0 0 0 11 0 0 0 0 0 0 0 PM Out 0%10%0%0%0%0%0%0%0%0%0%0%PM Out 100 0 10 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 5 6/2/2025, 10:51 AM Int. #:5 Central Avenue and Driveway 1 Zone #10 SW Mix | 21,12 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5%AM In 226 0 0 0 0 11 0 0 0 0 0 0 0 Y 0%5%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 190 0 10 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%5%0%0%0%0%0%0%0%PM In 91 0 0 0 0 5 0 0 0 0 0 0 0 PM Out 0%5%0%0%0%0%0%0%0%0%0%0%PM Out 115 0 6 0 0 0 0 0 0 0 0 0 0 Zone #11 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone #12 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 5 6/2/2025, 10:51 AM Int. #:6 Y TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 0 0 0 0 0 0 0 67 0 0 0 0 AM Out 0 0 0 0 0 0 0 0 0 0 117 0 AM Tot 0 0 0 0 0 0 0 67 0 0 117 0 PM In 0 0 0 0 0 0 0 173 0 0 0 0 PM Out 0 0 0 0 0 0 0 0 0 0 134 0 PM Tot 0 0 0 0 0 0 0 173 0 0 134 0 Zone #1 NE Retail | 8,17 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 165 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 139 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%PM In 210 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 205 0 0 0 0 0 0 0 0 0 0 0 0 Zone #2 NE Housing | 1 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 256 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 717 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 812 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 483 0 0 0 0 0 0 0 0 0 0 0 0 Zone #3 NW Mix | 28,23,9 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone #4 E. Housing | 20 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 7 0 0 0 0 0 0 0 1 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%10%0% AM Out AM Out 23 0 0 0 0 0 0 0 0 0 0 2 0 PM In 0%0%0%0%0%0%0%10%0%0%0%0%PM In 24 0 0 0 0 0 0 0 2 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%10%0%PM Out 14 0 0 0 0 0 0 0 0 0 0 1 0 Cambern Avenue and Driveway 2 Related Projects Trip Distribution, Int 6 6/2/2025, 10:52 AM Int. #:6 Cambern Avenue and Driveway 2 Zone #5 SE Mix of Industrial and Retail | 6,18,24 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 157 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 191 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 195 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 198 0 0 0 0 0 0 0 0 0 0 0 0 Zone #6 SE Housing | 2,3 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 664 0 0 0 0 0 0 0 66 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%10%0% AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 115 0 PM In 0%0%0%0%0%0%0%10%0%0%0%0%PM In 1,708 0 0 0 0 0 0 0 171 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%10%0%PM Out 1,332 0 0 0 0 0 0 0 0 0 0 133 0 Zone #7 SE industrial | 15,27,4 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone #8 S /SW Mix | 25,19,22,16,5,26 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 247 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 83 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 114 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 238 0 0 0 0 0 0 0 0 0 0 0 0 Zone #9 Retail | 10 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 105 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 95 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 105 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 100 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 6 6/2/2025, 10:52 AM Int. #:6 Cambern Avenue and Driveway 2 Zone #10 SW Mix | 21,12 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 226 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 190 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 91 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 115 0 0 0 0 0 0 0 0 0 0 0 0 Zone #11 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone #12 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 Y 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 6 6/2/2025, 10:52 AM Int. #:7 N TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 0 0 0 0 0 0 0 1 0 0 0 0 AM Out 0 0 0 0 0 0 0 0 0 0 2 0 AM Tot 0 0 0 0 0 0 0 1 0 0 2 0 PM In 0 0 0 0 0 0 0 2 0 0 0 0 PM Out 0 0 0 0 0 0 0 0 0 0 1 0 PM Tot 0 0 0 0 0 0 0 2 0 0 1 0 Zone #1 NE Retail | 8,17 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 165 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 139 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%PM In 210 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 205 0 0 0 0 0 0 0 0 0 0 0 0 Zone #2 NE Housing | 1 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 256 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 717 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 812 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 483 0 0 0 0 0 0 0 0 0 0 0 0 Zone #3 NW Mix | 28,23,9 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone #4 E. Housing | 20 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 7 0 0 0 0 0 0 0 1 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%10%0% AM Out 10%AM Out 23 0 0 0 0 0 0 0 0 0 0 2 0 PM In 0%0%0%0%0%0%0%10%0%0%0%0%PM In 24 0 0 0 0 0 0 0 2 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%10%0%PM Out 14 0 0 0 0 0 0 0 0 0 0 1 0 Cambern Avenue and Driveway 3 Related Projects Trip Distribution, Int 7 6/2/2025, 10:53 AM Int. #:7 Cambern Avenue and Driveway 3 Zone #5 SE Mix of Industrial and Retail | 6,18,24 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 157 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 191 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 195 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 198 0 0 0 0 0 0 0 0 0 0 0 0 Zone #6 SE Housing | 2,3 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone #7 SE industrial | 15,27,4 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone #8 S /SW Mix | 25,19,22,16,5,26 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 247 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 83 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 114 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 238 0 0 0 0 0 0 0 0 0 0 0 0 Zone #9 Retail | 10 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 105 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 95 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 105 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 100 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 7 6/2/2025, 10:53 AM Int. #:7 Cambern Avenue and Driveway 3 Zone #10 SW Mix | 21,12 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 226 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 190 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 91 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 115 0 0 0 0 0 0 0 0 0 0 0 0 Zone #11 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone #12 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 7 6/2/2025, 10:53 AM Int. #:8 N TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 0 0 0 0 0 0 0 82 0 0 0 0 AM Out 0 0 0 0 0 0 0 0 0 0 59 0 AM Tot 0 0 0 0 0 0 0 82 0 0 59 0 PM In 0 0 0 0 0 0 0 73 0 0 0 0 PM Out 0 0 0 0 0 0 0 0 0 0 61 0 PM Tot 0 0 0 0 0 0 0 73 0 0 61 0 Zone #1 NE Retail | 8,17 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 165 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 139 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%PM In 210 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 205 0 0 0 0 0 0 0 0 0 0 0 0 Zone #2 NE Housing | 1 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 256 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 717 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 812 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 483 0 0 0 0 0 0 0 0 0 0 0 0 Zone #3 NW Mix | 28,23,9 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone #4 E. Housing | 20 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 7 0 0 0 0 0 0 0 1 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%10%0% AM Out 10%AM Out 23 0 0 0 0 0 0 0 0 0 0 2 0 PM In 0%0%0%0%0%0%0%10%0%0%0%0%PM In 24 0 0 0 0 0 0 0 2 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%10%0%PM Out 14 0 0 0 0 0 0 0 0 0 0 1 0 Dexter Avenue and Driveway 4 Related Projects Trip Distribution, Int 8 6/2/2025, 10:55 AM Int. #:8 Dexter Avenue and Driveway 4 Zone #5 SE Mix of Industrial and Retail | 6,18,24 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 157 0 0 0 0 0 0 0 16 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%10%0% AM Out 10%AM Out 191 0 0 0 0 0 0 0 0 0 0 19 0 PM In 0%0%0%0%0%0%0%10%0%0%0%0%PM In 195 0 0 0 0 0 0 0 20 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%10%0%PM Out 198 0 0 0 0 0 0 0 0 0 0 20 0 Zone #6 SE Housing | 2,3 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone #7 SE industrial | 15,27,4 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone #8 S /SW Mix | 25,19,22,16,5,26 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 247 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 83 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 114 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 238 0 0 0 0 0 0 0 0 0 0 0 0 Zone #9 Retail | 10 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 40%AM In 105 0 0 0 0 0 0 0 42 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%40%0% AM Out 40%AM Out 95 0 0 0 0 0 0 0 0 0 0 38 0 PM In 0%0%0%0%0%0%0%40%0%0%0%0%PM In 105 0 0 0 0 0 0 0 42 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%40%0%PM Out 100 0 0 0 0 0 0 0 0 0 0 40 0 Related Projects Trip Distribution, Int 8 6/2/2025, 10:55 AM Int. #:8 Dexter Avenue and Driveway 4 Zone #10 SW Mix | 21,12 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10%AM In 226 0 0 0 0 0 0 0 23 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 190 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%10%0%0%0%0%PM In 91 0 0 0 0 0 0 0 9 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 115 0 0 0 0 0 0 0 0 0 0 0 0 Zone #11 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone #12 W mix mainly industrial | 11,7,13 Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0 N 0%0%0%0%0%0%0%0%0%0%0%0% AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0 PM In 0%0%0%0%0%0%0%0%0%0%0%0%PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0%0%0%0%0%0%0%0%0%0%0%0%PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 8 6/2/2025, 10:55 AM APPENDIX E.1 INTERSECTION ANALYSIS WORKSHEET RECOMMENDED IMPROVEMENTS HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 05/30/2025 Rcommended Improvements 1:23 pm 05/15/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)285 135 65 245 133 234 93 1648 139 192 1236 161 Future Volume (veh/h)285 135 65 245 133 234 93 1648 139 192 1236 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 300 142 68 258 140 246 98 1735 146 202 1301 169 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 267 225 108 329 249 370 153 1718 917 178 1916 855 Arrive On Green 0.15 0.19 0.19 0.10 0.13 0.13 0.04 0.48 0.48 0.10 0.54 0.54 Sat Flow, veh/h 1781 1195 572 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 210 258 140 246 98 1735 146 202 1301 169 Grp Sat Flow(s),veh/h/ln 1781 0 1767 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 18.0 0.0 13.1 8.8 8.4 16.0 3.3 58.0 5.1 12.0 31.9 6.6 Cycle Q Clear(g_c), s 18.0 0.0 13.1 8.8 8.4 16.0 3.3 58.0 5.1 12.0 31.9 6.6 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 267 0 333 329 249 370 153 1718 917 178 1916 855 V/C Ratio(X)1.12 0.00 0.63 0.78 0.56 0.67 0.64 1.01 0.16 1.13 0.68 0.20 Avail Cap(c_a), veh/h 267 0 333 662 249 370 461 1718 917 178 1916 855 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 0.0 44.9 53.1 48.7 41.7 56.4 31.0 11.7 54.0 20.1 14.3 Incr Delay (d2), s/veh 92.2 0.0 8.8 4.1 8.8 9.1 4.4 24.2 0.1 108.0 1.0 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 14.7 0.0 6.5 3.9 4.5 7.3 1.5 28.1 1.7 10.5 12.2 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 143.2 0.0 53.7 57.2 57.6 50.9 60.9 55.2 11.8 162.0 21.1 14.4 LnGrp LOS F D E E D E F B F C B Approach Vol, veh/h 510 644 1979 1672 Approach Delay, s/veh 106.3 54.9 52.3 37.4 Approach LOS F D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 22.0 20.0 16.0 62.0 15.4 26.6 9.3 68.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 16.0 12.0 58.0 23.0 11.0 16.0 54.0 Max Q Clear Time (g_c+I1), s 20.0 18.0 14.0 60.0 10.8 15.1 5.3 33.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.7 0.0 0.2 9.3 Intersection Summary HCM 7th Control Delay, s/veh 53.2 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. APPENDIX E.2 INTERSECTION ANALYSIS WORKSHEET - RECOMMENDED IMPROVEMENTS WITH COORDINATED INTERSECTIONS HCM 7th Signalized Intersection Summary 1: Central Ave & Cambern Ave 06/17/2025 Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 BaselineSynchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)285 135 65 245 133 234 93 1648 139 196 1232 161 Future Volume (veh/h)285 135 65 245 133 234 93 1648 139 196 1232 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 300 142 68 258 140 246 98 1735 146 206 1297 169 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 267 225 108 329 249 370 153 1718 917 178 1916 855 Arrive On Green 0.15 0.19 0.19 0.10 0.13 0.13 0.04 0.48 0.48 0.10 0.54 0.54 Sat Flow, veh/h 1781 1195 572 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 210 258 140 246 98 1735 146 206 1297 169 Grp Sat Flow(s),veh/h/ln 1781 0 1767 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 18.0 0.0 13.1 8.8 8.4 16.0 3.3 58.0 5.1 12.0 31.8 6.6 Cycle Q Clear(g_c), s 18.0 0.0 13.1 8.8 8.4 16.0 3.3 58.0 5.1 12.0 31.8 6.6 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 267 0 333 329 249 370 153 1718 917 178 1916 855 V/C Ratio(X)1.12 0.00 0.63 0.78 0.56 0.67 0.64 1.01 0.16 1.16 0.68 0.20 Avail Cap(c_a), veh/h 267 0 333 662 249 370 461 1718 917 178 1916 855 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 0.0 44.9 53.1 48.7 41.7 56.4 31.0 11.7 54.0 20.1 14.3 Incr Delay (d2), s/veh 92.2 0.0 8.8 4.1 8.8 9.1 4.4 24.2 0.4 115.8 1.9 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 14.7 0.0 6.5 3.9 4.5 7.3 1.5 28.1 1.7 10.9 12.4 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 143.2 0.0 53.7 57.2 57.6 50.9 60.9 55.2 12.1 169.8 22.0 14.8 LnGrp LOS F D E E D E F B F C B Approach Vol, veh/h 510 644 1979 1672 Approach Delay, s/veh 106.3 54.9 52.3 39.5 Approach LOS F D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 22.0 20.0 16.0 62.0 15.4 26.6 9.3 68.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 16.0 12.0 58.0 23.0 11.0 16.0 54.0 Max Q Clear Time (g_c+I1), s 20.0 18.0 14.0 60.0 10.8 15.1 5.3 33.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.7 0.0 0.2 9.3 Intersection Summary HCM 7th Control Delay, s/veh 53.9 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 2: Dexter Ave & Central Ave 06/17/2025 Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 BaselineSynchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 104 243 323 145 84 275 1895 289 107 1330 77 Future Volume (veh/h) 104 104 243 323 145 84 275 1895 289 107 1330 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 109 109 256 340 153 88 289 1995 304 113 1400 81 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 138 287 540 297 270 155 334 2167 673 139 2025 499 Arrive On Green 0.08 0.15 0.15 0.17 0.24 0.24 0.06 0.14 0.14 0.08 0.31 0.31 Sat Flow, veh/h 1781 1870 1585 1781 1114 641 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 109 109 256 340 0 241 289 1995 304 113 1400 81 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1755 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 5.4 4.7 11.4 15.0 0.0 10.9 14.5 34.7 15.8 5.6 17.2 3.3 Cycle Q Clear(g_c), s 5.4 4.7 11.4 15.0 0.0 10.9 14.5 34.7 15.8 5.6 17.2 3.3 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 138 287 540 297 0 425 334 2167 673 139 2025 499 V/C Ratio(X)0.79 0.38 0.47 1.15 0.00 0.57 0.87 0.92 0.45 0.82 0.69 0.16 Avail Cap(c_a), veh/h 218 333 579 297 0 425 435 2167 673 139 2025 499 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 0.60 0.60 0.60 1.00 1.00 1.00 Uniform Delay (d), s/veh40.8 34.3 23.3 37.5 0.0 29.9 41.1 37.2 29.1 40.9 27.0 22.3 Incr Delay (d2), s/veh 9.5 0.8 0.6 97.4 0.0 1.8 8.6 5.1 1.3 30.0 2.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.6 2.1 4.2 14.3 0.0 4.6 7.6 16.6 6.9 3.5 6.2 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.3 35.1 24.0 134.9 0.0 31.7 49.7 42.3 30.4 70.9 29.0 23.0 LnGrp LOS D D C F C D D C E C C Approach Vol, veh/h 474 581 2588 1594 Approach Delay, s/veh 32.6 92.1 41.7 31.6 Approach LOS C F D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s11.0 42.2 19.0 17.8 20.9 32.3 11.0 25.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s7.6 36.7 17.0 13.4 16.5 19.2 7.4 12.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.4 1.4 0.1 0.7 Intersection Summary HCM 7th Control Delay, s/veh 43.4 HCM 7th LOS D HCM 7th Signalized Intersection Summary 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 06/17/2025 Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 BaselineSynchro 12 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 399 1 845 181 1647 0 0 1283 560 Future Volume (veh/h)0 0 0 399 1 845 181 1647 0 0 1283 560 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 280 0 1039 191 1734 0 0 1351 589 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 0 0 2 2 Cap, veh/h 831 0 1479 139 2269 0 0 1645 511 Arrive On Green 0.47 0.00 0.47 0.16 0.89 0.00 0.00 0.11 0.11 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585 Grp Volume(v), veh/h 280 0 1039 191 1734 0 0 1351 589 Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 9.0 0.0 23.4 7.0 10.6 0.0 0.0 23.3 29.0 Cycle Q Clear(g_c), s 9.0 0.0 23.4 7.0 10.6 0.0 0.0 23.3 29.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 831 0 1479 139 2269 0 0 1645 511 V/C Ratio(X)0.34 0.00 0.70 1.38 0.76 0.00 0.00 0.82 1.15 Avail Cap(c_a), veh/h 831 0 1479 139 2269 0 0 1645 511 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 0.33 0.33 Upstream Filter(I)1.00 0.00 1.00 0.56 0.56 0.00 0.00 0.58 0.58 Uniform Delay (d), s/veh 15.2 0.0 19.0 38.0 3.4 0.0 0.0 37.7 40.2 Incr Delay (d2), s/veh 1.1 0.0 2.8 193.7 1.4 0.0 0.0 2.8 81.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 8.6 10.2 1.7 0.0 0.0 10.9 23.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 16.3 0.0 21.9 231.7 4.8 0.0 0.0 40.5 122.1 LnGrp LOS B C F A D F Approach Vol, veh/h 1319 1925 1940 Approach Delay, s/veh 20.7 27.3 65.3 Approach LOS C C E Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 46.0 44.0 11.0 33.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0 Max Q Clear Time (g_c+I1), s 25.4 12.6 9.0 31.0 Green Ext Time (p_c), s 5.5 15.9 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 39.8 HCM 7th LOS D Notes User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 06/17/2025 Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 BaselineSynchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 743 3 200 0 0 0 0 1168 389 581 1097 0 Future Volume (veh/h) 743 3 200 0 0 0 0 1168 389 581 1097 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 849 0 142 0 1229 409 612 1155 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 0 2 2 2 2 0 Cap, veh/h 1227 0 546 0 1661 516 681 2014 0 Arrive On Green 0.34 0.00 0.34 0.00 0.33 0.33 0.39 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0 Grp Volume(v), veh/h 849 0 142 0 1229 409 612 1155 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 18.5 0.0 5.8 0.0 19.2 21.1 15.0 0.0 0.0 Cycle Q Clear(g_c), s 18.5 0.0 5.8 0.0 19.2 21.1 15.0 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 1227 0 546 0 1661 516 681 2014 0 V/C Ratio(X)0.69 0.00 0.26 0.00 0.74 0.79 0.90 0.57 0.00 Avail Cap(c_a), veh/h 1227 0 546 0 1661 516 768 2014 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 1.00 1.00 0.58 0.58 0.00 Uniform Delay (d), s/veh25.4 0.0 21.2 0.0 27.0 27.6 26.4 0.0 0.0 Incr Delay (d2), s/veh 3.2 0.0 1.2 0.0 3.0 11.9 7.9 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/ln7.7 0.0 2.2 0.0 7.8 9.2 5.2 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 28.6 0.0 22.4 0.0 30.0 39.5 34.4 0.7 0.0 LnGrp LOS C C C D C A Approach Vol, veh/h 991 1638 1767 Approach Delay, s/veh 27.7 32.4 12.4 Approach LOS C C B Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 21.7 33.3 35.0 55.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0 Max Q Clear Time (g_c+I1), s 17.0 23.1 20.5 2.0 Green Ext Time (p_c), s 0.8 2.9 2.9 10.5 Intersection Summary HCM 7th Control Delay, s/veh 23.3 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 7th TWSC 5: Central Ave & Driveway 1 06/17/2025 Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 BaselineSynchro 12 Report Page 5 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 165 0 0 53 0 1730 221 0 1303 53 Future Vol, veh/h 0 0 165 0 0 53 0 1730 221 0 1303 53 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --None --Free Storage Length --0 --0 --149 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 174 0 0 56 0 1821 233 0 1372 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All --686 --911 -0 0 --0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --7.14 --7.14 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --3.92 --3.92 ------ Pot Cap-1 Maneuver 0 0 335 0 0 238 0 --0 -0 Stage 1 0 0 -0 0 -0 --0 -0 Stage 2 0 0 -0 0 -0 --0 -0 Platoon blocked, %--- Mov Cap-1 Maneuver --335 --238 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Ctrl Dly, s/v 26.82 24.71 0 0 HCM LOS D C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT Capacity (veh/h)--335 238 - HCM Lane V/C Ratio --0.519 0.235 - HCM Ctrl Dly (s/v)--26.8 24.7 - HCM Lane LOS --D C - HCM 95th %tile Q(veh)--2.8 0.9 - HCM 7th TWSC 6: Driveway 2 & Cambern Ave 06/17/2025 Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 BaselineSynchro 12 Report Page 6 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 485 152 0 637 5 0 0 120 0 0 94 Future Vol, veh/h 0 485 152 0 637 5 0 0 120 0 0 94 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 --0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 511 160 0 671 5 0 0 126 0 0 99 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 --0 --335 --335 Stage 1 ------------ Stage 2 ------------ Critical Hdwy --------6.94 --6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy --------3.32 --3.32 Pot Cap-1 Maneuver 0 --0 --0 0 661 0 0 661 Stage 1 0 --0 --0 0 -0 0 - Stage 2 0 --0 --0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver --------661 --661 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Ctrl Dly, s/v 0 0 11.73 11.41 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1 Capacity (veh/h)661 ----661 HCM Lane V/C Ratio 0.191 ----0.15 HCM Ctrl Dly (s/v)11.7 ----11.4 HCM Lane LOS B ----B HCM 95th %tile Q(veh)0.7 ----0.5 HCM 7th TWSC 7: Driveway 3 & Cambern Ave 06/17/2025 Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 BaselineSynchro 12 Report Page 7 Intersection Int Delay, s/veh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 208 38 24 187 0 166 1 32 0 0 0 Future Vol, veh/h 0 208 38 24 187 0 166 1 32 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length -----0 ------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 219 40 25 197 0 175 1 34 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 259 0 0 388 486 129 357 506 98 Stage 1 ------239 239 -247 247 - Stage 2 ------149 247 -110 259 - Critical Hdwy ---4.14 --7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 - Follow-up Hdwy ---2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 --1303 --545 480 896 573 467 938 Stage 1 0 -----743 706 -735 700 - Stage 2 0 -----838 700 -883 692 - Platoon blocked, %---- Mov Cap-1 Maneuver ---1303 --534 470 896 539 458 938 Mov Cap-2 Maneuver ------534 470 -539 458 - Stage 1 ------743 706 -720 686 - Stage 2 ------821 686 -849 692 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 1 14.92 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)571 --409 --- HCM Lane V/C Ratio 0.367 --0.019 --- HCM Ctrl Dly (s/v)14.9 --7.8 0.1 -0 HCM Lane LOS B --A A -A HCM 95th %tile Q(veh)1.7 --0.1 --- HCM 7th TWSC 8: Dexter Ave & Driveway 4 06/17/2025 Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 BaselineSynchro 12 Report Page 8 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 82 397 2 3 365 33 11 2 6 12 0 167 Future Vol, veh/h 82 397 2 3 365 33 11 2 6 12 0 167 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 86 418 2 3 384 35 12 2 6 13 0 176 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 419 0 0 420 0 0 982 1017 419 999 1001 402 Stage 1 ------592 592 -408 408 - Stage 2 ------391 425 -592 593 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1140 --1139 --228 238 634 222 243 649 Stage 1 ------493 494 -620 597 - Stage 2 ------634 586 -493 494 - Platoon blocked, %---- Mov Cap-1 Maneuver 1140 --1139 --149 213 634 196 218 649 Mov Cap-2 Maneuver ------149 213 -196 218 - Stage 1 ------444 445 -618 595 - Stage 2 ------460 584 -438 445 - Approach EB WB NB SB HCM Ctrl Dly, s/v 1.43 0.06 24.4 14.62 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)205 307 --13 --561 HCM Lane V/C Ratio 0.097 0.076 --0.003 --0.336 HCM Ctrl Dly (s/v)24.4 8.4 0 -8.2 0 -14.6 HCM Lane LOS C A A -A A -B HCM 95th %tile Q(veh)0.3 0.2 --0 --1.5 APPENDIX F I-15/SR-74 (CENTRAL AVENUE) INTERCHANGE INPROVEMENT PROJECT The project team selected the Locally Preferred Alternative in March 2022 because it will solve the I-15 on-and off-ramp queuing issues without relocating any local businesses. Once the environmental clearance is completed (estimated in July 2023) the final design will take 18 to 20 months. Construction is scheduled to start mid-2024 and be open to the public December 2025. I-15/SR-74 (CENTRAL AVENUE) INTERCHANGE IMPROVEMENT PROJECT The City of Lake Elsinore in cooperation with the California Department of Transportation, is proposing improvements to the Interstate 15 (I-15)/State Route 74 (SR-74) (Central Avenue) interchange. The Project is needed to improve freight mobility along the I-15 and SR-74 corridors, reduce congestion at the interchange, and alleviate traffic in the surrounding local intersections. PROJECT OVERVIEW PROJECT GOAL The Project is designed to relieve congestion and support regional growth and development by providing additional ramp storage capacity, and adding connections between I-15 and SR-74. GRENHOUSE GAS EMISSIONS GOAL An Air Quality Report concluded that the Project would not increase regional criteria pollutants, Mobile Source Air Toxins (MSAT), or greenhouse gas (GHG) emissions. PROJECT STATUS Visit the project website at: www.lake-elsinore.org/CentralAveInterchange PROJECT STATUS The project team selected the Locally Preferred Alternative in March 2020 because it will solve the I-15 on-and off-ramp queuing issues with minimal relocation of local businesses. Once the environmental clearance is completed (estimated in July 2023) construction is scheduled to start mid-2024 and the project will be open to the public December 2025. I-15/SR-74 (CENTRAL AVENUE) INTERCHANGE IMPROVEMENT PROJECT Additional northbound and southboundacceleration/deacceleration lanes 15 Widen to 6 lanes New Exit C New Exit B Exit A Widen to 8 lanes NBSB Dexter Ave New On-Ramp -Widen Dexter Ave -Drainage Culvert Extensions SR-74 (Central Avenue)Collier Avenue/SR-74 Signalization Improvements Ramp Metering Caltrans (State) Right of Way City/County of Riverside Limits Grading Limits New Sidewalks The City will identify, contact, and include the perspectives of disadvantaged and historically marginalized groups in project planning and implementation. The proposed interchange improvements will reduce pollution and traffic in disadvantaged neighborhoods within the project area. EQUITY PROJECT IMPROVEMENTS • Add two additional exits on NB I-15 at the SR-74/Central Ave interchange. • Add acceleration and deacceleration lanes on both northbound and southbound I-15. • Widen southbound off- and on-ramps and install ramp metering. • Widen SR-74 from Riverside Drive to Central Avenue from 2 to 4 lanes and from Collier Avenue to Cambern Avenue from 6 to 8 lanes. • Modify or install new traffic signals at intersections at various intersections along Dexter Avenue and SR-74. • Construct 913 feet of new sidewalk on SR-74 (Central Ave). The project will include the following improvements: Visit the project website at: www.lake-elsinore.org/CentralAveInterchange APPENDIX G.1 DRIEWAY AND OFF-SITE QUEUING ANALYSIS WORKSHEETS Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative AM SimTraffic Report Page 1 Intersection: 1: Central Ave & Cambern Ave Movement EB EB WB WB WB WB NB NB NB NB NB SB Directions Served L TR L L T R L L T T R L Maximum Queue (ft)135 139 190 208 109 54 105 106 183 194 108 120 Average Queue (ft)62 56 120 165 35 16 25 51 82 81 28 78 95th Queue (ft)110 102 195 220 79 44 66 86 151 156 74 125 Link Distance (ft)735 191 191 191 233 233 233 Upstream Blk Time (%)0 15 Queuing Penalty (veh)0 22 Storage Bay Dist (ft)300 228 320 320 508 Storage Blk Time (%)0 15 Queuing Penalty (veh)0 15 Intersection: 1: Central Ave & Cambern Ave Movement SB SB SB Directions Served T T R Maximum Queue (ft)150 168 79 Average Queue (ft)119 122 27 95th Queue (ft)131 137 61 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)480 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative AM SimTraffic Report Page 2 Intersection: 2: Dexter Ave & Central Ave Movement EB EB EB B24 B24 WB WB NB NB NB NB NB Directions Served L T R T T L TR L T T T R Maximum Queue (ft)209 882 901 122 141 261 326 259 349 279 262 149 Average Queue (ft)58 336 544 48 50 251 303 213 246 195 130 52 95th Queue (ft)157 872 1063 145 151 266 325 295 386 302 242 123 Link Distance (ft)811 811 107 107 261 259 259 259 Upstream Blk Time (%)10 40 34 36 51 80 6 14 2 0 Queuing Penalty (veh)0 0 0 0 0 344 0 84 13 3 Storage Bay Dist (ft)185 260 350 350 Storage Blk Time (%)4 55 80 6 14 0 Queuing Penalty (veh)3 142 148 25 49 1 Intersection: 2: Dexter Ave & Central Ave Movement SB SB SB SB SB SB Directions Served L T T T T R Maximum Queue (ft)256 556 558 530 550 588 Average Queue (ft)167 459 465 484 486 405 95th Queue (ft)346 574 586 563 603 816 Link Distance (ft)518 518 518 518 518 Upstream Blk Time (%)15 9 4 25 46 Queuing Penalty (veh)45 28 12 75 140 Storage Bay Dist (ft)231 Storage Blk Time (%)0 83 Queuing Penalty (veh)0 65 Intersection: 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp Movement WB WB WB NB NB NB NB SB SB SB SB Directions Served L LTR R L T T T T T T R Maximum Queue (ft)344 324 342 205 377 297 253 280 297 284 261 Average Queue (ft)157 222 157 135 204 163 140 259 267 265 158 95th Queue (ft)248 309 294 226 343 293 241 286 292 278 250 Link Distance (ft)1245 445 445 445 259 259 259 259 Upstream Blk Time (%)23 32 33 2 Queuing Penalty (veh)126 173 184 9 Storage Bay Dist (ft)330 330 180 Storage Blk Time (%)0 0 0 1 12 Queuing Penalty (veh)0 1 0 3 21 Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative AM SimTraffic Report Page 3 Intersection: 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave Movement EB EB EB NB NB NB NB SB SB SB SB Directions Served L LTR R T T T R L L T T Maximum Queue (ft)233 254 280 500 487 332 402 214 368 390 561 Average Queue (ft)118 180 112 315 235 128 198 148 165 167 203 95th Queue (ft)202 240 223 457 380 216 332 218 288 338 414 Link Distance (ft)1449 687 687 687 687 445 445 445 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)310 310 190 Storage Blk Time (%)1 5 Queuing Penalty (veh)4 17 Intersection: 5: Central Ave & Driveway 1 Movement EB WB SB SB SB B25 B25 B25 Directions Served R R T T T T T T Maximum Queue (ft)251 66 183 184 223 31 125 251 Average Queue (ft)97 20 28 31 79 2 5 37 95th Queue (ft)234 53 118 119 222 14 43 149 Link Distance (ft)236 216 108 108 108 233 233 233 Upstream Blk Time (%)3 3 2 21 0 Queuing Penalty (veh)0 15 10 98 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Driveway 2 & Cambern Ave Movement WB WB NB SB Directions Served T T R R Maximum Queue (ft)182 106 54 70 Average Queue (ft)26 4 19 30 95th Queue (ft)100 35 49 55 Link Distance (ft)422 422 288 197 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative AM SimTraffic Report Page 4 Intersection: 7: Driveway 3 & Cambern Ave Movement WB NB Directions Served LT LTR Maximum Queue (ft)27 74 Average Queue (ft)1 32 95th Queue (ft)9 55 Link Distance (ft)518 294 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Dexter Ave & Driveway 4 Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft)275 905 236 413 Average Queue (ft)81 875 57 358 95th Queue (ft)251 940 165 529 Link Distance (ft)261 866 221 398 Upstream Blk Time (%)9 95 6 73 Queuing Penalty (veh)36 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 31: Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 1910 Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PM SimTraffic Report Page 1 Intersection: 1: Central Ave & Cambern Ave Movement EB EB WB WB WB WB NB NB NB NB NB B25 Directions Served L TR L L T R L L T T R T Maximum Queue (ft)324 798 191 247 200 77 88 233 304 330 177 180 Average Queue (ft)204 284 174 208 48 39 25 95 222 241 54 43 95th Queue (ft)365 768 229 227 139 71 57 256 371 378 129 151 Link Distance (ft)735 191 191 191 233 233 233 108 Upstream Blk Time (%)14 3 81 4 0 18 25 9 Queuing Penalty (veh)0 0 196 9 0 107 148 55 Storage Bay Dist (ft)300 228 320 320 Storage Blk Time (%)22 2 3 81 0 18 Queuing Penalty (veh)45 6 3 99 2 17 Intersection: 1: Central Ave & Cambern Ave Movement B25 SB SB SB SB Directions Served T L T T R Maximum Queue (ft)181 142 168 153 104 Average Queue (ft)49 106 112 120 31 95th Queue (ft)161 142 150 131 77 Link Distance (ft)108 Upstream Blk Time (%)11 Queuing Penalty (veh)64 Storage Bay Dist (ft)508 480 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PM SimTraffic Report Page 2 Intersection: 2: Dexter Ave & Central Ave Movement EB EB EB B24 WB WB NB NB NB NB NB SB Directions Served L T R T L TR L T T T R L Maximum Queue (ft)210 758 350 112 260 318 259 316 291 297 260 256 Average Queue (ft)56 186 142 4 235 283 102 161 178 163 93 214 95th Queue (ft)146 546 279 37 272 312 216 316 332 332 247 344 Link Distance (ft)811 811 107 261 260 260 260 Upstream Blk Time (%)0 44 95 0 1 2 18 1 Queuing Penalty (veh)0 0 410 0 7 20 148 0 Storage Bay Dist (ft)185 260 350 350 231 Storage Blk Time (%)0 21 44 95 0 1 18 1 35 Queuing Penalty (veh)0 22 101 200 0 2 47 4 115 Intersection: 2: Dexter Ave & Central Ave Movement SB SB SB SB SB Directions Served T T T T R Maximum Queue (ft)583 574 573 548 621 Average Queue (ft)477 432 403 367 321 95th Queue (ft)685 662 644 658 774 Link Distance (ft)518 518 518 518 518 Upstream Blk Time (%)62 32 14 31 45 Queuing Penalty (veh)181 93 42 90 133 Storage Bay Dist (ft) Storage Blk Time (%)53 Queuing Penalty (veh)56 Intersection: 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp Movement WB WB WB NB NB NB NB SB SB SB SB Directions Served L LTR R L T T T T T T R Maximum Queue (ft)354 1294 355 205 475 504 485 293 306 307 269 Average Queue (ft)310 1245 128 203 452 379 317 273 257 255 146 95th Queue (ft)355 1423 398 215 504 591 546 288 308 308 268 Link Distance (ft)1260 444 444 444 260 260 260 260 Upstream Blk Time (%)86 37 4 17 60 25 12 2 Queuing Penalty (veh)0 244 28 110 266 114 52 7 Storage Bay Dist (ft)330 330 180 Storage Blk Time (%)20 89 0 83 17 Queuing Penalty (veh)212 557 2 453 31 Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PM SimTraffic Report Page 3 Intersection: 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave Movement EB EB EB NB NB NB NB SB SB SB SB Directions Served L LTR R T T T R L L T T Maximum Queue (ft)335 1483 335 739 739 726 716 215 479 298 290 Average Queue (ft)281 1135 196 610 582 496 372 214 461 148 153 95th Queue (ft)438 1994 428 846 839 862 882 215 469 234 222 Link Distance (ft)1444 687 687 687 687 444 444 444 Upstream Blk Time (%)36 45 28 27 23 62 Queuing Penalty (veh)0 0 0 0 0 341 Storage Bay Dist (ft)310 310 190 Storage Blk Time (%)10 44 0 40 86 Queuing Penalty (veh)61 207 1 108 230 Intersection: 5: Central Ave & Driveway 1 Movement EB WB NB NB NB SB SB SB B25 B25 B25 B25 Directions Served R R T T T T T T T T T T Maximum Queue (ft)251 232 409 435 76 219 204 186 279 233 299 142 Average Queue (ft)111 44 45 45 4 141 110 91 141 113 111 33 95th Queue (ft)267 154 225 233 32 271 246 242 312 277 317 121 Link Distance (ft)236 216 518 518 518 108 108 108 233 233 233 233 Upstream Blk Time (%)8 4 61 38 41 7 3 15 Queuing Penalty (veh)0 0 237 147 160 29 10 58 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Driveway 2 & Cambern Ave Movement EB WB WB NB SB Directions Served TR T T R R Maximum Queue (ft)44 438 434 103 212 Average Queue (ft)1 292 157 43 193 95th Queue (ft)15 464 374 71 208 Link Distance (ft)191 422 422 288 197 Upstream Blk Time (%)15 1 92 Queuing Penalty (veh)17 1 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PM SimTraffic Report Page 4 Intersection: 7: Driveway 3 & Cambern Ave Movement WB WB NB Directions Served LT T LTR Maximum Queue (ft)117 27 310 Average Queue (ft)14 1 89 95th Queue (ft)57 9 222 Link Distance (ft)518 518 294 Upstream Blk Time (%)3 Queuing Penalty (veh)0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Dexter Ave & Driveway 4 Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft)269 905 236 411 Average Queue (ft)88 858 163 377 95th Queue (ft)279 934 306 484 Link Distance (ft)261 866 221 398 Upstream Blk Time (%)23 92 48 79 Queuing Penalty (veh)111 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 31: Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 6220 Intersection: 7: Driveway 3 & Cambern Ave Movement WB NB Directions Served LT LTR Maximum Queue (ft)31 135 Average Queue (ft)4 60 95th Queue (ft)20 102 Link Distance (ft)518 294 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PP AM SimTraffic Report Page 1 Intersection: 1: Central Ave & Cambern Ave Movement EB EB WB WB WB WB NB NB NB NB NB SB Directions Served L TR L L T R L L T T R L Maximum Queue (ft)156 96 191 223 113 51 74 90 138 187 117 120 Average Queue (ft)59 45 126 163 37 23 21 50 73 76 30 69 95th Queue (ft)119 93 209 234 83 43 51 81 117 146 84 127 Link Distance (ft)735 191 191 191 233 233 233 Upstream Blk Time (%)0 17 Queuing Penalty (veh)0 25 Storage Bay Dist (ft)300 228 320 320 508 Storage Blk Time (%)0 17 Queuing Penalty (veh)0 17 Intersection: 1: Central Ave & Cambern Ave Movement SB SB SB Directions Served T T R Maximum Queue (ft)144 139 75 Average Queue (ft)118 120 25 95th Queue (ft)137 128 57 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)480 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PP AM SimTraffic Report Page 2 Intersection: 2: Dexter Ave & Central Ave Movement EB EB EB WB WB NB NB NB NB NB SB SB Directions Served L T R L TR L T T T R L T Maximum Queue (ft)154 139 799 261 322 259 315 263 265 218 256 554 Average Queue (ft)47 71 246 245 289 181 182 170 154 63 179 501 95th Queue (ft)110 120 566 270 320 284 305 281 259 151 355 564 Link Distance (ft)811 811 261 260 260 260 518 Upstream Blk Time (%)0 26 90 1 3 0 1 21 Queuing Penalty (veh)0 0 462 0 20 3 3 64 Storage Bay Dist (ft)185 260 350 350 231 Storage Blk Time (%)36 90 1 3 1 0 86 Queuing Penalty (veh)94 241 6 11 1 1 67 Intersection: 2: Dexter Ave & Central Ave Movement SB SB SB SB Directions Served T T T R Maximum Queue (ft)573 542 546 621 Average Queue (ft)500 494 502 432 95th Queue (ft)570 542 562 763 Link Distance (ft)518 518 518 518 Upstream Blk Time (%)16 9 21 35 Queuing Penalty (veh)48 28 65 105 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp Movement WB WB WB NB NB NB NB SB SB SB SB Directions Served L LTR R L T T T T T T R Maximum Queue (ft)297 323 348 205 364 295 246 285 302 289 227 Average Queue (ft)157 204 142 112 130 126 122 267 271 266 157 95th Queue (ft)256 286 257 197 288 244 225 282 287 280 265 Link Distance (ft)1266 445 445 445 260 260 260 260 Upstream Blk Time (%)24 23 21 Queuing Penalty (veh)137 130 120 Storage Bay Dist (ft)330 330 180 Storage Blk Time (%)0 0 0 4 Queuing Penalty (veh)0 1 0 6 Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PP AM SimTraffic Report Page 3 Intersection: 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave Movement EB EB EB NB NB NB NB SB SB SB SB Directions Served L LTR R T T T R L L T T Maximum Queue (ft)218 252 197 458 450 199 313 215 420 384 404 Average Queue (ft)106 165 98 299 238 110 180 179 212 227 237 95th Queue (ft)199 234 200 412 389 190 289 234 333 385 395 Link Distance (ft)1448 687 687 687 687 445 445 445 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)310 310 190 Storage Blk Time (%)2 7 Queuing Penalty (veh)7 27 Intersection: 5: Central Ave & Driveway 1 Movement EB WB SB SB SB B25 B25 B25 B25 Directions Served R R T T T T T T T Maximum Queue (ft)251 46 202 184 186 261 249 296 85 Average Queue (ft)91 18 43 43 62 23 24 52 3 95th Queue (ft)233 35 149 144 192 139 140 215 28 Link Distance (ft)236 216 108 108 108 233 233 233 233 Upstream Blk Time (%)16 10 9 20 1 0 3 Queuing Penalty (veh)0 48 42 93 2 2 15 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Driveway 2 & Cambern Ave Movement WB WB NB SB Directions Served T T R R Maximum Queue (ft)290 210 68 74 Average Queue (ft)46 22 20 29 95th Queue (ft)182 118 50 60 Link Distance (ft)422 422 288 197 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PP AM SimTraffic Report Page 4 Intersection: 7: Driveway 3 & Cambern Ave Movement NB Directions Served LTR Maximum Queue (ft)79 Average Queue (ft)35 95th Queue (ft)62 Link Distance (ft)294 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Dexter Ave & Driveway 4 Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft)273 900 236 413 Average Queue (ft)68 874 170 373 95th Queue (ft)235 891 291 465 Link Distance (ft)261 866 221 398 Upstream Blk Time (%)4 99 50 89 Queuing Penalty (veh)16 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 31: Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 1910 Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PP PM SimTraffic Report Page 1 Intersection: 1: Central Ave & Cambern Ave Movement EB EB WB WB WB WB NB NB NB NB NB B25 Directions Served L TR L L T R L L T T R T Maximum Queue (ft)299 301 191 230 208 160 46 232 340 351 192 180 Average Queue (ft)162 85 181 207 80 55 11 33 226 230 46 56 95th Queue (ft)263 179 234 220 182 105 37 104 366 375 124 179 Link Distance (ft)735 191 191 191 233 233 233 108 Upstream Blk Time (%)4 71 2 0 23 26 13 Queuing Penalty (veh)0 173 5 0 136 154 80 Storage Bay Dist (ft)300 228 320 320 Storage Blk Time (%)0 0 4 71 0 23 Queuing Penalty (veh)0 0 5 87 0 21 Intersection: 1: Central Ave & Cambern Ave Movement B25 B25 SB SB SB SB Directions Served T T L T T R Maximum Queue (ft)181 71 120 121 140 104 Average Queue (ft)59 6 111 96 112 24 95th Queue (ft)186 37 134 161 157 74 Link Distance (ft)108 108 Upstream Blk Time (%)16 Queuing Penalty (veh)96 Storage Bay Dist (ft)508 480 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PP PM SimTraffic Report Page 2 Intersection: 2: Dexter Ave & Central Ave Movement EB EB EB B24 B24 WB WB NB NB NB NB NB Directions Served L T R T T L TR L T T T R Maximum Queue (ft)110 882 891 122 122 261 328 223 276 268 275 258 Average Queue (ft)18 488 626 64 63 245 275 86 94 118 81 27 95th Queue (ft)60 1165 1184 157 154 268 326 179 238 264 219 103 Link Distance (ft)811 811 107 107 261 259 259 259 Upstream Blk Time (%)52 57 53 55 32 78 1 1 0 0 Queuing Penalty (veh)0 0 0 0 0 425 5 7 2 0 Storage Bay Dist (ft)185 260 350 350 Storage Blk Time (%)33 78 1 0 0 Queuing Penalty (veh)76 253 2 1 0 Intersection: 2: Dexter Ave & Central Ave Movement SB SB SB SB SB SB Directions Served L T T T T R Maximum Queue (ft)256 553 540 543 552 584 Average Queue (ft)168 368 363 351 351 247 95th Queue (ft)335 685 665 651 646 693 Link Distance (ft)518 518 518 518 518 Upstream Blk Time (%)35 26 9 22 33 Queuing Penalty (veh)102 75 26 63 96 Storage Bay Dist (ft)231 Storage Blk Time (%)4 57 Queuing Penalty (veh)12 61 Intersection: 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp Movement WB WB WB NB NB NB NB SB SB SB SB Directions Served L LTR R L T T T T T T R Maximum Queue (ft)354 1321 355 205 466 520 448 286 284 289 267 Average Queue (ft)322 1221 267 204 459 213 164 251 239 226 153 95th Queue (ft)375 1546 498 205 466 469 370 319 313 320 241 Link Distance (ft)1258 445 445 445 259 259 259 259 Upstream Blk Time (%)73 71 4 0 53 23 9 0 Queuing Penalty (veh)0 478 25 1 249 110 40 1 Storage Bay Dist (ft)330 330 180 Storage Blk Time (%)45 71 1 94 3 Queuing Penalty (veh)492 461 8 531 6 Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PP PM SimTraffic Report Page 3 Intersection: 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave Movement EB EB EB NB NB NB NB SB SB SB SB Directions Served L LTR R T T T R L L T T Maximum Queue (ft)335 1464 335 739 721 703 702 215 466 177 182 Average Queue (ft)292 1450 90 690 657 544 404 214 459 67 88 95th Queue (ft)333 1466 334 757 779 839 874 217 466 145 163 Link Distance (ft)1449 687 687 687 687 445 445 445 Upstream Blk Time (%)94 67 23 20 17 67 Queuing Penalty (veh)0 0 0 0 0 376 Storage Bay Dist (ft)310 310 190 Storage Blk Time (%)5 91 0 58 85 Queuing Penalty (veh)33 452 1 167 247 Intersection: 5: Central Ave & Driveway 1 Movement EB WB NB NB SB SB SB B25 B25 B25 Directions Served R R T T T T T T T T Maximum Queue (ft)251 220 223 309 202 184 202 268 247 250 Average Queue (ft)63 57 30 38 84 74 81 59 46 49 95th Queue (ft)175 163 125 165 234 203 226 200 185 183 Link Distance (ft)236 216 518 518 108 108 108 233 233 233 Upstream Blk Time (%)0 5 31 20 26 1 0 1 Queuing Penalty (veh)0 0 119 76 101 4 1 3 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Driveway 2 & Cambern Ave Movement EB WB WB NB SB Directions Served TR T T R R Maximum Queue (ft)46 378 336 100 212 Average Queue (ft)2 207 129 41 197 95th Queue (ft)15 320 281 68 225 Link Distance (ft)191 422 422 288 197 Upstream Blk Time (%)88 Queuing Penalty (veh)0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Baseline 08/01/2025 OY 2026 Cumulative PP PM SimTraffic Report Page 4 Intersection: 7: Driveway 3 & Cambern Ave Movement WB NB Directions Served LT LTR Maximum Queue (ft)51 133 Average Queue (ft)5 63 95th Queue (ft)26 112 Link Distance (ft)518 294 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Dexter Ave & Driveway 4 Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft)273 881 224 413 Average Queue (ft)32 583 78 395 95th Queue (ft)152 1137 200 415 Link Distance (ft)261 866 221 398 Upstream Blk Time (%)1 46 16 98 Queuing Penalty (veh)5 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 31: Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 5951 APPENDIX G.2 DRIVEWAY QUEUING ANALYSIS WORKSHEETS WITH RECOMMENDED IMPROVEMENTS Queuing and Blocking Report Baseline 06/18/2025 TEST OY 2026 Cumulative PP PM 1 SimTraffic Report Page 3 Intersection: 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave Movement EB EB EB NB NB NB NB SB SB SB SB Directions Served L LTR R T T T R L L T T Maximum Queue (ft) 335 1503 335 735 717 723 732 214 309 249 253 Average Queue (ft) 320 1303 256 654 625 569 495 128 149 109 101 95th Queue (ft) 376 1921 467 842 845 891 947 210 245 247 254 Link Distance (ft) 1449 687 687 687 687 445 445 445 Upstream Blk Time (%) 67 58 26 28 27 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) 310 310 190 Storage Blk Time (%) 15 67 0 1 3 Queuing Penalty (veh) 85 315 3 2 8 Intersection: 5: Central Ave & Driveway 1 Movement EB WB NB NB Directions Served R R T T Maximum Queue (ft) 100 90 107 204 Average Queue (ft) 18 29 10 14 95th Queue (ft) 67 69 56 104 Link Distance (ft) 236 216 518 518 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Driveway 2 & Cambern Ave Movement EB WB WB NB SB Directions Served TR T T R R Maximum Queue (ft) 6 98 53 70 76 Average Queue (ft) 0 6 3 41 38 95th Queue (ft) 5 49 29 64 64 Link Distance (ft) 191 422 422 288 197 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Baseline 06/18/2025 TEST OY 2026 Cumulative PP PM 1 SimTraffic Report Page 4 Intersection: 7: Driveway 3 & Cambern Ave Movement WB NB Directions Served LT LTR Maximum Queue (ft) 32 131 Average Queue (ft) 6 62 95th Queue (ft) 24 108 Link Distance (ft) 518 294 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Dexter Ave & Driveway 4 Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 152 234 53 239 Average Queue (ft) 35 29 16 84 95th Queue (ft) 95 142 44 207 Link Distance (ft) 261 866 221 398 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 31: Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 3032