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Ventana at Duncan Canyon Planning Area 4 - Addendum
Ventana at Duncan Canyon Specific Plan Amendment Addendum to the Supplemental Environmental Impact Report (SCH#2021100400) prepared by City of Fontana 8353 Sierra Avenue Fontana, California 92335 Contact: Alexia Barberena, Associate Planner prepared with the assistance of Rincon Consultants, Inc. 250 East 1st Street, Suite 1400 Los Angeles, California 90012 June 2026 Table of Contents Addendum to the Supplemental Environmental Impact Report i Table of Contents 1 Introduction ................................................................................................................................................. 1 1.1 Background ..................................................................................................................................... 1 1.2 Approved Project ............................................................................................................................ 2 1.3 Revised Project ............................................................................................................................... 6 2 CEQA and Regulatory Compliance .......................................................................................................... 12 3 Environmental Checklist and Impacts of the Revised Project ............................................................... 13 3.1 Air Quality ...................................................................................................................................... 13 3.2 Greenhouse Gas Emissions ......................................................................................................... 19 3.3 Noise ............................................................................................................................................. 22 3.4 Effects Found Not to be Significant ............................................................................................ 25 4 Conclusion ................................................................................................................................................ 33 5 References and Preparers ....................................................................................................................... 34 5.1 References .................................................................................................................................... 34 5.2 List of Preparers ........................................................................................................................... 34 Tables Table 1 Approved Project Characteristics ................................................................................................. 5 Table 2 Residential Buildout Conditions .................................................................................................... 6 Table 3 Supplemental EIR Maximum Daily Project Construction Emissions (lbs/day) ........................ 15 Table 4 Revised Project Operational Emissions ...................................................................................... 16 Table 5 Combined Annual GHG Emissions .............................................................................................. 21 Table 6 Impact Comparison of Revised Project to Approved Project .................................................... 33 Figures Figure 1 Regional Location ........................................................................................................................... 3 Figure 2 Project Location ............................................................................................................................. 4 Figure 3 Planning Areas 1, 3, and 4 Location .............................................................................................. 7 Figure 4 Revised Project Residential Portion .............................................................................................. 9 Figure 5 Revised Project Commercial Portion .......................................................................................... 10 Appendices Appendix A Site Plan Appendix B CalEEMod Data Sheets Appendix C 3M Wireless Communication System Model XT-1 Manufacturer Specifications Appendix D Traffic Assessment Technical Memorandum Appendix E SB 18 Consultation Package City of Fontana Ventana at Duncan Canyon Specific Plan Amendment ii This page intentionally left blank. Introduction Addendum to the Supplemental Environmental Impact Report 1 1 Introduction This document is an addendum to the Final Supplemental Environmental Impact Report (Supplemental EIR) for the Ventana at Duncan Canyon Specific Plan Amendment Project that was certified by the City of Fontana City Council on September 13, 2022. The Ventana at Duncan Canyon Specific Plan Amendment Project, hereafter referred to as the “approved project,” involves the development of a mixed-use center which includes up to 476,500 square feet of commercial uses and 1,671 multi-family residential dwelling units in three separate residential villages, a focal point piazza (public square), and the construction of the realigned Lytle Creek Road. The City is currently reviewing an application to amend the Ventana at Duncan Canyon Specific Plan to reclassify Gas Stations and Free-Standing Drive-Through Fast Food Restaurants within Planning Area 4 (PA4), currently listed as Prohibited Uses, to Conditionally Permitted Uses. Under this modification, PA4 would continue to be zoned and designated as Mixed-Use. This proposed change would not change the development footprint or the overall intensity allowed within PA4. The proposed changes to the approved project are hereinafter referred to as the “revised project.” In accordance with Section 15164 of the CEQA Guidelines, a Lead Agency shall prepare an Addendum to an EIR if some changes or additions are necessary that will not have significant new impacts or substantially increase previously identified significant impacts. Specifically, the CEQA Guidelines state: • The Lead Agency or responsible agency shall prepare an addendum to a previously certified EIR if some changes or additions are necessary but none of the conditions described in Section 15162 calling for preparation of a subsequent EIR have occurred (Section 15164(a)); • An addendum to an adopted negative declaration may be prepared if only minor technical changes or additions are necessary or none of the conditions described in Section 15162 calling for the preparation of a subsequent EIR or negative declaration have occurred (Section 15164(b)); • An addendum need not be circulated for public review but can be included in or attached to the Supplemental EIR or adopted negative declaration (Section 15164(c)); • The decision-making body shall consider the addendum with the Supplemental EIR or adopted negative declaration prior to making a decision on the project (Section 15164(d)); and • A brief explanation of the decision not to prepare a subsequent EIR pursuant to Section 15162 should be included in an addendum to an EIR, the lead agency's findings on the project, or elsewhere in the record. The explanation must be supported by substantial evidence (Section 15164(e)). According to Section 15164 of the CEQA Guidelines, an addendum to a previously certified EIR or Negative Declaration is the appropriate environmental document in instances when “only minor technical changes or additions are necessary” and when the new information does not involve new significant environmental effects beyond those identified in the previous EIR. This Addendum describes the revised project and compares the impacts to those identified in the Supplemental EIR for the approved project. The analysis demonstrates that the environmental impacts of the revised project are within the scope of impacts identified in the approved project. 1.1 Background The Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment approved project (SCH #2021100400) was certified in September 2022 and consists of the text of the Supplemental EIR and responses to Public and Agency comments received on the Draft EIR. The Supplemental EIR is accompanied by a Mitigation Monitoring and Reporting Program (MMRP), which provides guidance for implementation of the mitigation measures developed for the approved project. An EIR addendum was City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 2 prepared in January 2025 for PA2 to evaluate the proposed addition of a rooftop helipad and was approved in May 2025; this addendum is referred to as the 2025 EIR Addendum and is referred to as the “previously revised project”. Information and technical analyses from the approved project Supplemental EIR and the 2025 EIR Addendum are utilized or referenced throughout this Addendum. The Previti Group (Applicant) proposes modifications to the Ventana at Duncan Canyon Specific Plan. The proposed modifications have triggered the need for additional analysis under this 2026 EIR Addendum, which entails reclassification of Gas Stations and Free-Standing Drive-Through Fast Food Restaurants, currently listed as Prohibited Uses within PA4, to Conditionally Permitted Uses. This proposed change would not change the development footprint or the overall intensity allowed within PA4. The following section provides an overview of the approved project, the revised project, and the accompanying previously certified Supplemental EIR in order to provide context for this Addendum prior to evaluating the potential environmental impacts of the revised project. 1.2 Approved Project The City approved the Ventana at Duncan Canyon Specific Plan Amendment Project in September of 2022. The approved project site is located in the City of Fontana, east of Interstate 15 (I-15), west of Citrus Avenue, and both north and south of Duncan Canyon Road and totaling approximately 102 acres, as shown in Figure 1 and Figure 2. The project site is currently undeveloped and relatively flat. The approved project included a General Plan Amendment (GPA 21-0006) to remove the existing Multi Family Residential (R-MF) land use designation, modify the locations of the existing Commercial (C-G) land use designation, and add the Regional Mixed Use (RMU) and Residential Multi Family Medium/High (R-MFMH) land use designations for consistency with the proposed Specific Plan Amendment (SPA 21- 001). The approved project included a comprehensive modification and update to the overall development plan under the existing Specific Plan to reflect current planning and market demands. Development for the approved project has not yet commenced. The approved project consists of commercial uses, multi-family residential dwelling units, a focal point piazza, and the construction of the realigned John Previti Avenue. The commercial portion of the proposed project (476,500 square feet) includes, but is not limited to, offices, corporate and professional services, hotels, restaurants, banks, research and development, light manufacturing, food courts, retail shops, sports clubs, salons, spas, and art galleries. The residential portion of the approved project includes 1,671 multi-family residential units that would be constructed in three separate residential villages, comprised of studio, one-, two-, and three- bedroom multi-family residential units. The approved project also includes the construction of John Previti Avenue diagonally through the project site. Table 1 summarizes the approved project characteristics. As detailed in Table 1, under the approved project, development in PA4 would include 600 residential units and 104,000 square feet of gross floor area. Introduction Addendum to the Supplemental Environmental Impact Report 3 Figure 1 Regional Location City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 4 Figure 2 Project Location Introduction Addendum to the Supplemental Environmental Impact Report 5 Table 1 Approved Project Characteristics Plan Area Use Acres Dwelling Units Gross Floor Area (sf) 1 Medium Density Residential 20.7 538 – 2 Commercial 9.7 – 180,000 3 High Density Residential 13.2 396 – 4 Mixed Use 25.0 600 104,000 5a Commercial 2.4 – 60,000 5b Commercial 4.8 – 32,500 6a Mixed Use 5.7 1371 74,000 6b Commercial 2.5 – 26,000 Arterial Roads 7.2 – – Backbone Roads 10.3 – – Total 101.5 1,671 476,500 sf = square feet 1 Dwelling units in PA6 are allotted as “non-applicant” units. While the total number of units analyzed herein is 1,671, the total number of units classified as “applicant” units are 1,534. Approved Project Objectives The approved project intends to achieve the following objectives: 1. Support the area demand for housing, and contribute residential units to meet the City’s housing goal of 17,519 units; 2. Create a master‐planned, mixed‐use community that creates a unique sense of place; 3. Provide quality housing with various size options to accommodate different housing needs; 4. Actualize the City’s vision for the Regional Mixed-Use designation in north Fontana; 5. Establish a unique window into North Fontana from I-15; 6. Introduce a vibrant, pedestrian-oriented activity center in this area of the city; 7. Integrate a mix of commercial, office and residential uses both vertically and horizontally; 8. Create a protected urban village environment that is unique to Fontana and the Inland Empire; 9. Enhance the northern Fontana visual environment; 10. Contribute to the jobs/housing balance; 11. Facilitate revenue generating uses; and 12. Facilitate a walkable village environment. City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 6 1.3 Revised Project The revised project would encompass the same project site and layout as the approved project. Under the revised project, changes are proposed at PA4, shown in Figure 3. The site plan is included in Appendix A. Under the revised project, PA4 would continue to be zoned and designated as Mixed-Use. The proposed project would reclassify Gas Stations and Free-Standing Drive-Through Fast Food Restaurants, currently listed as Prohibited Uses within PA4, to Conditionally Permitted Uses. This proposed change would not change the development footprint or the overall intensity allowed within PA4. No other changes to the approved project are proposed. A specific plan amendment and building permits would be required for the revised project. Construction of PA4 is anticipated to be completed in 2027. As shown in Figure 4, under the revised project, PA4 would consist of three-story walkup multifamily housing residential buildings with 408 dwelling units and associated open space, a dog park. Additionally, as shown in , under the revised project, PA4 would also include a 1,457 square foot gas station with convenience store, a 57,185 square foot grocery store, two drive-through restaurants, and 36,340 square feet of other commercial uses. Under the revised project and upon full buildout, PA4 would include 192 fewer residential units and 5,217 less square feet than under the approved project. There are no proposed changes to the other planning areas. 1.3.1 Actual Buildout Conditions As residential development applications within the Ventana at Duncan Specific Plan area have been submitted, buildout conditions have been refined and the number of housing units in PA1, PA3, and PA4 is lower than what was analyzed in the Supplemental EIR for the approved project, as shown in Table 2. These reductions in housing units are not proposed modifications under the revised project but are representative of the currently entitled and permitted buildout conditions. Development at PA1 has been permitted and constructed. There will be no additional modifications to development at PA1. PA3 and PA4 have been entitled for 219 and 408 units, respectively. No permits have been issued yet. Any proposed additions to development at PA3 and PA4 would require re-entitlements, which could result in separate and additional environmental review. As such, to more accurately classify project-related impacts, these actual buildout conditions were analyzed in Section 3.1, Air Quality, and Section 3.2, Greenhouse Gas Emissions. Figure 3 below shows the location of PA1 and PA3. Table 2 Residential Buildout Conditions Planning Area Originally Approved Dwelling Units Currently Entitled Dwelling Units 1 538 493 3 396 219 4 600 408 Total 1,534 1,120 Introduction Addendum to the Supplemental Environmental Impact Report 7 Figure 3 Planning Areas 1, 3, and 4 Location City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 8 This page intentionally left blank. Introduction Addendum to the Supplemental Environmental Impact Report 9 Figure 4 Revised Project Residential Portion City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 10 Figure 5 Revised Project Commercial Portion Introduction Addendum to the Supplemental Environmental Impact Report 11 This page intentionally left blank. City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 12 2 CEQA and Regulatory Compliance As outlined in Section 15164 (Addendum to an EIR or Negative Declaration) of the CEQA Guidelines, a Lead Agency shall prepare an addendum to a previously certified EIR if some changes or additions are necessary but none of the conditions described in the CEQA Guidelines Section 15162 calling for preparation of a subsequent EIR have occurred. Pursuant to CEQA Guidelines Section 15164(c), an addendum to a previously certified Supplemental EIR is not circulated for public review; but is considered by the Lead Agency in making a decision about the project. This Addendum contains a description of the approved project (Section 1, Background) and an environmental impact analysis that compares the impacts of the revised project to those of the approved project (Section 3, Environmental Checklist and Impacts of the Revised Project). The revised project would not result in any new significant environmental impacts or any substantial increase in the severity of the previously identified significant environmental impacts as compared to the approved project. Consequently, this Addendum is the appropriate environmental document for the Ventana at Duncan Canyon Specific Plan Amendment Project. Since the project would require a specific plan amendment, the revised project is subject to Senate Bill (SB) 18 consultation requirements. SB 18 requires government-to-government consultation with Native American tribes to provide them an opportunity to participate in and comment on local land use decisions. More information about the SB 18 consultation process for the revised project is described in Section 3.4 under the Cultural Resources and Tribal Cultural Resources discussion. Environmental Checklist and Impacts of the Revised Project Addendum to the Supplemental Environmental Impact Report 13 3 Environmental Checklist and Impacts of the Revised Project This Addendum evaluates potential environmental impacts that could result from the revised project. The existing environmental conditions in Fontana are substantially the same under present conditions as described in the Supplemental EIR; the analysis below provides updates where necessary to characterize potential impacts associated with the revised project. Appendix G of the CEQA Guidelines provides a checklist of environmental issues that are suggested as the issue areas that should be assessed in CEQA analyses. The Supplemental EIR addressed 18 of the 20 environmental issue areas included in CEQA Guidelines Appendix G. No additional issue areas have been added as a result of the revised project for this Addendum. To provide a thorough and conservative analysis of potential impacts associated with the revised project, this Addendum addresses all 20 environmental issue areas included in Appendix G of the CEQA Guidelines, as listed below. Three of the environmental issue areas are addressed in in-depth analysis in this Addendum, as shown in bold below. The remaining 17 environmental issue areas are addressed succinctly in Section 3.4, Effects Found Not to be Significant, of this Addendum. 1. Aesthetics 2. Agriculture and Forestry Resources 3. Air Quality 4. Biological Resources 5. Cultural Resources 6. Energy 7. Geology and Soils 8. Greenhouse Gas Emissions 9. Hazards and Hazardous Materials 10. Hydrology and Water Quality 11. Land Use and Planning 12. Mineral Resources 13. Noise 14. Population and Housing 15. Public Services 16. Recreation 17. Transportation 18. Tribal Cultural Resources 19. Utilities and Service Systems 20. Wildfire Potential environmental impacts of the revised project are analyzed to determine whether impacts are consistent with the impact analysis provided in the Supplemental EIR for the approved project, and whether additional mitigation measures are required to minimize or avoid potential impacts. 3.1 Air Quality The Supplemental EIR for the approved project determined that air quality impacts would be significant and unavoidable (Section 4.2, Air Quality, of the Supplemental EIR). Air Quality Standards Construction Emissions Construction associated with the revised project would generate short term emissions of criteria air pollutants. The criteria air pollutants of primary concern within the region include ozone precursor pollutants (i.e., ROG and NOx) and fine particulate matter (PM10 and PM2.5). Construction generated emissions are temporary, lasting only as long as construction activities occur, but would be considered a significant air quality impact if the volume of pollutants generated exceeds the Southern California Air Quality Management District’s (SCAQMD’s) threshold of significance. City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 14 Construction results in the temporary generation of emissions resulting from site preparation, grading, road paving, motor vehicle exhaust associated with construction equipment and worker trips, and the movement of construction equipment, especially on unpaved surfaces. Emissions of airborne particulate matter are largely dependent on the amount of ground disturbance associated with site preparation and grading activities as well as weather conditions and the appropriate application of water. The Supplemental EIR and previous Addendum determined construction would not result in an increase of a criteria pollutant for which the project region is in non-attainment and impacts related to construction would be less than significant. Under the previously approved project, development included 538 mid-rise residential units in PA1, 396 units in PA3, and 600 units in PA4, for a total of 1,534 units. As described in Section 1.3, Revised Project, the total number of dwelling units within PA1, PA3, and PA4 would be reduced by 414 units, resulting in a total of 1,120 units. The revised project includes modifications to the commercial land uses within PA4, including retail, two drive through restaurants, and fueling uses. All proposed development would occur within the footprint of disturbance previously evaluated in the Supplemental EIR, and the revised project would not expand the overall limits of grading or introduce new off-site improvements. As described in Section 1.3.1, Actual Buildout Conditions, reductions in housing units at PA1, PA3, and PA4 are included in this analysis to reflect actual buildout conditions but are separate from the land use modifications being proposed under the revised project. The reduction in residential units would correspondingly reduce the total volume of grading, building construction, and associated construction equipment usage compared to the previously approved project. While the revised project introduces different commercial land uses, including a gas station and two drive-through restaurants, these uses would not require construction activities that are materially more intensive than those previously analyzed, nor would they result in a net increase in construction duration, equipment mix, or haul activity beyond that evaluated in the Supplemental EIR. Any associated change in construction emissions would be minimal and would not result in exceedance of the SCAQMD thresholds of significance. Accordingly, the revised project would not alter the conclusions of the previous analysis. Table 3 summarizes the maximum daily construction emissions from the approved project Supplemental EIR. Environmental Checklist and Impacts of the Revised Project Addendum to the Supplemental Environmental Impact Report 15 Table 3 Supplemental EIR Maximum Daily Project Construction Emissions (lbs/day) Year VOC NOX CO PM10 PM2.5 SOX Phase 1 - Planning Areas 1 & 2 2022 7 78 65 <1 19 11 2023 35 42 71 <1 13 5 Phase 2 – Planning Area 3 2023 3 35 29 <1 9 5 2024 19 32 30 <1 5 3 2025 19 16 29 <1 5 2 Phase 3 – Planning Areas 4 &5 2025 3 28 33 <1 9 5 2026 3 17 32 <1 7 2 2027 26 18 36 <1 8 3 2028 23 9 15 <1 1 0 Phase 4 – Planning Area 6a & 6b 2028 3 25 20 <1 9 5 2029 18 15 23 <1 3 1 SCAQMD Regional Thresholds 75 100 550 150 150 55 Threshold Exceeded? No No No No No No lbs/day = pounds per day; VOC = volatile organic compounds; NOx = nitrogen oxide; CO = carbon monoxide; PM10 = particulate matter with a diameter of no more than 10 microns; PM2.5 = particulate matter with a diameter of no more than 2.5 microns; SOx = sulfur oxide Source: See Supplemental EIR Table 4.2-7. The original analysis concluded that construction activities would result in a less-than-significant impact. A reduction in the construction footprint would correspondingly reduce the extent and intensity of construction-related disturbances. In general, decreasing the area of disturbance reduces associated emissions, ground disturbance, material use, and overall construction activity levels. As a result, any reduction in the construction footprint, such as a reduction in the number of residences being developed under the revised project, would be expected to further reduce, or at minimum, not exceed the construction-related impacts previously evaluated. Therefore, construction-related emissions would remain below the SCAQMD thresholds. The revised project would not result in a cumulatively considerable net increase of any criteria pollutant for which the project region is in non-attainment under an applicable federal or State ambient air quality standard. The revised project would generate construction emissions similar to the approved project and impacts would be less than significant. Accordingly, construction-related air quality emissions associated with the revised project would be similar to, or less than, those previously analyzed and would not result in new or more severe significant impacts. Therefore, pursuant to CEQA Guidelines Sections 15162 and 15164, additional quantitative modeling of construction emissions is not warranted. Operational Emissions The revised project would reduce overall operational emissions due to the substantial decrease in residential units within PA1, PA3, and PA4 and the reconfiguration of commercial land uses in PA4 as described in Section 1.3, Revised Project; the rest of the approved project would not be altered under the revised project. Because these revisions reduce the intensity of residential development and shift to a more balanced mix of commercial uses, operational emissions under the revised project would be lower than those previously evaluated for the approved project. City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 16 The 2025 EIR addendum was prepared in January 2025 for PA2 to evaluate the proposed addition of a rooftop helipad and was approved in May 2025. The 2025 EIR addendum found the addition of the helipad and helicopter was still within the operational emissions of the approved project. Table 4 summarizes the revised project’s maximum daily operational emissions and compares them with the emissions evaluated in the Supplemental EIR and the prior adopted EIR addendum. Emissions by source category show that the revised project would remain at or below previously analyzed levels, thus indicating no new or more severe air quality impacts. Table 4 Revised Project Operational Emissions Maximum Daily Emissions (lbs/day) Emission Source VOC NOX CO SO2 PM10 PM2.5 Supplemental EIR 2030 Project Operational Emissions Approved Project Emissions 104 58 546 1 130 36 2025 Addendum Emissions 0.1 6.2 2.7 0.4 0.4 0.4 Approved Project as Modified Emissions (Approved + 2025 EIR Addendum) 104 65 549 1 130 36 Revised Project 2030 Project Operational Emissions Mobile 67 42 355 1 75 19 Area 49 1 92 <1 <1 <1 Energy <1 7 4 <1 1 1 2025 Addendum Emissions <1 6 3 <1 <1 <1 Revised Project Emissions 117 56 455 1 76 20 SCAQMD Regional Thresholds 55 55 550 150 150 55 Threshold Exceeded? Yes Yes No No No No lbs/day = pounds per day; VOC = volatile organic compounds; NOx = nitrogen oxide; CO = carbon monoxide; PM10 = particulate matter with a diameter of no more than 10 microns; PM2.5 = particulate matter with a diameter of no more than 2.5 microns; SOx = sulfur oxide Notes: Some numbers may not add up precisely due to rounding considerations. Net project emissions represent the revised project operational emissions subtracted from the approved project operational emissions. Source: See Supplemental EIR Table 4.2-9 and the supplemental calculations provided in Appendix B. As shown in Table 4, overall operational emissions would decrease under the revised project, with the exception of a minor increase in VOC emissions. VOC emissions would increase from approximately 104 pounds per day under the approved project to approximately 117 pounds per day under the revised project (an increase of approximately 13 pounds per day). Despite this increase, both VOC and NOₓ emissions would remain within the same significance classification as previously disclosed, continuing to exceed applicable SCAQMD thresholds. CO emissions would also be substantially lowered from 549 pounds per day to 455 pounds per day, remaining below the applicable threshold of 550 pounds per day. Similarly, PM₁₀ and PM₂.₅ emissions would be substantially reduced compared to the approved project. These reductions are primarily attributed to the decrease in residential units and associated reductions in vehicle miles traveled (VMT), as well as updated emissions modeling using the current version of CalEEMod.1 1 The Supplemental EIR used CalEEMod version 2020.4.0 (also known as the “desktop version”) whereas the revised project used the more recent CalEEMod version 2022.1.1 (also known as the “web version”). The web version incorporates several changes that tend to result in lower estimated emissions than the desktop version, like the update in the EMFAC model, Title 24 measures and other mitigation measures. Environmental Checklist and Impacts of the Revised Project Addendum to the Supplemental Environmental Impact Report 17 The exceedance from the Supplemental EIR is primarily due to operational emissions from mobile sources, similar to the operational emissions disclosed in the Supplemental EIR. Application of Mitigation Measure AQ-2 from the Supplemental EIR would reduce impacts associated with mobile operational air quality emissions, which are the largest contributors to emissions; however, the exact amounts of emissions were unable to be quantified as described on page 4.2-17 of the Supplemental EIR.2 The revised project would generate operational emissions similar to the approved project and would not exceed any additional regional thresholds compared to the approved project. Impacts would remain significant and unavoidable. Carbon Monoxide Hotspots The Supplemental EIR concluded a less than significant impact related to carbon monoxide hotspots. The revised project’s CO emissions during operation are anticipated to decrease compared to those presented in the Supplemental EIR. Therefore, the revised project would generate, at most, a nominal increase in operational CO emissions, so overall CO emissions would be similar to the approved project and impacts would remain less than significant. Sensitive Receptors and Substantial Pollutant Concentrations Sensitive receptors, including single-family residences, are located in the project vicinity. Localized air quality impacts to sensitive receptors typically result from localized criteria air pollutants, and toxic air contaminants (TACs). Construction-related activities would result in temporary project-generated emissions of diesel particulate matter (DPM) exhaust emissions from off-road, heavy-duty diesel equipment for site preparation, grading, building construction, and other construction activities. The Supplemental EIR concluded that the project would not expose nearby sensitive receptors to new or significantly more severe TAC emissions. The revised project is anticipated to result in nominal changes to construction activities from changes in land use types and amounts for PA1, PA3, and PA4. Therefore, DPM generated by revised project construction would not create conditions where the probability is greater than ten in one million of contracting cancer for the Maximally Exposed Individual or to generate ground-level concentrations of non-carcinogenic TACs that exceed a Hazard Index greater than one for the Maximally Exposed Individual. Per AB 1807, once a TAC is identified, CARB adopts an airborne toxics control measure for sources that emit designated TACs. If there is a safe threshold for a substance at which there is no toxic effect, the control measure must reduce exposure to below that threshold. Gasoline vapor consists of the TACs, benzene, ethylbenzene, n-hexane, naphthalene, propylene (or propene), xylenes, and toluene. However, of all the TACs in gasoline, benzene is the most toxic component of gas station emissions. Operation of the gas station component of the revised project would result in sources of air toxins. Specifically, the revised project would be a source of gasoline vapor, such as benzene. The revised project would be required to meet CARB Executive Orders for vapor control for Phase I (transfer of gasoline from delivery trucks to underground storage tanks) and Phase II (transfer of gasoline from the gas pump to vehicles) systems. CARB also establishes Airborne Toxic Control Measures for benzene from retail service stations. Compliance with CARB Executive Orders, such as VR-201-AE and VR-501-E3, as applicable, require that gasoline dispensing and storage systems are built to CARB standards. Although the revised project includes a gas station, operational emissions estimated for the revised project would decrease when compared to the Supplemental EIR’s analysis for the approved project, including PM10. As previously 2 The Supplemental EIR concluded that while Mitigation Measure AQ-2 would reduce impacts associated with operational air quality emissions, the exact amounts of VOC and NOx emissions reductions were unable to be quantified at the plan level because the measures would be implemented by individual development. 3 These executive orders are intended to minimize vapor emissions during gasoline handling and storage operations. Executive Order VR-201-AE is titled “Relating to Certification of Vapor Recovery Systems, Assist Phase II Enhanced Vapor Recovery (EVR) System not including In Station Diagnostics (ISD)” and sets forth requirements for controlling gasoline vapor emissions and vapor recovery efficiency standards. Executive Order VR-501-3 is titled “Relating to Certification of Vapor Recovery Systems, Balance Phase II Enhanced Vapor Recovery System for Protected Aboveground Storage Tanks (AST)” applies to ASTs and is intended to control gasoline vapor emissions. City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 18 discussed, these reductions are primarily attributed to the decrease in residential units and associated reductions in VMT, as well as updated emissions modeling using the current version of CalEEMod. As such, overall TAC emissions and corresponding health risk would likely decrease in comparison to the approved project and overall would be consistent with the approved project significance determination and impacts would be less than significant. SCAQMD has developed Localized Significance Thresholds (LSTs) to estimate exposure of individuals to criteria pollutants in local communities. LSTs represent the maximum emissions from a project that will not cause or contribute to an air quality exceedance of the most stringent applicable federal or State ambient air quality standard at the nearest sensitive receptor, taking into consideration ambient concentrations in each source receptor area (SRA), distance to the sensitive receptor, and project size. LSTs have been developed for emissions in construction areas up to five acres in size. However, LSTs only apply to emissions in a fixed stationary location and are not applicable to mobile sources, such as cars on a roadway (SCAQMD 2008). As such, LSTs are typically applied only to construction emissions because most operational emissions are associated with project-generated vehicle trips. The Supplemental EIR concluded that the proposed project would not expose sensitive receptors to substantial criteria pollutant concentrations and impacts would be less than significant. The revised project is anticipated to result in nominal changes to PA1, PA3, and PA4. Therefore, impacts would remain less than significant. The revised project would introduce new conditionally permitted uses in PA4, including a gas station. Gas stations can be associated with localized emissions sources such as vehicle idling and fueling activities. Although these uses would be introduced under the revised project, potential impacts would fall within the impacts already analyzed under the approved project. Furthermore, operational emissions are expected to decrease with the revised project. As such, the project would not generate substantial pollutant concentrations and TAC emissions would be similar to the approved project; impacts would be less than significant. Odors According to the SCAQMD CEQA Air Quality Handbook, land uses associated with odor complaints include agricultural operations, wastewater treatment plants, landfills, and certain industrial operations (such as manufacturing uses that produce chemicals, paper, etc.). Residential land uses under the revised project are not included on this list and would not include features that would generate substantial levels of odors. Solid waste generated by the proposed on-site uses would be collected by a contracted waste hauler, so odors resulting from on-site waste would be managed and collected in a manner to prevent the proliferation of odors. Construction of the proposed project would generate temporary odors from gasoline vapors, vehicle exhaust, and construction equipment exhaust. However, construction-related odors would disperse and dissipate and would not cause substantial odors at the closest sensitive receptors (existing residences approximately 1,000 feet to the south of the proposed location of the gas station). Contractors would be required to comply with the provisions of California Code of Regulations (CCR) Sections 2449 and 2485, which prohibit diesel-fueled commercial motor vehicles and off-road diesel vehicles from idling for more than five minutes to minimize unnecessary fuel consumption, which would limit exhaust fumes. Therefore, the project would result in no new impacts related to odors or impacts that would be substantially more severe than those analyzed in the Supplemental EIR. The revised project would continue to have no odor impacts. Consistency with the SCAQMD AQMP The revised project would be consistent with the SCAQMD’s AQMP if it: (1) is consistent with the growth assumptions in the AQMP; and (2) does not increase the frequency or severity of an air quality standards Environmental Checklist and Impacts of the Revised Project Addendum to the Supplemental Environmental Impact Report 19 violation or cause new air quality standards violations (SCAQMD 1993).4 The revised project involves changes to PA1, PA3, and PA4, all of which would not induce additional population growth with the reduction in planned housing units; and the revised project would not cause new air quality standard violations. Therefore, the revised project is consistent with the SCAQMD 2022 AQMP. Impacts would be less than significant. There would be no new or substantially more severe impacts than what was previously analyzed in the Supplemental EIR. Effects and Mitigation Measures No new or substantially more severe effects would occur related to air quality, and no mitigation measures are necessary. Conclusion Significant and Unavoidable Operational Emissions Impacts (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) 3.2 Greenhouse Gas Emissions The Supplemental EIR for the approved project determined that GHG emissions impacts would be less than significant with no mitigation required (Section 4.7, Greenhouse Gas Emissions, of the Supplemental EIR). GHG Emissions Significance Threshold Most individual projects do not generate sufficient GHG emissions to directly influence climate change. However, physical changes caused by a project can contribute incrementally to cumulative effects that are significant, even if individual changes resulting from a project are limited. The issue of climate change typically involves an analysis of whether a project’s contribution towards an impact would be cumulatively considerable. “Cumulatively considerable” means that the incremental effects of an individual project are significant when viewed in connection with the effects of past projects, other current projects, and probable future projects (CEQA Guidelines, Section 15064[h][1]). According to the CEQA Guidelines, projects can tier from a qualified GHG reduction plan that allows for project-level evaluation of GHG emissions through the comparison of the project’s consistency with the GHG reduction policies included in a qualified GHG reduction plan. This approach is considered by the Association of Environmental Professionals (AEP) in its white paper, Beyond Newhall and 2020, to be the most defensible approach presently available under CEQA to determine the significance of a project’s GHG emissions (AEP 2016). However, as discussed in the 2021 EIR, the Western Riverside Council of Governments (WRCOG) Subregional Climate Action Plan (CAP) is not a qualified GHG reduction plan and thus this approach is not currently feasible. However, as discussed in the Supplemental EIR, the City of Fontana has not yet adopted a qualified GHG reduction plan. In the absence of a qualified GHG reduction plan, guidance from the 2017 California Air Resources Board (CARB) Scoping Plan was used to develop a service population threshold that is applicable on a local level, as was done in the Supplemental EIR. Although the 2022 CARB Scoping Plan has been adopted, the 2022 Scoping Plan does not change the 2030 GHG reduction goal and does not provide efficiency thresholds on a per service population basis. Therefore, the use of the service population targets from the 2017 Scoping Plan, which were applied to the Supplemental EIR, can still be 4 The 2022 EIR for the approved project demonstrated consistency with the 2016 SCAQMD AQMP and 2016 RTP/SCS. The SCAQMD AQMP has been updated since the 2022 EIR for the approved project was released. The 2022 AQMP is the most recent AQMP and relies on data from the SCAG 2020 RTP/SCS, which also has been updated and adopted since the 2022 EIR for the approved project was released. City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 20 used to inform a project-specific service population target for the community where project buildout is prior to 2030. Project-Specific Efficiency Threshold For the proposed project under the Supplemental EIR, a 2030 efficiency threshold was calculated based on the year 2030 GHG emission levels for Fontana that would be consistent with the State’s 2030 target. As discussed in Section 4.7.3 of the Supplemental EIR, this locally appropriate, project-specific quantitative threshold is derived, in part, from the City’s baseline 2008 GHG emissions inventory in line with the CARB’s recommendations in the 2008 Climate Change Scoping Plan and the 2017 Scoping Plan. The 2017 Scoping Plan recommends statewide targets that are appropriate at the plan-level. As discussed in the 2017 Scoping Plan goals, local jurisdictions may demonstrate consistency with Scoping Plan goals (i.e., SB 32’s emission reduction target) by establishing communitywide emissions targets tied to the statewide per capita goals of six metric tons of carbon dioxide equivalents (MT CO2e) per capita by 2030. Based on Southern California Association of Governments’ (SCAG) Regional Growth Forecasts, the City of Fontana is anticipated to have a population of approximately 247,196 persons and 65,619 jobs in 2030. This corresponded to a communitywide emissions target of 6 MT CO2e, which may be equated to approximately 4.7 MT CO2e/SP and used as a project-specific GHG efficiency threshold.5 This threshold is the same as used in the Supplemental EIR. Project Service Population Service population is traditionally defined as the summation of residents and employees that are generated by a project. Service population from the previously revised project did not change in comparison to the approved project because the previously revised project only included construction of a helipad and operation of a helicopter. The revised project’s service population, analyzed here, would be substantially less than the service population from the approved and previously revised projects, due to the reduction in the number of dwelling units in PA1, PA3, and PA4 from 1,534 to 1,120 total units, as described in Section 1.3, Revised Project. Generation of GHG Emissions The revised project includes modifications to the allowable commercial land uses within PA4, including retail, two drive-through restaurants, and fueling uses. All proposed development would occur within the footprint of disturbance previously evaluated in the Supplemental EIR, and the revised project would not expand the overall limits of grading or introduce new off-site improvements. As described in Section 1.3, Revised Project, reductions in housing units at PA1, PA3, and PA4 are included in this analysis but are separate from the land use modifications being proposed under the revised project. This reduction in housing units reflects current development conditions and would correspondingly reduce the total volume of grading, building construction, and associated construction equipment usage compared to the previously approved project. No revisions are proposed for PA2, PA5, or PA6. While the revised project introduces different commercial land uses, including a gas station and two drive-through restaurants, these uses would not require construction activities that are materially more intensive than those previously analyzed, nor would they result in a net increase in construction duration, equipment mix, or haul activity beyond that evaluated in the Supplemental EIR. Therefore, the emissions presented in the Supplemental EIR are applicable to this revised project. Operation of the revised project would generate GHG emissions associated with changes to PA1, PA3, and PA4. The methodologies used to calculate operational emissions are discussed in Section 1, Air Quality, of this addendum, and more information is provided in Appendix B. 5 This service population threshold is consistent with the Supplemental EIR. Refer to Table 4.7-1 in the approved EIR for more information. Environmental Checklist and Impacts of the Revised Project Addendum to the Supplemental Environmental Impact Report 21 Table 5 provides the construction and operational emissions from the Supplemental EIR, the prior adopted EIR addendum, and the area, energy, mobile, waste and water GHG emissions attributed to the revised project. When combined with construction GHG emissions amortized over 30 years, annual emissions from the revised project would be approximately 19,392 MT of CO2e per year. The emissions per service population would not change under the revised project. Therefore, revised project impacts would be less than significant. There would be no new or substantially more severe impacts than what was previously analyzed in the Supplemental EIR. Table 5 Combined Annual GHG Emissions Emission Source Annual Emissions (MT CO2e) Supplemental EIR 2030 Project Operational Emissions Supplemental EIR Construction1 240 Supplemental EIR Operational 19,073 Total Approved Project Emissions 19,313 2025 Addendum Emissions 300 Revised Project Emissions (Approved + 2025 EIR Addendum) 19,613 Revised Project 2030 Project Operational Emissions Area 31 Energy 4,804 Mobile 12,699 Solid Waste 1,066 Water 252 2025 Addendum Emissions 300 Supplemental EIR Construction1 240 Revised Project Total Emissions 19,392 Service Population 7,274 Emissions Per Service Population 2.7 Project-Specific Efficiency Threshold (MT CO2e/SP/year) 4.7 Exceed Project-Specific Threshold? No MT CO2e = metric tons of carbon dioxide equivalent 1 Amortized construction related GHG emissions over 30 years. Source: See Appendix B for the CalEEMod Output files. Refer to Supplemental EIR Table 4.7-4 for Supplemental EIR construction and operational GHG emissions. Plan Consistency The project’s consistency with applicable plans, policies, or regulations adopted for the purpose of reducing the emissions of GHG emissions are described below. The Supplemental EIR analyzed the approved project’s consistency with the CARB 2017 Scoping Plan and the SCAG Connect SoCal 2020- 2045 Regional Transportation Plan and Sustainable Communities Strategy (RTP/SCS). Since the Supplemental EIR, CARB has updated the Scoping Plan to a 2022 version and SCAG has approved the Connect SoCal 2024 update to the RTP/SCS. CARB Scoping Plan The principal State plan to monitor and regulate GHG emissions is AB 32, the California Global Warming Solutions Act of 2006, which was followed by SB 32. The quantitative goal of AB 32 was to reduce GHG emissions to 1990 levels by 2020. According to CARB, California achieved its 2020 GHG emission City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 22 reduction target in 2016. The goal of SB 32 is to reduce GHG emissions to 40 percent below 1990 levels by 2030. Pursuant to SB 32, the CARB Scoping Plan was created to outline goals and measures for the State to achieve the reductions, the latest iteration of which is the 2022 Scoping Plan. As discussed in the Supplemental EIR, the Scoping Plan includes strategies that are applicable to the approved project include reducing fossil fuel use, energy demand, and VMT; maximizing recycling and diversion from landfills; and increasing water conservation. The approved project would be consistent with these goals through project design, which includes complying with the latest Title 24 Green Building Code and Building Efficiency Energy Standards, providing EV parking spaces and charging equipment, and complying with the AB 341 waste diversion goal of 75 percent. Cumulative VMT would also decrease with development of the project. In addition, the project would receive electricity from SCE, which is required to reduce GHG emissions by increasing procurement from eligible renewable energy by set target years. These activities would not conflict with the approved project design that has been determined to be consistent with the CARB Scoping Plan. SCAG RTP/SCS Connect SoCal 2024 builds upon the Connect SoCal: 2020-2024 SCAG RTP/SCS plan, which the approved project was reviewed against for consistency in the Supplemental EIR. The RTP/SCS supports the goals of assisting California in reaching its GHG reduction goals by reducing GHG emissions from passenger cars and includes strategies and measures that are similar to those in the CARB Scoping Plan, like encouraging use of electric vehicles and supporting EV charging. As discussed above, the approved project would be consistent with these goals, as outlined in Supplemental EIR Table 4.7-5. The revised project results in a reduction of VMT compared to the Supplemental EIR and retains all the project design features that the Supplemental EIR concluded to be consistent with the RTP/SCS. Therefore, there would be no new or substantially more severe impacts than what was previously analyzed in the Supplemental EIR. Effects and Mitigation Measures No new or substantially more severe effects would occur related to global climate change and GHG emissions, and no mitigation measures are necessary. Conclusion Less than Significant Impact (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) 3.3 Noise The Supplemental EIR determined that impacts relating to noise and vibration during construction and operation would be less than significant with no mitigation required (Section 4.11, Noise, of the Supplemental EIR). Construction Noise Construction activities associated with the revised project would occur within the same project footprint as the approved project and would be consistent with the Supplemental EIR. The Supplemental EIR assumed that over the course of a typical construction day, construction activities associated with PA4 would be conducted as close as 150 feet from the nearest residential property lines to the southeast of the approved project site. Construction activity would result in temporary noise increases in the project site vicinity that would expose surrounding nearby sensitive receptors (i.e., single-family residences near PA4) to increased noise levels. Construction activities would be restricted to allowable daytime hours pursuant to Chapter 18, Article II, Section 18-63(b)(7), of the City of Fontana Municipal Code, which exempts construction Environmental Checklist and Impacts of the Revised Project Addendum to the Supplemental Environmental Impact Report 23 noise for construction occurring within the City’s allowable hours of 7:00 a.m. to 6:00 p.m. on weekdays and 8:00 a.m. to 5:00 p.m. on Saturdays. Consistent with the Supplemental EIR, it is assumed that diesel engines would power all construction equipment. During the construction period, all construction equipment would not operate simultaneously or at the same location. In addition, construction equipment would not be in constant use over the course of an eight-hour workday. The City of Fontana does not establish quantitative noise standards for construction noise; therefore, the Supplemental EIR evaluated construction noise impacts according to the criteria recommended by the Federal Transit Administration (FTA), which is a daytime threshold of 80 dBA Leq (eight-hour) at receiving residential land uses. Construction of the revised project is expected to use similar construction equipment as was analyzed for the approved project. The Supplemental EIR determined that a typical construction scenario consisting of one grader, front-end loader, dozer, and dump truck operated simultaneously would generate a noise level of 75 dBA Leq (8-hour) at a distance of 150 feet (distance to nearest residential property lines located to the southeast of the PA4 boundary). Construction of the revised project would utilize similar equipment as that evaluated in the Supplemental EIR and thus would generate similar levels of construction noise. Therefore, noise levels generated during construction of the revised project would not exceed the FTA’s construction noise threshold of 80 dBA Leq (eight-hour) at the nearest sensitive receptors to the revised project site. In addition, construction would occur within the allowed hours pursuant to Fontana Municipal Code Section 18-63(b)(7). Because the revised project would be similar to the previously approved project in terms of the intensity of development and equipment used, construction activities would be similar as before, and noise would not be substantially increased. There would be no new or substantially more severe impacts than what were previously analyzed in the Supplemental EIR. Operational Noise On-site Stationary Noise Sources The revised project would permit Gas Station and Free-Standing Drive-Through Fast Food Restaurant uses to be developed within PA4; however, PA4 would remain zoned and designated as Mixed-Use. New sources of on-site stationary noise included as part of the revised project may be those associated with gas stations and drive-throughs, such as heating, ventilation, and air conditioning (HVAC) equipment, amplified human speech (i.e., use of the drive-thru speaker), vehicle idling, landscape maintenance, and waste hauling; however, the Supplemental EIR determined that sources such as landscape maintenance and waste hauling would not represent substantial sources of noise due to the fact that these activities would primarily occur during less noise-sensitive daytime hours and would only occur for short periods of time. Therefore, the primary sources of operational noise associated with the revised project would be stationary sources such HVAC equipment, vehicle idling, and amplified human speech. Stationary noise sources such as these are conservatively assumed to be representative of “point” sources of noise, which are emit noise outward in all directions. Noise levels produced by a point source attenuate at a rate of 6 dBA per doubling of distance away from the noise source. Using this principle, noise levels from these stationary noise sources were estimated at the nearest sensitive receptors. Detailed modeling of HVAC equipment completed as part of the Supplemental EIR determined that HVAC equipment would generate noise levels up to 44 dBA at the nearest residential property lines located southeast of PA4, which would not exceed the City of Fontana’s noise threshold of 65 dBA Leq (applicable during all hours of the day). Based on published noise measurement data, passenger car idling produces an average noise level of 58.8 dBA at 0.5 meters (1.64 feet) away (Przydatek 2023) while truck idling produces an average noise level of 66 dBA at 50 feet away (Michael Baker International 2018). Conservatively assuming that vehicle idling would occur within the PA4 boundary nearest to existing sensitive receptors located to the southeast (i.e., at a distance of approximately 150 feet away from the nearest residence), noise levels City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 24 from passenger car idling and truck idling would attenuate to approximately 20 dBA and 56 dBA Leq, respectively. These noise levels would not exceed the City’s threshold of 65 dBA Leq. The detailed site plan of the commercial portion of the revised project site in Appendix A shows a drive- thru associated with the Shops ‘C’ Building located along future John Previti Avenue. As depicted on the site plan, the drive-thru speaker would be located along the southeastern facade of this building and situated directly north of existing single-family residences along Armendarez Lane. At this location, the drive-thru speaker would be situated approximately 675 feet from the nearest residential property line to the south. This analysis assumes a standard drive-thru speaker box such as the 3M Wireless Communication System Model XT-1, which generates a noise level of 65 dBA at four feet away (manufacturer’s specifications included as Appendix C). At a distance of 675 feet, noise levels from drive- thru speaker operation (i.e., amplified human speech) would attenuate to approximately 21 dBA, which would not exceed the City’s threshold of 65 dBA Leq. There would be no new or substantially more severe impacts than what were previously analyzed in the Supplemental EIR. Off-site Mobile Noise Sources (Traffic) The Supplemental EIR determined that traffic noise increases on nearby roadways associated with the approved project would range between 1 and 4 dBA CNEL; however, these traffic noise increases would not exceed the respective thresholds of 3 or 5 dBA CNEL for any roadways. The revised project would involve reclassification of land uses permitted within PA4, which would result in changes to traffic volumes on nearby roadways and, similarly, result in changes to traffic noise levels. The traffic assessment prepared by Urban Crossroads, Inc. for the revised project determined that the revised project would generate a total of 14,584 daily two-way trips,6 a reduction of 1,026 trips compared to the approved project (Appendix D). This reduction in total daily vehicle trips following implementation of the revised project would result in a relative decrease in traffic noise levels compared to those determined for the approved project. There would be no new or substantially more severe traffic noise impacts than what were previously analyzed in the Supplemental EIR. Construction and Operational Vibration The Supplemental EIR determined that construction of the approved project would generate ground-borne vibration on and adjacent to the project site, however vibration levels at the nearest sensitive receptors would not exceed applicable thresholds and construction vibration impacts would be less than significant. Further, project construction would not involve activities typically associated with excessive groundborne vibration, such as pile driving or blasting; therefore, the greatest source of vibration expected during construction of the approved project would be a dozer, which generates a vibration level of approximately 0.089 in/sec peak particle velocity (PPV) at a distance of 25 feet (FTA 2018). The City of Fontana has not adopted standards to assess vibration impacts during construction and operation. Consistent with the Supplemental EIR and based on the American Association of State Highway and Transportation Officials (AASHTO) recommendations, limiting vibration levels to below 0.4 in/sec PPV at residential structures would prevent structural damage regardless of building construction type and limiting vibration levels to below 0.24 in/sec PPV would reduce the potential for human annoyance (Caltrans 2020). The dozer was estimated to be used as close as 50 feet from the nearest vibration-sensitive use. At this distance, vibration levels would be approximately 0.0315 in/sec PPV,7 which would not exceed the human annoyance threshold of 0.24 in/sec PPV or the minor architectural damage threshold of 0.4 in/sec PPV. The revised project would not utilize construction equipment types that differ from those evaluated in the Supplemental EIR, and vibration impacts would not substantially increase. Furthermore, construction 6 Note that this updated trip generation is based on the inclusion of a fast-food restaurant with drive-through, gas station with convenience market uses, and reduction in dwelling units within PAs 1, 3, and 4 as compared to the approved project (Urban Crossroads 2025). 7 PPV Equipment = PPVRef (25/D)n (in/sec), PPVRef = reference PPV at 25 feet, D = distance, and n = 1.1. Environmental Checklist and Impacts of the Revised Project Addendum to the Supplemental Environmental Impact Report 25 activities conducted as part of the revised project would occur even farther away from the nearest vibration-sensitive uses (single-family residences located approximately 150 feet southeast of the nearest PA4 boundary); therefore, vibration levels generated during construction of the revised project would be lower and would also not exceed applicable vibration thresholds. The revised project would not include substantial sources of operational vibration, such as rail or heavy industrial operations. Therefore, vibration impacts associated with the revised project would not be substantially more severe than those previously analyzed in the Supplemental EIR. Aviation Noise The Initial Study (Appendix A-2 of the Supplemental EIR) for the approved project determined that the project site is not situated within two miles of a public airport, public use airport, or an airport land use plan area and would therefore not result in any impacts related to excessive exposure of residents and users of the project to aviation noise. The revised project site is the same as the approved project site and would not include any additional sources of aviation noise; therefore, there would be no new or substantially more severe impacts than what were previously for the approved project. Effects and Mitigation Measures No new or substantially more severe effects would occur related to noise and vibration, and no mitigation measures are necessary. Conclusion Less than Significant Impact (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) 3.4 Effects Found Not to be Significant Aesthetics The Supplemental EIR for the approved project concluded that the approved project would have a less than significant impact related to aesthetics. Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, two drive- through restaurants, and 36,340 square feet of other commercial uses. The revised project would not result in additional development square footage, changes to the development footprint, or substantial changes to construction activities. Because the revised project would involve a change in Conditionally Permitted Uses and no additional development or construction activities, the revised project would not cause a substantial adverse effect on a scenic vista, damage scenic resources within a State scenic highway, create a new source of substantial light or glare, or otherwise alter the existing visual character of the city. Therefore, less than significant effects related to aesthetics under the revised project would occur. Effects and Mitigation Measures No new or substantially more severe effects would occur related to aesthetics, and no mitigation measures are necessary. Conclusion Less than Significant Impact (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 26 Agriculture and Forestry Resources and Mineral Resources The Supplemental EIR concluded that the approved project would have a less than significant impact related to agricultural and forestry resources and mineral resources. Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, two drive-through restaurants, and 36,340 square feet of other commercial uses. The revised project would not result in additional development square footage, changes to the development footprint, or substantial changes to construction activities. Because the revised project would involve a change in Conditionally Permitted Uses and no additional development or construction activities, the revised project would not convert agricultural land to non-agricultural use, result in the loss or conversion of forest land, or result in the loss of availability of a mineral resource. Therefore, less than significant effects related to agriculture and forestry resources or mineral resources would occur under the revised project. Effects and Mitigation Measures No new or substantially more severe effects would occur related to agriculture and forestry resources or mineral resources, and no mitigation measures are necessary. Conclusion Less than Significant Impact (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) Biological Resources The Supplemental EIR concluded that the approved project would have a less than significant impact related to biological resources with mitigation incorporated. Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, two drive-through restaurants, and 36,340 square feet of other commercial uses. The revised project would not result in any additional development square footage, changes to the development footprint, or substantial changes to construction activities. Because the revised project would involve a change in Conditionally Permitted Uses and no additional development or construction activities, the revised project would not result in a substantial adverse effect to special status species, habitat, or wildlife movement. Furthermore, the revised project would be required to comply with federal, State, and local regulations and policies to reduce potential effects on the environment, including the preservation of resources. The revised project would also be required to comply with the approved project’s biological resources mitigation measures. Mitigation Measure BIO-1A requires two burrowing owl pre-construction clearance survey to be conducted 14-30 days and 24 hours prior to any ground disturbance or vegetation removal. Mitigation Measure BIO-1B requires a burrowing owl survey to be conducted no more than 30 days prior to construction. Mitigation Measure BIO-1C requires nesting bird avoidance to comply with the Migratory Bird Treaty Act and California Fish and Game Commission regulations. With implementation of these measures, less significant effects to biological resources would occur. Effects and Mitigation Measures No new or substantially more severe effects would occur related to biological resources, and no additional mitigation measures are necessary. Conclusion Less than Significant Impact With Mitigation Incorporated (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) Environmental Checklist and Impacts of the Revised Project Addendum to the Supplemental Environmental Impact Report 27 Cultural Resources and Tribal Cultural Resources The Supplemental EIR for the approved project concluded that the approved project would have a less than significant impact related to cultural and tribal cultural resources with mitigation incorporated. Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, two drive-through restaurants, and 36,340 square feet of other commercial uses. The revised project would not result in any additional development square footage, changes to the development footprint, or substantial changes to construction activities. Because the revised project would involve a change in Conditionally Permitted Uses and no additional development or construction activities, the revised project would not cause a substantial adverse change in the significance of a historical or archaeological resource, or human remains, or cause a substantial adverse change in the significance of a tribal cultural resource. Furthermore, the revised project would be required to comply with applicable federal, State, and local regulations and policies to reduce potential effects on the environment, including the preservation or mitigation of significant cultural or tribal cultural resources. The revised project would also be required to comply with the approved project’s cultural and tribal cultural resources mitigation measures. Mitigation Measure CUL-2A requires archaeological and Native American monitoring during ground disturbing activities and sets procedures in the unanticipated discovery of archaeological or tribal cultural resources. This measure also requires preservation in place or data recovery for significant archaeological resources discoveries. Mitigation Measure CUL-2B requires a worker environmental awareness program training prior to commencement of any ground disturbing activities. With implementation of these measures, less than significant effects to cultural and tribal cultural resources would occur. SB 18 Consultation On March 9 and 19, 2026, the City sent notification letters via certified mail to California Native American Tribes traditionally and culturally affiliated with the project area pursuant to SB 18 consultation requirements as the project involves discretionary land use approvals, including a modification to Conditionally Permitted Uses. The tribal contact information was obtained from a request submitted to the Native American Heritage Commission (NAHC). These materials are compiled and provided as Appendix E. The notification letters were sent to request information regarding the presence of Native American cultural resources that may exist within or near the project site and could be affected by project implementation. Consultation letters were submitted to the following tribal representatives: • Lacy Padilla, Agua Caliente Band of Cahuilla Indians • Anthony Madrigal, Cahuilla Band of Indians • BobbyRay Esparza, Cahuilla Band of Indians • Erica Schenk, Cahuilla Band of Indians • Jill McCormick, Fort Yuma Quechan Indian Tribe • Jonathan Koteen, Fort Yuma Quechan Indian Tribe • Andrew Salas, Gabrieleño Band of Mission Indians – Kizh Nation • Christina Swindall Martinez, Gabrieleño Band of Mission Indians – Kizh Nation • Anthony Morales, Gabrielino/Tongva San Gabriel Band of Mission Indians • Robert Dorame, Gabrielino/Tongva San Gabriel Band of Mission Indians • Christina Conley, Gabrielino/Tongva San Gabriel Band of Mission Indians • Sandonne Goad, Gabrielino/Tongva Nation • Sam Dunlap, Gabrielino/Tongva Nation • Linda Candelaria, Gabrielino/Tongva Nation • Bernadette Ann Brierty, Morongo Band of Mission Indians City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 28 • Charles Martin, Morongo Band of Mission Indians • Lena Broderick, Morongo Band of Mission Indians • Vanessa Minott, Santa Rosa Band of Cahuilla Indians • Mercedes Estrada, Santa Rosa Band of Cahuilla Indians • Steven Estrada, Santa Rosa Band of Cahuilla Indians • Mark Cochrane, Serrano Nation of Mission Indians • Wayne Walker, Serrano Nation of Mission Indians • Joseph Ontiveros, Soboba Band of Luiseno Indians • Jessica Valdez, Soboba Band of Luiseno Indians • Alexandra McCleary, Yuhaaviatam of San Manuel Nation The following responses were received from the initial consultation email: Agua Caliente Band of Cahuilla Indians. On March 10, 2026, Mr. Anthony Kline responded via email on behalf of the Tribe stating that a records check of the Tribal Historic Preservation Office’s cultural registry revealed that this project is not located within the Tribe’s Traditional Use Area and the Tribe defers to the other tribes in the area. The email further stated that consultation was closed. Fort Yuma Quechan Indian Tribe. On March 9, 2026, Ms. Jill McCormick responded via email on behalf of the Tribe that the Historic Preservation Office for the Tribe does not wish to provide comments on this project and defers to the local Tribes and supports their determinations for this project. Gabrieleño Band of Mission Indians- Kizh Nation. On March 10, 2026, Mr. Andy Salas responded on behalf of the Tribe that if this project pertains solely to a Specific Plan amendment, the Tribe has no concerns at this time. The Tribe further requested to be notified should any ground-disturbing activities be proposed or occur in the future. The City responded via email on April 9, 2026, requesting the Tribe to confirm they have no comments and/or concerns regarding the project and provided the Tribe with additional project information. On March 9, 2026, Mr. Salas confirmed via email that if no ground- disturbing activities are proposed, the Tribe has no concerns at this time. The Tribe reiterated that they should be notified of any ground disturbance that would occur in the future. Yuhaaviatam of San Manuel Nation. On March 9, 2026, Ms. Tuosto responded via email on behalf of the Tribe requesting formal consultation and additional information concerning the proposed zoning changes, draft text, maps, and draft mitigation measures. The Tribe stated that the project is in proximity to Tribal Cultural Resources. On April 9, 2026, the City responded via email asking whether the Tribe preferred to consult via email or in person. The City provided a project description, project plans, specific plan text changes. The City further provided the previously adopted mitigation measures. Ms. Tuosto responded via email on April 13, 2026, that the link provided did not work. On April 16, 2026, the City provided the corrected link. Ms. Tuosto responded via email, on April 17, 2026 requesting clarification on who the previous consulting Tribes were and when consultation occurred. The City responded on April 21, 2026, via email clarifying consulting Tribes were San Manuel Band of Mission Indians-YSMN and the Gabrieleño Band of mission Indians-Kizh Nation and AB 52 Consultation was initiated on February 10, 2021 and SB 18 was initiated on February 28, 2022. On May 1, 2026, Ms. Tuosto responded via email that the Tribe has no further comments on this project. No additional responses or requests for consultation have been received as of June 8, 2026, the date at which the 90-day response period closed for requesting SB18 consultation. Native American consultation details are included in Appendix E. Environmental Checklist and Impacts of the Revised Project Addendum to the Supplemental Environmental Impact Report 29 Effects and Mitigation Measures No new or substantially more severe effects would occur related to cultural resources or tribal cultural resources, and no additional mitigation measures are necessary. Previously established mitigation measures (2022) include providing an archaeological and Native American monitor to monitor all ground disturbing work (CUL-2A (a)), allowing monitors to redirect or halt ground disturbing work should a potential archaeological or tribal cultural resources be identified (CUL-2a(b)), preservation in place as the preferred treatment or data recovery excavation (CUL-2A(c)), and a Workers Environmental Awareness Program (CUL-2B). Conclusion Less than Significant Impact With Mitigation Incorporated (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) Geology and Soils The Supplemental EIR that the approved project would have a less than significant impact related to geology and soils with mitigation incorporated. Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, two drive- through restaurants, and 36,340 square feet of other commercial uses. The revised project would not result in any additional development square footage, changes to the development footprint, or substantial changes to construction activities. Because the revised project would involve a change in Conditionally Permitted Uses and no additional development or construction activities, the revised project would not cause substantial adverse effects related to seismicity, ground failure, erosion, or geologic stability; or cause a substantial adverse change in the significance of a paleontological resource. Furthermore, the revised project would be required to comply with federal, State, and local regulations and policies to reduce potential effects on the environment, including the preservation of resources and compliance with geologic safety measures. The revised project would also be required to comply with the approved project’s geology and soils mitigation measures. Mitigation Measure GEO-2 would require the revised project to implement the engineering recommendations of the Preliminary Geological Investigation prepared for the approved project. Mitigation Measure GEO-3 would require paleontological monitoring during excavation activities. With implementation of these measures, less than significant effects to geology and soils would occur. Effects and Mitigation Measures No new or substantially more severe effects would occur related to geology and soils and no additional mitigation measures are necessary. Conclusion Less than Significant Impact With Mitigation Incorporated (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) Energy and Transportation The Supplemental EIR concluded that the approved project would have a less than significant impact related to energy and transportation. The approved project would consume electricity, natural gas, and fuel during construction and operation. However, the approved project would not place significant additional demand on energy and gas resources and would comply with applicable conservation standards. Construction or operation of the approved project would not result in wasteful, inefficient, or unnecessary consumption of energy, nor would it conflict with or obstruct an applicable renewable energy plan. Additionally, the approved project was determined to not exceed the City’s adopted impact threshold of 15 percent below the baseline County of San Bernardino VMT per service population in both the baseline project and cumulative scenarios, VMT impacts were determined to be less than significant. City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 30 Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, two drive-through restaurants, and 36,340 square feet of other commercial uses. The revised project does not involve any additional development square footage or development footprint, or substantial changes to construction activities. Because the revised project would not result in additional development square footage, changes to the development footprint, or substantial changes to construction activities, the revised project would not directly or indirectly involve activities that increase energy demand or demand for transportation facilities. The traffic assessment prepared for the revised project determined that the revised project would generate a total of 14,134 daily two-way trips, while the approved project was determined to generate a total of 15,610 daily two-way trips (Appendix D). Thus, the revised project would result in a reduction of daily trips. Therefore, less than significant effects related to energy or transportation would occur under the revised project. Effects and Mitigation Measures No new or substantially more severe effects would occur related to energy or transportation, and no mitigation measures are necessary. Conclusion Less than Significant Impact (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) Hazards and Hazardous Materials The Supplemental EIR concluded that the approved project would have a less than significant impact related to hazards and hazardous materials with mitigation incorporated. Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, drive-through restaurant, and 36,340 square feet of other commercial uses. The revised project would not result in additional development square footage, changes to the development footprint, or substantial changes to construction activities. Operation of the gas station would include the use, transport, and handling of hazardous materials. Specifically, operation would include the regular transportation of gasoline, refilling underground storage tanks, pumping gasoline to fuel dispensers, and the use of the fuel dispensers by motorists. As a result, the proposed project could result in potentially adverse impacts to people and the environment as a result of hazardous materials being accidentally released into the environment (e.g. operators or motorists could spill gasoline while refueling, underground storage tanks or pipes dispensing fuel from underground storage tanks could leak, automobiles could crash into fuel dispensers, or motorists could refuel while having engine running causing a fire hazard). However, the revised project would be required to comply with federal, State, and local regulations and policies to reduce potential effects on the environment, including regulations and policies related to hazards and hazardous materials. Specifically, the revised project would comply with all requirements concerning fuel storage, leak detection, and vapor recovery systems. The revised project would also be required to comply with the approved project’s hazards and hazardous materials mitigation measures. Mitigation Measure HAZ-1A requires soil sampling and preparation of a Phase II Environmental Site Assessment (ESA) to determine soil contamination concentrations. Mitigation Measure HAZ-1B would require preparation of a soil management plan if impacted soils or wastes are found present at the project site by the Phase II ESA required in Mitigation Measure HAZ-1A. Mitigation Measure HAZ-1C require additional soil testing and recommendations for remediation if soil is found to be present at the project site exceeding hazardous waste screening thresholds. With implementation of these measures, less than significant effects to hazards and hazardous materials quality would occur. Effects and Mitigation Measures No new or substantially more severe effects would occur related to hazards and hazardous materials or hydrology and water quality, and no additional mitigation measures are necessary. Environmental Checklist and Impacts of the Revised Project Addendum to the Supplemental Environmental Impact Report 31 Conclusion Less than Significant Impact With Mitigation Incorporated (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) Hydrology and Water Quality The Supplemental EIR concluded that the approved project would have a less than significant impact related to hydrology and water quality. Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, two drive- through restaurants, and 36,340 square feet of other commercial uses. The revised project would not result in additional development square footage, changes to the development footprint, or substantial changes to construction activities. Because the revised project would involve a change in Conditionally Permitted Uses and no additional development or construction activities, the revised project would not involve changes in land use or ground disturbance that would violate water quality standards, substantially decrease groundwater supplies, substantially alter existing drainage patterns, or release pollutants in a flood hazard, tsunami, or seiche zone. Furthermore, the revised project would be required to comply with federal, State, and local regulations and policies to reduce potential effects on the environment, including regulations and policies related to hydrology and water quality. Less than significant effects related to hydrology and water quality would occur under the revised project. Effects and Mitigation Measures No new or substantially more severe effects would occur related to hydrology and water quality, and no mitigation measures are necessary. Conclusion Less than Significant Impact (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) Land Use and Planning The Supplemental EIR concluded that the approved project would have a less than significant impact related to land use and planning. Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, two drive-through restaurants, and 36,340 square feet of other commercial uses. The revised project would not result in additional development square footage, changes to the development footprint, or substantial changes to construction activities. Because the revised project would involve a change in Conditionally Permitted Uses and no additional development or construction activities, the revised project would not involve changes to the physical environment that would physically divide an established community or result in conflicts with adopted policies and regulations that intend to avoid or mitigate an environmental effect. Therefore, less than significant effects related to land use and planning would occur under the proposed project. Effects and Mitigation Measures No new or substantially more severe effects would occur related to land use and planning, and no mitigation measures are necessary. Conclusion Less than Significant Impact (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 32 Population and Housing, Public Services, Recreation, and Utilities and Service Systems The Supplemental EIR concluded that the approved project would have a less than significant impact related to population and housing, public services, recreation, and utilities and service systems. Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, two drive-through restaurants, and 36,340 square feet of other commercial uses. The revised project would not result in additional development square footage, changes to the development footprint, or substantial changes to construction activities. Because the revised project would involve a change in Conditionally Permitted Uses and no additional development or construction activities, the revised project would not induce substantial unplanned population growth or displace substantial numbers of existing people or housing, as the revised project does not include any additional housing units or components which would cause additional population or employment growth compared to the approved project. Additionally, the revised project would not result in substantial adverse physical impacts associated with the provision of new or physically altered government facilities; or result in physical deterioration of existing parks or recreation facilities. Similarly, the revised project would not require or result in the relocation or construction of new or expanded water, wastewater treatment or stormwater drainage, electric power, natural gas, or telecommunication facilities; nor generate additional demand for water supply or solid waste service. As such, less than significant effects related to these environmental resource areas would occur under the proposed project. Effects and Mitigation Measures No new or substantially more severe effects would occur related to population and housing, public services, recreation, or utilities and service systems, and no mitigation measures are necessary. Conclusion Less than Significant Impact (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) Wildfire The Supplemental EIR concluded that the approved project would have a less than significant impact related to wildfire. Development at PA4 would result in 408 dwelling units and associated open space, a dog park, a gas station with convenience store, a grocery store, two drive-through restaurants, and 36,340 square feet of other commercial uses. The revised project would not result in additional development square footage, changes to the development footprint, or substantial changes to construction activities. Because the revised project would involve a change in Conditionally Permitted Uses and no additional development or construction activities, the revised project would not impair an adopted emergency response plan or emergency evacuation plan; exacerbate wildfire risks; require the installation or maintenance of infrastructure that may exacerbate fire risks; or expose people or structures to significant risks because of post fire slope instability or drainage changes. As such, less than significant effects related to wildfire would occur under the revised project. Effects and Mitigation Measures No new or substantially more severe effects would occur related to wildfire, and no mitigation measures are necessary. Conclusion Less than Significant Impact (Equal to the certified Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project) Conclusion Addendum to the Supplemental Environmental Impact Report 33 4 Conclusion As analyzed in this Addendum and summarized in Table 6, potential impacts associated with the revised project are consistent with potential impacts characterized and mitigated for in the 2022 Supplemental EIR for the Ventana at Duncan Canyon Specific Plan Amendment Project. The revised project would also be subject to the same mitigation measures as the approved project for air quality, biological resources, cultural and tribal cultural resources, geology and soils, hazards and hazardous materials, and noise. Substantive revisions to the 2022 Supplemental EIR are not necessary because no new significant impacts or impacts of substantially greater severity than previously described would occur as a result of the revised project. Therefore, the following determinations have been found to be applicable: • No further evaluation of environmental impacts is required for the revised project; • No subsequent EIR is necessary per CEQA Guidelines Section 15162; and • This Addendum is the appropriate level of environmental analysis and documentation for the revised project in accordance with CEQA Guidelines Section 15164. Table 6 Impact Comparison of Revised Project to Approved Project Issue Approved Project Revised Project Aesthetics Less than Significant = Air Quality Significant and Unavoidable = Biological Resources Less than Significant with Mitigation Incorporated = Cultural and Tribal Resources Less than Significant with Mitigation Incorporated = Energy Less than Significant = Geology and Soils Less than Significant with Mitigation Incorporated = Greenhouse Gas Emissions Less than Significant = Hazards and Hazardous Materials Less than Significant with Mitigation Incorporated = Hydrology and Water Quality Less than Significant = Land Use and Planning Less than Significant = Noise Less than Significant with Mitigation Incorporated = Population and Housing Less than Significant = Public Services and Recreation Less than Significant = Transportation Less than Significant = Utilities and Service Systems Less than Significant = Wildfire Less than Significant = < impacts would be less than the approved project >impacts would be greater than the approved project = similar level of impact to the approved project Note: Effects found not to be significant in the approved project EIR are not included in this table (Agriculture and Forestry and Mineral Resources). However, discussion of these issue areas in relation to the revised project is included in Section 3.4, Effects Not Found to be Significant. City of Fontana Ventana at Duncan Canyon Specific Plan Amendment 34 5 References and Preparers 5.1 References Association of Environmental Professionals. 2016. Final White Paper Beyond 2020 and Newhall: A Field Guide to New CEQA Greenhouse Gas Thresholds and Climate Action Plan Targets for California. Available online at: https://califaep.org/docs/AEP-2016_Final_White_Paper.pdf. California Department of Transportation (Caltrans) 2020. Transportation and Construction Vibration Guidance Manual. Available at: https://dot.ca.gov/-/media/dot-media/programs/environmental- analysis/documents/env/tcvgm-apr2020-a11y.pdf. Federal Transit Administration (FTA). 2018. Transit Noise and Vibration Impact Assessment. November. Available at: https://www.transit.dot.gov/sites/fta.dot.gov/files/docs/research- innovation/118131/transit-noise-and-vibration-impact-assessment-manual-fta-report-no- 0123_0.pdf. Michael Baker International. 2018. Canyon City Business Center Project Environmental Impact Report. May. Przydatek et al. 2023. Analysis of Noise Levels in Typical Passenger Cars. Sustainability. https://doi.org/10.3390/ su15107910 (accessed March 2026). South Coast Air Quality Management District (SCAQMD). 1993. CEQA Air Quality Handbook. Available at: https://www.aqmd.gov/home/rules-compliance/ceqa/air-quality-analysis-handbook/ceqa-air- quality-handbook-(1993). SCAQMD. 2008. Final Localized Significance Threshold Methodology. Available at: https://www.aqmd.gov/docs/default-source/ceqa/handbook/localized-significance- thresholds/final-lst-methodology-document.pdf?sfvrsn=8c641d61_2. 5.2 List of Preparers This Addendum was prepared by Rincon Consultants, Inc. Persons in data gathering, analysis, project management, and quality control include: Rincon Consultants, Inc. Susane Huerta, Director-in-Charge Katherine Fikan, Project Manager Justin Hall, Assistant Project Manager Lillie Colville, Environmental Planner Michael Stewart, Air Quality and Greenhouse Gas Emissions Specialist Jessie Jaeger, Air Quality and Greenhouse Gas Emissions Specialist Kyle Pritchard, Noise Specialist Appendix A Site Plans POOL EQ U I P . / M E C H . 284 SF CABANA 959 SF SHOWER S MAILROO M 720 SF PARCEL P E N D I N G PACKAG E ROOM 55 SFWINDOW S A B V . WINDOWS A B V . WAT E R H E A T E R RO O M LOW VOLT. METER ROOM FIRE RISER ELE C T R I C A L LOW VOLT. METERROOM ELE C T R I C A L BIK E R A C K DD1 4 - L L - G 14 B I K E S WA T E R H E A T E R ROO M LOW VOLT. METER ROOM FIRE RISER ELE C T R I C A L WA T E R H E A T E R RO O M LOW VOLT. METER ROOM FIRE RISER EL E C T R I C A L A2 A1 B2 B1 S1 C1 B1 A1 WATER HEA T E R ROOM LO W VOL T . MET E R RO O M FIR E RIS E R ELECTRICAL HB A2 A1 S1 C1 A1 WATER HE A T E R ROOM FIR E RIS E R ELECTRIC A L B1 LO W VO L T . MET E R RO O M BIK E R A C K DD1 4 - L L - G 14 B I K E S BIK E R A C K DD1 4 - L L - G 14 B I K E S BIKE RACK DD14-LL-G 14 BIKES BIKE RACKDD14-LL-G14 BIKES 18 50 SHOPS ' E ' RETAIL 6,437 S F CONST R U C T I O N T Y P E V - B SHO P S ' F ' RET A I L 6,0 2 9 S F CON S T R U C T I O N T Y P E V - B SHO P S ' D ' RET A I L 10,0 0 0 S F CON S T R U C T I O N T Y P E V - B SH O P S ' C ' RET A I L ( 7 , 6 7 2 S F + C O F F E E ( 1 , 2 0 0 S F ) (TO T A L = 8 , 8 7 2 S F ) CO N S T R U C T I O N T Y P E V - B PA D ' B ' RE T A I L 5,0 0 2 S F CO N S T R U C T I O N T Y P E V - B 21 13 44 12 38 28 8 15 PIAZZA PAD 'A' RESTAURANT 3,801 SF CONSTRUCTION TYPE V-B ANC H O R GRO C E R 5 20 17 PATIO 800 SF 10 19 14 JO H N P R E V I T I A V E . DUNCAN CANYON RD. 2:1 2:1 2:1 2:1 2:1 2:1 POOL EQ U I P . / M E C H . 284 SF CABANA 959 SF SHOWER S MAILROO M 720 SF PARCEL P E N D I N G PACKAG E ROOM 55 SFWINDOW S A B V . WINDOWS A B V . WAT E R H E A T E R RO O M LOW VOLT. METER ROOM FIRE RISER ELE C T R I C A L LOW VOLT. METERROOM ELE C T R I C A L BIK E R A C K DD1 4 - L L - G 14 B I K E S WA T E R H E A T E R ROO M LOW VOLT. METER ROOM FIRE RISER ELE C T R I C A L WA T E R H E A T E R RO O M LOW VOLT. METER ROOM FIRE RISER EL E C T R I C A L A2 A1 B2 B1 S1 C1 B1 A1 WATER HEA T E R ROOM LO W VOL T . MET E R RO O M FIR E RIS E R ELECTRICAL HB A2 A1 S1 C1 A1 WATER HE A T E R ROOM FIR E RIS E R ELECTRIC A L B1 LO W VO L T . MET E R RO O M BIK E R A C K DD1 4 - L L - G 14 B I K E S BIK E R A C K DD1 4 - L L - G 14 B I K E S BIKE RACK DD14-LL-G 14 BIKES BIKE RACKDD14-LL-G14 BIKES E. V . CH A R G E R (E . V . C . S . ) E. V . CH A R G E R (E . V . C . S . ) E. V . CH A R G E R (E . V . C . S . ) E. V . CH A R G E R (E . V . C . S . ) E. V . CH A R G E R (E . V . C . S . ) E. V . CH A R G E R (E . V . C . S . ) E. V . CH A R G E R (E . V . C . S . ) E. V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) 156 1 2 3 5 6 7 8 9 11 14 15 18 19 22 23 26 27 30 31 34 35 39 40 10 12 13 16 17 20 21 24 25 28 29 32 33 36 1 2 3 4 5 6 7 8 9 1011 12 13 38 37 15 E.V. CHA R G E R (E. V . C . S . ) 26' 26' 26' 26' 9'18' 9'18' 9' 9'18' 9'18' 30' 120 ' - 3 " 12' - 6 " 9'-2 " 10' - 0 " 12' 33' - 6 " R.O. W . R. O . W . PRO P E R T Y L I N E R. O . W . R.O.W.R.O.W.R.O.W. 38'- 7 " R.O . W . 37'- 1 " 10' 30' 18' 9'48'-3" 35' 30' 30' 26' 30' 26' 26' 26 ' 18' 9' 9' 18 ' 26' 105 ' 69'-10 " 33'-7" 26'-3" 10' 17'-0" 89 ' - 1 " 12'12' 27' 12' 12 ' 10 ' - 9 " 26 ' - 1 " 48 ' - 3 " 8'-2" 5'- 0 " PA D A LO A D I N G ( 1 2 ' x 7 0 ' ) SHO P S C & D LO A D I N G ( 1 2 ' x 4 5 ' ) SHOPS ' B 'LOADIN G ( 1 2 ' x 4 5 ' ) LOA D I N G LO A D I N G SHO P S E & F LOA D I N G ( 1 2 ' X 4 5 ' ) SHO P S E & F T.E . C-S T O R E T.E. PAD ' B ' T.E. PAD 'A' T.E. SHO P S ' D & E ' T.E. 14 41 35' 50 ' 29' 41' GRO C E R T.E . REC E I V I N G A R E A ELE C T R I C A L / R E F R I G E R A T I O N ENC L O S U R E ( 7 5 3 S F ) NOT I N C L U D E D I N L E A S E D S . F . 40' - 0 " 43 50 9'18' 9' 18' 9' 15' SHO P S ' C ' T.E. E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E. V . CH A R G E R (E . V . C . S . ) E. V . CH A R G E R (E . V . C . S . ) E. V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V . CH A R G E R (E . V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) E.V. CHA R G E R (E.V . C . S . ) I- 1 5 O F F R A M P 8 EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G EMP L O Y E E PAR K I N G 2 NO TR U C K EXIT S I G N 12' R2 5 ' - 0 " R3 5 ' - 0 " R19 ' - 0 " R5 0 ' - 0 " R1 9 ' - 0 " R19'-0 " 595'-6" 82' - 6 " 30' 56'- 6 " 30' 30' 30' 24 ' 50 '20 ' 30' 30' 12' 12 ' COF F E E T E N A N T R5 0 ' - 0 " E.V. CHA R G E R (E.V . C . S . ) DSPEED=60MHP ISD=930' DSPE E D =50M H P PAS S E N G E R C A R ISD = 4 8 0 ' DSPE E D =50 M H P REQ U I R E D SS D = 4 2 5 ' DSP E E D =5 0 M H P SIN G L E U N I T T R U C K IS D = 7 0 0 ' R60'-0" R6 0 ' - 0 " C-S T O R E 1,4 5 7 S F CON S T R U C T I O N T Y P E V - B C-ST O R E L O A D I N G 12'X 7 0 ' 40'- 0 " 24' 9 1 6'-3 " 7'-3 " 9'-2 " 26' 26' 57, 1 8 5 S F CON S T R U C T I O N T Y P E V - A FILL FILL FILL 25 ' - 0 " ADJAC E N T P A - 4 RESIDE N T I A L S I T E - PER SE P A R A T E S U B M I T T A L (MCN2 5 - 0 0 3 7 ) NORTH SITE PLAN | SP1 0 1"=40'-0"SCALE 40 80FONTANA | CA THE PREVITI GROUP | 25-130 DATE 04 | 30 | 26 VENTANA PA-4 COMMERCIAL PROPERTY LINE PARCEL LINE PARCEL LINE R.O.W. LINE R.O.W. LINE (EX) SCE VAULT (EX) ELECTRICAL SWITCH PARCEL LINE CARBON VAPOR POLISHER NOTE: CONSTRUCT COMMERCIAL DRIVEWAY APPROACH PER CITY STANDARD 1001 AS DETERMINED AT FINAL ENGINEERING. NOTE: CONSTRUCT COMMERCIAL DRIVEWAY APPROACH PER CITY STANDARD 1001 AS DETERMINED AT FINAL ENGINEERING. NOTE: CONSTRUCT COMMERCIAL DRIVEWAY APPROACH PER CITY STANDARD 1001 AS DETERMINED AT FINAL ENGINEERING. DRIVE-THROUGH SPEAKER LOCATION 98,783 SF 425 57,185 3,801 5,002 8,872 10,000 6,437 6,029 1,457 stalls stalls stalls stalls Retail Parking Requirements: (1:175)for the initial 5,000 sf and (1:200)for the next 5,000 sf and (1:225)for the additional gross greater than 1 0,000 sf 474 stalls 479 stalls ANCHORGROCER RESTAURANT -PAD 'A RETAIL -PAD'B' RETAIL-SHOPS'C RETAIL-SHOPS'D' RETAIL-SHOPS'E RETAIL-SHOPS'F GAS STATION C-STORE TOTAL BUILDING AREA: PARKING: RESTAURANTS JOO) RESTAURANTPATO @ PAD 'A'(1:200) GROCER /RETAIL/COMMERCIALS) GAS-STATION C-STORE (1:225) TOTAL PARKING REQUIRED: TOTAL PARK)N G PROVl DED : EVCS PARKING SPACE:Total Percentage Total EVCS Spaces Provided 48 10% BUILDINGS: PROJECT SUMMARY ZONING COMMERCIAL MIXED-USE BUILDING SETBACKS: FRONT (Adjacent to RO.W.)24'Min. SIDE 5'Min. REAR 55'Min. MAXIMUM BUILDING HEIGHT:45 Ft. LAND AREA 1 1.55 Acres URBAN ARENA 21.8 16.9 13.6 19.5 18.5 15.9 ANCH O R GROC E R JOH N P R E V I T I A V E . DUNCA N C A N Y O N R D . EMERG E N C Y E G R E S S D O O R BUILD I N G W O R K A N D S I T E W O R K SEPAR A T I O N O F W O R K O C C U R S A T F A C E O F W A L L , O R E D G E O F D O C K O N S I D E S A N D R E A R O F STRUC T U R E . D I M I S I N G L I N E O F W O R K A T F R O N T S I D E W A L K I S B A C K F A C E O F C U R B . DRIVE U P A N D G O S E R V I C E D O O R NON-C U S T O M E R A C C E S S 3'-0" E N T R Y F O R D E L I SEATI N G A R E A EMER G E N C Y E G R E S S D O O R CANO P Y 12'-8" E X T E N D 1 ' - 0 " P A S T OPENI N G S A T E A C H E N D CANO P Y 5'-6" E X T E N D T O R U N I N T O THE S I D E O F T H E M A J O R TOWE R A N D 1 ' - 0 " P A S T T H E OPENI N G O N T H E L E F T S I D E SIDEW A L K T O S I T E W O R K RTI FIL L B O X ( O N D E L I S I D E O F PLANS ) DSD D O O R DIREC T S T O R E DELIVE R Y RECE I V I N G A R E A ELECT R I C A L / R E F R I G E R A T I O N ENCLO S U R E ( 7 5 3 S F ) NOT IN C L U D E D I N L E A S E D S . F . METAL C A N O P Y PER 1 1 1 3 0 0 L O A D I N G D O C K E Q U I P M E N T TRUC K D O C K S DOCK H E I G H T 5 0 " ( B A S I S O F D E S I G N ) . H E I G H T VARIE S P E R R E G I O N , V E R I F Y W I T H O W N E R RETUR N A B L E S Y A R D CONTA I N S R E T U R N A B L E M A T E R I A L S S U C H A S PALET T E S , C R A T E S , C A R D B O A R D B A L E S , E T C . (YARD I S O P E N W I T H N O A R O O F ) DSPEED=60MH P ISD=9 3 0 ' DSPEED =50MHP PASSEN G E R C A R ISD=48 0 ' DSPEE D =50M H P REQ U I R E D SSD = 4 2 5 ' DSPE E D =50 M H P SIN G L E U N I T T R U C K IS D = 7 0 0 ' FILL FILL FILL ADJACENT PA-4 RESIDENTIAL SITE - PER SEPARATE SUBMITTAL (MCN25-0037)A1 A2 - ALT AA1 B2 A2 A1 A2 B1 A1 A2 A1 B2 A1 A2B1 WAT E R H E A T E R ROO M LOWVOLT. METERROOM FIRERISER ELE C T R I C A L BIKE R A C K DD1 4 - L L - G 14 B I K E S BIKE STORAGE 50 ' - 0 " 28 ' - 8 " 29 ' - 5 " POOL EQUIP./ MECH.284 SF CABANA959 SF SHOWERS FITNESS1,430 SF KITCHEN /GAME ROOM525 SF LEASING / LOUNGE1,245 SF LEASING 1162 SF MECH.50 SF MAILROOM720 SF PARCEL PENDING LEASING 2(OPT TO BE OPEN) 116 SF CO-WORK91 SF CO-WORK91 SF CO-WORK228 SF STOR. BREAKRM. STOR.STOR. PACKAGEROOM55 SF YOGA265 SF WINDOWS ABV.WINDOWS ABV. A1 A2A1 B2 A2 A1 A2 B1 A1 A2 A1 B2 A1 A2B1 WAT E R H E A T E R ROO M LOWVOLT. METERROOM FIRERISER ELE C T R I C A L BIKE R A C K DD1 4 - L L - G 14 B I K E S BIKESTORAGE WA T E R H E A T E R RO O M FIRE RISER EL E C T R I C A L LOWVOLT. METERROOM NOTE: BIKE STORAGE AREA CAN BELOCATED EITHER END OF BUILDING BIK E R A C K DD1 4 - L L - G 14 B I K E S BIKESTORAGE WAT E R H E A T E R ROO M FIRE RISER EL E C T R I C A L NOTE: BIKE STORAGE AREA CAN BE LOCATED EITHER END OF BUILDIN LOWVOLT. METERROOM BLDG 14 TYPE A WAT E R H E A T E R RO O M FIRERISER ELE C T R I C A L LOWVOLT. METERROOM NOTE:BIKE STORAGE AREA CAN BE LOCATED EITHER END OF BUILDING BIKE R A C K DD1 4 - L L - G 14 B I K E S BIKESTORAGE BIK E R A C K DD1 4 - L L - G 14 B I K E S BIKESTORAGE BLDG 2 TYPE B WAT E R H E A T E R RO O M FIRERISER ELE C T R I C A L LOWVOLT. METERROOM NOTE:BIKE STORAGE AREA CAN BE LOCATED EITHER END OF BUILDING BIKE R A C K DD1 4 - L L - G 14 B I K E S BIKESTORAGE BLDG 3 TYPE B WAT E R H E A T E R ROO M FIRE RISER ELE C T R I C A L LOWVOLT. METERROOM NOTE: BIKE STORAGE AREA CAN BE LOCATED EITHER END OF BUILDING BIK E R A C K DD1 4 - L L - G 14 B I K E S BIKE STORAGE BLDG 6 TYPE B BLDG 15 TYPE B WATER HEATERROOM FIR E RIS E R ELECTRICAL NO T E : BIK E S T O R A G ARE A C A N B LO C A T ED E I T H EN D O F B U ILD I LOWVOL T . MET E R ROO M WATER HEA T E R ROOM FIR E RISE R ELECTRICA L NO T E : BIKE S T O R A G E ARE A C A N B E LOC A T E D E I T H E R END O F B U I L D I N G LOW VOL T . MET E R ROO M BLDG 10 TYPE A WATER HEATER ROOM LO W VOL T . MET E R ROO M FIR E RIS E R ELECTRICAL BIKE RACK DD14-LL-G 14 BIKES BIK E STO R A G E BLDG 7 TYPE C HB BLDG 4 TYPE D-ALT BLDG 5 TYPE D HB FRONT FR O N T FRONT FR O N T FRONT HB HB HB HB HB WATER HEATERROOM LO W VOL T . MET E R ROO M FIR E RIS E R ELECTRICAL BIKE RACK DD14-LL-G 14 BIKES BIK E STO R A G E WATER HEA T E R ROOM FIR E RISE R ELECTRICA L NOT E : BIKE S T O R A G E ARE A C A N B E LOC A T E D E I T H E R END O F B U I L D I N G LOW VOL T . MET E R ROO M WATER HEATERROOM FIR E RIS E R ELECTRICAL NO T E : BIK E S T O R A G E AR E A C A N B E LO C A T E D E I T H E R EN D O F B U I L D I N G LOWVOL T .MET E R ROO M BLDG 8 TYPE C 24'-3 1/2"24'-6" 20'-10" 16 ' - 7 " 10 ' - 0 " SE T B A C K 30'-0" 24 ' - 7 " 10'-0" 10 ' - 0 " 30'-0" 10'-0" 5'- 2 " 35'-0" 18'-0" 9' - 0 " 30'-0"30'-0" 30 ' - 0 " 26'-0" 30 ' - 0 " 30 ' - 0 " P E D E S T R I A N GATE 1 GATE 2 D O G P A R K 3,500 SF 42'-9" 26 ' - 0 " 30 ' - 0 " 30'-0" 14'-9" 23 ' - 8 " 30'-0" 30 ' - 0 " P A R K 9,500 SF CLOCK TOWER CALL BOX I - 1 5 F W Y O F F - R A M P 30'-0"18'-0"20'-3" 29'-11" 80'-0" RI / RO T T ARCHWAY AR C H W A Y ARCHWAY T 30'-0" ENTRY TOWER MAINT. 400 SF J O H N P R E V I T I A V E . BLDG 11 TYPE A BLDG 9 TYPE A BLDG 1 TYPE A 13 ' - 6 1 / 2 " 28 ' - 9 " 40'-0" 30 ' - 0 " 30'-0" 6'- 7 " 5'- 3 " 84'-8" 31 ' - 1 0 " 28 ' - 4 " 25'-6" 21'-0" T T LEASING / CLUB FITNESS/MAIL CABANA POOL SPA MAIL 50'-0" 333'-0" SEPARATION DISTANCE FROM CENTER OF PA6 ENTRY DRIVE (MIN. 330'-0") 20'-0"20'-0" 12 ' - 0 " 50 ' - 0 " 27'-2" 18'-0" 9' - 0 " 10'-0" 467'-10" SEPARATION DISTANCE FROM ENTRY DRIVE (330'-0" MIN.) 57 ' - 1 1 " 26 ' - 0 " 9'-0"18 ' - 0 " 22'-0"8' - 0 " 26'-0" WA T E R H E A T E R RO O M FIRERISER ELE C T R I C A L NOTE: BIKE STORAGE AREA CAN BE LOCATED EITHER END OF BUILDING LOWVOLT. METERROOM A2 A1 B2 B1 S1 C1 - A L T B1 A1 WATER HEATER ROOM LO W VOL T . MET E R ROO M FIR E RIS E R ELECTRICAL BIKE RACKDD14-LL-G14 BIKES BIK E STO R A G E BLDG 12 TYPE C-ALT BLDG 13 TYPE A FUTURE COMMERCIAL, NOT A PART I - 1 5 F W Y 18'-0" 18 ' - 0 " 18 ' - 0 " 30 ' - 0 " 18'-0" 30'-0" 34'-4" 515'-5" SEPARATION DISTANCE FROM ENTRY DRIVE (330'-0" MIN.) FUTURE PYLON 14 ' - 0 " G R A N D P I A Z Z A P R O M E N A D E BIKE R A C K DD1 4 - L L - G 14 B I K E S BIKESTORAGE BIK E R A C K DD1 4 - L L - G 14 B I K E S BIKESTORAGE BIK E R A C K DD1 4 - L L - G 14 B I K E S BIKE STORAGE BIK E R A C K DD1 4 - L L - G 14 B I K E S BIKESTORAGE BIKE RACKDD14-LL-G14 BIKES BIKE STO R A G E BIKE RACK DD14-LL-G 14 BIKES BIKE STOR A G E BIK E R A C K DD1 4 - L L - G 14 B I K E S BIKE STORAGE BIKE RACKDD14-LL-G14 BIKES BIK E STO R A G E BIKE RACKDD14-LL-G14 BIKES BIK E ST O R A G E 18'-7" 10'-0" DUNCAN C A N Y O N R O A D FONTANA, CA 04-22-2026 2024-1169 DATE JOB NO. VENTANA AT DUNCAN CANYON - PA4 OPEN SPACE EXHIBIT - ENTIRE PLANNING AREA 4 80'160'240'0 320' 1"=80'NO R T H A4 PROPERTY LINE LEGEND ENCLOSED AMENITY SPACE OPEN SPACE REQ'D PER SPA PA4: 6.3 AC TOTAL PROPOSED OPEN SPACE: 7.54 AC RESIDENTIAL LOT AREA:14.55 AC COMMERCIAL LOT AREA: 11.65 AC TOTAL LOT AREA: 26.29AC PRIVATE OPEN SPACE PROVIDED 1 TYPE QTY SQFT TOTAL A 6 1704 10,224 B 4 1,605 6.420 C 3 1,557 4.671 D 2 3,408 6,816 TOTAL OPEN SPACE PROVIDED TYPE TOTAL SQFT %TOTAL PRIVATE OPEN SPACE 28,131 COMMON 180.985 28 56%' OPEN SPACE Based on 14 55 acre residential area LANDSCAPE OPEN SPACE 178,315 28.1% ENCLOSED OPEN SPACE 8,280 -244,561 Appendix B CaIEEMod Data Sheets 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 1 / 53 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report Table of Contents 1. Basic Project Information 1.1. Basic Project Information 1.2. Land Use Types 1.3. User-Selected Emission Reduction Measures by Emissions Sector 2. Emissions Summary 2.3. Operations Emissions Compared Against Thresholds 2.4. Operations Emissions by Sector, Unmitigated 4. Operations Emissions Details 4.1. Mobile Emissions by Land Use 4.1.1. Unmitigated 4.2. Energy 4.2.1. Electricity Emissions By Land Use - Unmitigated 4.2.3. Natural Gas Emissions By Land Use - Unmitigated 4.3. Area Emissions by Source 4.3.1. Unmitigated 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 2 / 53 4.4. Water Emissions by Land Use 4.4.1. Unmitigated 4.5. Waste Emissions by Land Use 4.5.1. Unmitigated 4.6. Refrigerant Emissions by Land Use 4.6.1. Unmitigated 4.7. Offroad Emissions By Equipment Type 4.7.1. Unmitigated 4.8. Stationary Emissions By Equipment Type 4.8.1. Unmitigated 4.9. User Defined Emissions By Equipment Type 4.9.1. Unmitigated 4.10. Soil Carbon Accumulation By Vegetation Type 4.10.1. Soil Carbon Accumulation By Vegetation Type - Unmitigated 4.10.2. Above and Belowground Carbon Accumulation by Land Use Type - Unmitigated 4.10.3. Avoided and Sequestered Emissions by Species - Unmitigated 5. Activity Data 5.9. Operational Mobile Sources 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 3 / 53 5.9.1. Unmitigated 5.10. Operational Area Sources 5.10.1. Hearths 5.10.2. Architectural Coatings 5.10.3. Landscape Equipment 5.11. Operational Energy Consumption 5.11.1. Unmitigated 5.12. Operational Water and Wastewater Consumption 5.12.1. Unmitigated 5.13. Operational Waste Generation 5.13.1. Unmitigated 5.14. Operational Refrigeration and Air Conditioning Equipment 5.14.1. Unmitigated 5.15. Operational Off-Road Equipment 5.15.1. Unmitigated 5.16. Stationary Sources 5.16.1. Emergency Generators and Fire Pumps 5.16.2. Process Boilers 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 4 / 53 5.17. User Defined 5.18. Vegetation 5.18.1. Land Use Change 5.18.1.1. Unmitigated 5.18.1. Biomass Cover Type 5.18.1.1. Unmitigated 5.18.2. Sequestration 5.18.2.1. Unmitigated 6. Climate Risk Detailed Report 6.1. Climate Risk Summary 6.2. Initial Climate Risk Scores 6.3. Adjusted Climate Risk Scores 6.4. Climate Risk Reduction Measures 7. Health and Equity Details 7.1. CalEnviroScreen 4.0 Scores 7.2. Healthy Places Index Scores 7.3. Overall Health & Equity Scores 7.4. Health & Equity Measures 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 5 / 53 7.5. Evaluation Scorecard 7.6. Health & Equity Custom Measures 8. User Changes to Default Data 8.1. Justifications 8.3. Land Use 8.5. Operations 8.5.2. Area Sources 8.5.2.1. Hearths 8.5.4. Water and Waste Water 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 6 / 53 1. Basic Project Information 1.1. Basic Project Information Data Field Value Project Name 24-17160 Ventana at Duncan Canyon PA-4 Operational Year 2030 Lead Agency — Land Use Scale Project/site Analysis Level for Defaults County Windspeed (m/s) 2.80000 Precipitation (days) 6.80000 Location Fontana, CA, USA County San Bernardino-South Coast City Fontana Air District South Coast AQMD Air Basin South Coast TAZ 5320 EDFZ 10 Electric Utility Southern California Edison Gas Utility Southern California Gas App Version 2022.1.1.43 1.2. Land Use Types Land Use Subtype Size Unit Lot Acreage Building Area (sq ft) Landscape Area (sq ft) Special Landscape Area (sq ft) Population Description Apartments Mid Rise 493.000 Dwelling Unit 12.9737 473,280 47,328.0 — 1,632.00 PA 1 Strip Mall 154.000 1000sqft 3.53535 154,000 7,700.00 — — PA 2 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 7 / 53 Medical Office Building 26.0000 1000sqft 0.59688 26,000.0 1,300.00 — — PA 2 Apartments Mid Rise 219.000 Dwelling Unit 5.76316 210,240 21,024.0 — 725.000 PA 3 Apartments Mid Rise 408.000 Dwelling Unit 10.7368 391,680 39,168.0 — 1,350.00 PA 4 Strip Mall 35.1400 1000sqft 0.80670 35,140.0 1,757.00 — — PA 4 Supermarket 57.1850 1000sqft 1.31279 57,185.0 2,859.00 — — PA 4 Fast Food Restaurant with Drive Thru 3.80100 1000sqft 0.08726 3,801.00 190.000 — — PA 4 Convenience Market with Gas Pumps 12.0000 Pump 0.03889 1,457.00 73.0000 — — PA 4 Fast Food Restaurant with Drive Thru 1.20000 1000sqft 0.02755 1,200.00 60.0000 — — PA 4 Strip Mall 30.0000 1000sqft 0.68871 30,000.0 1,500.00 — — PA 5A High Turnover (Sit Down Restaurant) 20.0000 1000sqft 0.45914 20,000.0 1,000.000 — — PA 5A Fast Food Restaurant with Drive Thru 10.00000 1000sqft 0.22957 10,000.00 500.000 — — PA 5A Strip Mall 16.2500 1000sqft 0.37305 16,250.0 812.500 — — PA 5B High Turnover (Sit Down Restaurant) 10.8330 1000sqft 0.24869 10,833.0 541.650 — — PA 5B Fast Food Restaurant with Drive Thru 5.41700 1000sqft 0.12436 5,417.00 270.850 — — PA 5B Apartments Mid Rise 137.000 Dwelling Unit 3.60526 131,520 13,152.0 — 453.000 PA 6A Medical Office Building 74.0000 1000sqft 1.69881 74,000.0 3,700.00 — — PA 6A Strip Mall 26.0000 1000sqft 0.59688 26,000.0 1,300.00 — — PA 6B 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 8 / 53 1.3. User-Selected Emission Reduction Measures by Emissions Sector No measures selected 2. Emissions Summary 2.3. Operations Emissions Compared Against Thresholds Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Un/Mit. TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Unmit. 121.794 116.511 46.6001 450.612 0.85995 1.10300 74.5431 75.6461 1.05274 18.9271 19.9799 1,969.68 112,792 114,762 180.981 5.19294 12,435.1 133,269 Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Unmit. 107.342 102.572 48.4447 322.840 0.80602 1.03483 74.5431 75.5779 1.00147 18.9271 19.9286 1,969.68 107,499 109,469 181.298 5.32995 12,255.3 127,845 Average Daily (Max) — — — — — — — — — — — — — — — — — — Unmit. 113.579 108.375 49.3791 394.520 0.81667 1.08160 74.2188 75.3004 1.03667 18.8461 19.8827 1,969.68 108,465 110,435 181.298 5.35751 12,330.2 128,894 Annual (Max) — — — — — — — — — — — — — — — — — — Unmit. 20.7282 19.7785 9.01168 71.9999 0.14904 0.19739 13.5449 13.7423 0.18919 3.43941 3.62860 326.103 17,957.6 18,283.7 30.0159 0.88700 2,041.41 21,339.9 2.4. Operations Emissions by Sector, Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Sector TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Mobile 71.7126 67.4275 39.2686 354.557 0.81534 0.52358 74.5431 75.0667 0.49026 18.9271 19.4174 — 83,864.1 83,864.1 5.06632 4.50090 184.501 85,516.5 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 9 / 53 Area 49.3425 48.7140 0.83872 92.0537 0.00432 0.06897 — 0.06897 0.05204 — 0.05204 0.00000 274.958 274.958 0.01151 0.00231 — 275.933 Energy 0.73880 0.36940 6.49280 4.00211 0.04030 0.51045 — 0.51045 0.51045 — 0.51045 — 27,549.2 27,549.2 1.92104 0.16198 — 27,645.5 Water — — — — — — — — — — — 237.780 1,103.97 1,341.75 0.88547 0.52776 — 1,521.15 Waste — — — — — — — — — — — 1,731.90 0.00000 1,731.90 173.097 0.00000 — 6,059.32 Refrig. — — — — — — — — — — — — — — — — 12,250.6 12,250.6 Total 121.794 116.511 46.6001 450.612 0.85995 1.10300 74.5431 75.6461 1.05274 18.9271 19.9799 1,969.68 112,792 114,762 180.981 5.19294 12,435.1 133,269 Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Mobile 67.4272 63.0272 41.9519 318.838 0.76572 0.52438 74.5431 75.0675 0.49102 18.9271 19.4182 — 78,846.2 78,846.2 5.39435 4.64021 4.78402 80,368.6 Area 39.1758 39.1758 0.00000 0.00000 0.00000 0.00000 — 0.00000 0.00000 — 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 — 0.00000 Energy 0.73880 0.36940 6.49280 4.00211 0.04030 0.51045 — 0.51045 0.51045 — 0.51045 — 27,549.2 27,549.2 1.92104 0.16198 — 27,645.5 Water — — — — — — — — — — — 237.780 1,103.97 1,341.75 0.88547 0.52776 — 1,521.15 Waste — — — — — — — — — — — 1,731.90 0.00000 1,731.90 173.097 0.00000 — 6,059.32 Refrig. — — — — — — — — — — — — — — — — 12,250.6 12,250.6 Total 107.342 102.572 48.4447 322.840 0.80602 1.03483 74.5431 75.5779 1.00147 18.9271 19.9286 1,969.68 107,499 109,469 181.298 5.32995 12,255.3 127,845 Average Daily — — — — — — — — — — — — — — — — — — Mobile 66.7009 62.2971 42.3118 327.467 0.77341 0.52392 74.2188 74.7427 0.49058 18.8461 19.3366 — 79,623.6 79,623.6 5.38648 4.66619 79.6660 81,228.5 Area 46.1393 45.7088 0.57446 63.0505 0.00296 0.04724 — 0.04724 0.03565 — 0.03565 0.00000 188.328 188.328 0.00788 0.00158 — 188.995 Energy 0.73880 0.36940 6.49280 4.00211 0.04030 0.51045 — 0.51045 0.51045 — 0.51045 — 27,549.2 27,549.2 1.92104 0.16198 — 27,645.5 Water — — — — — — — — — — — 237.780 1,103.97 1,341.75 0.88547 0.52776 — 1,521.15 Waste — — — — — — — — — — — 1,731.90 0.00000 1,731.90 173.097 0.00000 — 6,059.32 Refrig. — — — — — — — — — — — — — — — — 12,250.6 12,250.6 Total 113.579 108.375 49.3791 394.520 0.81667 1.08160 74.2188 75.3004 1.03667 18.8461 19.8827 1,969.68 108,465 110,435 181.298 5.35751 12,330.2 128,894 Annual — — — — — — — — — — — — — — — — — — Mobile 12.1729 11.3692 7.72190 59.7628 0.14115 0.09562 13.5449 13.6405 0.08953 3.43941 3.52894 — 13,182.6 13,182.6 0.89179 0.77254 13.1896 13,448.3 Area 8.42042 8.34186 0.10484 11.5067 0.00054 0.00862 — 0.00862 0.00651 — 0.00651 0.00000 31.1798 31.1798 0.00130 0.00026 — 31.2903 Energy 0.13483 0.06742 1.18494 0.73039 0.00735 0.09316 — 0.09316 0.09316 — 0.09316 — 4,561.08 4,561.08 0.31805 0.02682 — 4,577.02 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 10 / 53 Water — — — — — — — — — — — 39.3672 182.774 222.141 0.14660 0.08738 — 251.844 Waste — — — — — — — — — — — 286.735 0.00000 286.735 28.6582 0.00000 — 1,003.19 Refrig. — — — — — — — — — — — — — — — — 2,028.22 2,028.22 Total 20.7282 19.7785 9.01168 71.9999 0.14904 0.19739 13.5449 13.7423 0.18919 3.43941 3.62860 326.103 17,957.6 18,283.7 30.0159 0.88700 2,041.41 21,339.9 4. Operations Emissions Details 4.1. Mobile Emissions by Land Use 4.1.1. Unmitigated Mobile source emissions results are presented in Sections 2.6. No further detailed breakdown of emissions is available. 4.2. Energy 4.2.1. Electricity Emissions By Land Use - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land Use TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — — 7,907.48 7,907.48 0.49052 0.05946 — 7,937.46 Strip Mall — — — — — — — — — — — — 3,706.23 3,706.23 0.22991 0.02787 — 3,720.28 Medical Office Building — — — — — — — — — — — — 2,543.59 2,543.59 0.15778 0.01913 — 2,553.24 Superm arket — — — — — — — — — — — — 2,690.16 2,690.16 0.16688 0.02023 — 2,700.36 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 11 / 53 1,047.50—0.007850.064731,043.551,043.55————————————Fast Food Restaurant with Drive Thru Conveni ence Market with Gas Pumps — — — — — — — — — — — — 68.5418 68.5418 0.00425 0.00052 — 68.8016 High Turnover (Sit Down Restaurant) — — — — — — — — — — — — 1,575.85 1,575.85 0.09775 0.01185 — 1,581.83 Total — — — — — — — — — — — — 19,535.4 19,535.4 1.21182 0.14689 — 19,609.5 Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — — 7,907.48 7,907.48 0.49052 0.05946 — 7,937.46 Strip Mall — — — — — — — — — — — — 3,706.23 3,706.23 0.22991 0.02787 — 3,720.28 Medical Office Building — — — — — — — — — — — — 2,543.59 2,543.59 0.15778 0.01913 — 2,553.24 Superm arket — — — — — — — — — — — — 2,690.16 2,690.16 0.16688 0.02023 — 2,700.36 Fast Food Restaurant with Drive Thru — — — — — — — — — — — — 1,043.55 1,043.55 0.06473 0.00785 — 1,047.50 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 12 / 53 68.8016—0.000520.0042568.541868.5418————————————Conveni ence Market with Gas Pumps High Turnover (Sit Down Restaurant) — — — — — — — — — — — — 1,575.85 1,575.85 0.09775 0.01185 — 1,581.83 Total — — — — — — — — — — — — 19,535.4 19,535.4 1.21182 0.14689 — 19,609.5 Annual — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — — 1,309.17 1,309.17 0.08121 0.00984 — 1,314.14 Strip Mall — — — — — — — — — — — — 613.609 613.609 0.03806 0.00461 — 615.935 Medical Office Building — — — — — — — — — — — — 421.121 421.121 0.02612 0.00317 — 422.717 Superm arket — — — — — — — — — — — — 445.386 445.386 0.02763 0.00335 — 447.075 Fast Food Restaurant with Drive Thru — — — — — — — — — — — — 172.771 172.771 0.01072 0.00130 — 173.426 Conveni ence Market with Gas Pumps — — — — — — — — — — — — 11.3479 11.3479 0.00070 0.00009 — 11.3909 High Turnover (Sit Down Restaurant) — — — — — — — — — — — — 260.900 260.900 0.01618 0.00196 — 261.889 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 13 / 53 Total — — — — — — — — — — — — 3,234.31 3,234.31 0.20063 0.02432 — 3,246.57 4.2.3. Natural Gas Emissions By Land Use - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land Use TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise 0.40991 0.20496 3.50290 1.49060 0.02236 0.28321 — 0.28321 0.28321 — 0.28321 — 4,446.33 4,446.33 0.39350 0.00837 — 4,458.66 Strip Mall 0.04553 0.02277 0.41392 0.34769 0.00248 0.03146 — 0.03146 0.03146 — 0.03146 — 493.875 493.875 0.04371 0.00093 — 495.245 Medical Office Building 0.08107 0.04054 0.73704 0.61911 0.00442 0.05602 — 0.05602 0.05602 — 0.05602 — 879.412 879.412 0.07783 0.00166 — 881.851 Superm arket 0.02852 0.01426 0.25928 0.21779 0.00156 0.01970 — 0.01970 0.01970 — 0.01970 — 309.358 309.358 0.02738 0.00058 — 310.216 Fast Food Restaurant with Drive Thru 0.06894 0.03447 0.62669 0.52642 0.00376 0.04763 — 0.04763 0.04763 — 0.04763 — 747.751 747.751 0.06618 0.00141 — 749.825 Conveni ence Market with Gas Pumps 0.00073 0.00036 0.00661 0.00555 0.00004 0.00050 — 0.00050 0.00050 — 0.00050 — 7.88205 7.88205 0.00070 0.00001 — 7.90391 High Turnover (Sit Down Restaurant) 0.10410 0.05205 0.94636 0.79495 0.00568 0.07192 — 0.07192 0.07192 — 0.07192 — 1,129.17 1,129.17 0.09993 0.00213 — 1,132.30 Total 0.73880 0.36940 6.49280 4.00211 0.04030 0.51045 — 0.51045 0.51045 — 0.51045 — 8,013.78 8,013.78 0.70922 0.01509 — 8,036.00 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 14 / 53 Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise 0.40991 0.20496 3.50290 1.49060 0.02236 0.28321 — 0.28321 0.28321 — 0.28321 — 4,446.33 4,446.33 0.39350 0.00837 — 4,458.66 Strip Mall 0.04553 0.02277 0.41392 0.34769 0.00248 0.03146 — 0.03146 0.03146 — 0.03146 — 493.875 493.875 0.04371 0.00093 — 495.245 Medical Office Building 0.08107 0.04054 0.73704 0.61911 0.00442 0.05602 — 0.05602 0.05602 — 0.05602 — 879.412 879.412 0.07783 0.00166 — 881.851 Superm arket 0.02852 0.01426 0.25928 0.21779 0.00156 0.01970 — 0.01970 0.01970 — 0.01970 — 309.358 309.358 0.02738 0.00058 — 310.216 Fast Food Restaurant with Drive Thru 0.06894 0.03447 0.62669 0.52642 0.00376 0.04763 — 0.04763 0.04763 — 0.04763 — 747.751 747.751 0.06618 0.00141 — 749.825 Conveni ence Market with Gas Pumps 0.00073 0.00036 0.00661 0.00555 0.00004 0.00050 — 0.00050 0.00050 — 0.00050 — 7.88205 7.88205 0.00070 0.00001 — 7.90391 High Turnover (Sit Down Restaurant) 0.10410 0.05205 0.94636 0.79495 0.00568 0.07192 — 0.07192 0.07192 — 0.07192 — 1,129.17 1,129.17 0.09993 0.00213 — 1,132.30 Total 0.73880 0.36940 6.49280 4.00211 0.04030 0.51045 — 0.51045 0.51045 — 0.51045 — 8,013.78 8,013.78 0.70922 0.01509 — 8,036.00 Annual — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise 0.07481 0.03740 0.63928 0.27203 0.00408 0.05169 — 0.05169 0.05169 — 0.05169 — 736.140 736.140 0.06515 0.00139 — 738.182 Strip Mall 0.00831 0.00415 0.07554 0.06345 0.00045 0.00574 — 0.00574 0.00574 — 0.00574 — 81.7666 81.7666 0.00724 0.00015 — 81.9934 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 15 / 53 146.001—0.000270.01289145.597145.597—0.01022—0.010220.01022—0.010220.000810.112990.134510.007400.01480Medical Office Building Superm arket 0.00520 0.00260 0.04732 0.03975 0.00028 0.00360 — 0.00360 0.00360 — 0.00360 — 51.2178 51.2178 0.00453 0.00010 — 51.3599 Fast Food Restaurant with Drive Thru 0.01258 0.00629 0.11437 0.09607 0.00069 0.00869 — 0.00869 0.00869 — 0.00869 — 123.799 123.799 0.01096 0.00023 — 124.142 Conveni ence Market with Gas Pumps 0.00013 0.00007 0.00121 0.00101 0.00001 0.00009 — 0.00009 0.00009 — 0.00009 — 1.30496 1.30496 0.00012 < 0.000005 — 1.30858 High Turnover (Sit Down Restaurant) 0.01900 0.00950 0.17271 0.14508 0.00104 0.01313 — 0.01313 0.01313 — 0.01313 — 186.947 186.947 0.01654 0.00035 — 187.466 Total 0.13483 0.06742 1.18494 0.73039 0.00735 0.09316 — 0.09316 0.09316 — 0.09316 — 1,326.77 1,326.77 0.11742 0.00250 — 1,330.45 4.3. Area Emissions by Source 4.3.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Source TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Hearths 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 — 0.00000 0.00000 — 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 — 0.00000 Consum er Product s 35.9093 35.9093 — — — — — — — — — — — — — — — — 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 16 / 53 Architect Coatings 3.26657 3.26657 — — — — — — — — — — — — — — — — Landsca pe Equipm ent 10.1667 9.53813 0.83872 92.0537 0.00432 0.06897 — 0.06897 0.05204 — 0.05204 — 274.958 274.958 0.01151 0.00231 — 275.933 Total 49.3425 48.7140 0.83872 92.0537 0.00432 0.06897 — 0.06897 0.05204 — 0.05204 0.00000 274.958 274.958 0.01151 0.00231 — 275.933 Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Hearths 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 — 0.00000 0.00000 — 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 — 0.00000 Consum er Product s 35.9093 35.9093 — — — — — — — — — — — — — — — — Architect ural Coating s 3.26657 3.26657 — — — — — — — — — — — — — — — — Total 39.1758 39.1758 0.00000 0.00000 0.00000 0.00000 — 0.00000 0.00000 — 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 — 0.00000 Annual — — — — — — — — — — — — — — — — — — Hearths 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 — 0.00000 0.00000 — 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 — 0.00000 Consum er Product s 6.55344 6.55344 — — — — — — — — — — — — — — — — Architect ural Coating s 0.59615 0.59615 — — — — — — — — — — — — — — — — Landsca pe Equipm ent 1.27083 1.19227 0.10484 11.5067 0.00054 0.00862 — 0.00862 0.00651 — 0.00651 — 31.1798 31.1798 0.00130 0.00026 — 31.2903 Total 8.42042 8.34186 0.10484 11.5067 0.00054 0.00862 — 0.00862 0.00651 — 0.00651 0.00000 31.1798 31.1798 0.00130 0.00026 — 31.2903 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 17 / 53 4.4. Water Emissions by Land Use 4.4.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land Use TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — 111.964 519.824 631.788 0.41694 0.24851 — 716.266 Strip Mall — — — — — — — — — — — 38.3621 178.107 216.469 0.14286 0.08515 — 245.414 Medical Office Building — — — — — — — — — — — 26.8150 124.497 151.312 0.09986 0.05952 — 171.544 Superm arket — — — — — — — — — — — 14.4882 67.2659 81.7542 0.05395 0.03216 — 92.6858 Fast Food Restaurant with Drive Thru — — — — — — — — — — — 22.9083 106.358 129.267 0.08531 0.05085 — 146.551 Conveni ence Market with Gas Pumps — — — — — — — — — — — 3.24324 15.0577 18.3009 0.01208 0.00720 — 20.7480 High Turnover (Sit Down Restaurant) — — — — — — — — — — — 19.9997 92.8548 112.854 0.07448 0.04439 — 127.945 Total — — — — — — — — — — — 237.780 1,103.97 1,341.75 0.88547 0.52776 — 1,521.15 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 18 / 53 Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — 111.964 519.824 631.788 0.41694 0.24851 — 716.266 Strip Mall — — — — — — — — — — — 38.3621 178.107 216.469 0.14286 0.08515 — 245.414 Medical Office Building — — — — — — — — — — — 26.8150 124.497 151.312 0.09986 0.05952 — 171.544 Superm arket — — — — — — — — — — — 14.4882 67.2659 81.7542 0.05395 0.03216 — 92.6858 Fast Food Restaurant with Drive Thru — — — — — — — — — — — 22.9083 106.358 129.267 0.08531 0.05085 — 146.551 Conveni ence Market with Gas Pumps — — — — — — — — — — — 3.24324 15.0577 18.3009 0.01208 0.00720 — 20.7480 High Turnover (Sit Down Restaurant) — — — — — — — — — — — 19.9997 92.8548 112.854 0.07448 0.04439 — 127.945 Total — — — — — — — — — — — 237.780 1,103.97 1,341.75 0.88547 0.52776 — 1,521.15 Annual — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — 18.5369 86.0629 104.600 0.06903 0.04114 — 118.586 Strip Mall — — — — — — — — — — — 6.35128 29.4877 35.8390 0.02365 0.01410 — 40.6311 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 19 / 53 28.4011—0.009850.0165325.051420.61184.43953———————————Medical Office Building Superm arket — — — — — — — — — — — 2.39869 11.1366 13.5353 0.00893 0.00532 — 15.3452 Fast Food Restaurant with Drive Thru — — — — — — — — — — — 3.79273 17.6089 21.4016 0.01412 0.00842 — 24.2633 Conveni ence Market with Gas Pumps — — — — — — — — — — — 0.53695 2.49297 3.02993 0.00200 0.00119 — 3.43507 High Turnover (Sit Down Restaurant) — — — — — — — — — — — 3.31119 15.3732 18.6843 0.01233 0.00735 — 21.1827 Total — — — — — — — — — — — 39.3672 182.774 222.141 0.14660 0.08738 — 251.844 4.5. Waste Emissions by Land Use 4.5.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land Use TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — 500.867 0.00000 500.867 50.0599 0.00000 — 1,752.36 Strip Mall — — — — — — — — — — — 147.917 0.00000 147.917 14.7838 0.00000 — 517.511 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 20 / 53 Medical Office Building — — — — — — — — — — — 582.054 0.00000 582.054 58.1742 0.00000 — 2,036.41 Superm arket — — — — — — — — — — — 173.820 0.00000 173.820 17.3727 0.00000 — 608.138 Fast Food Restaurant with Drive Thru — — — — — — — — — — — 126.755 0.00000 126.755 12.6687 0.00000 — 443.472 Conveni ence Market with Gas Pumps — — — — — — — — — — — 2.74044 0.00000 2.74044 0.27390 0.00000 — 9.58785 High Turnover (Sit Down Restaurant) — — — — — — — — — — — 197.743 0.00000 197.743 19.7638 0.00000 — 691.837 Total — — — — — — — — — — — 1,731.90 0.00000 1,731.90 173.097 0.00000 — 6,059.32 Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — 500.867 0.00000 500.867 50.0599 0.00000 — 1,752.36 Strip Mall — — — — — — — — — — — 147.917 0.00000 147.917 14.7838 0.00000 — 517.511 Medical Office Building — — — — — — — — — — — 582.054 0.00000 582.054 58.1742 0.00000 — 2,036.41 Superm arket — — — — — — — — — — — 173.820 0.00000 173.820 17.3727 0.00000 — 608.138 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 21 / 53 443.472—0.0000012.6687126.7550.00000126.755———————————Fast Food Restaurant with Drive Thru Conveni ence Market with Gas Pumps — — — — — — — — — — — 2.74044 0.00000 2.74044 0.27390 0.00000 — 9.58785 High Turnover (Sit Down Restaurant) — — — — — — — — — — — 197.743 0.00000 197.743 19.7638 0.00000 — 691.837 Total — — — — — — — — — — — 1,731.90 0.00000 1,731.90 173.097 0.00000 — 6,059.32 Annual — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — 82.9243 0.00000 82.9243 8.28798 0.00000 — 290.124 Strip Mall — — — — — — — — — — — 24.4893 0.00000 24.4893 2.44762 0.00000 — 85.6798 Medical Office Building — — — — — — — — — — — 96.3657 0.00000 96.3657 9.63140 0.00000 — 337.151 Superm arket — — — — — — — — — — — 28.7779 0.00000 28.7779 2.87625 0.00000 — 100.684 Fast Food Restaurant with Drive Thru — — — — — — — — — — — 20.9857 0.00000 20.9857 2.09745 0.00000 — 73.4218 Conveni ence Market with Gas Pumps — — — — — — — — — — — 0.45371 0.00000 0.45371 0.04535 0.00000 — 1.58738 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 22 / 53 High Turnover (Sit Down Restaurant) — — — — — — — — — — — 32.7387 0.00000 32.7387 3.27211 0.00000 — 114.542 Total — — — — — — — — — — — 286.735 0.00000 286.735 28.6582 0.00000 — 1,003.19 4.6. Refrigerant Emissions by Land Use 4.6.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land Use TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — — — — — — 8.64253 8.64253 Strip Mall — — — — — — — — — — — — — — — — 1.62800 1.62800 Medical Office Building — — — — — — — — — — — — — — — — 2.55519 2.55519 Superm arket — — — — — — — — — — — — — — — — 11,855.6 11,855.6 Fast Food Restaurant with Drive Thru — — — — — — — — — — — — — — — — 31.9185 31.9185 Conveni ence Market with Gas Pumps — — — — — — — — — — — — — — — — 302.064 302.064 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 23 / 53 High Turnover (Sit Down Restaurant) — — — — — — — — — — — — — — — — 48.1998 48.1998 Total — — — — — — — — — — — — — — — — 12,250.6 12,250.6 Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Apartme nts Mid Rise — — — — — — — — — — — — — — — — 8.64253 8.64253 Strip Mall — — — — — — — — — — — — — — — — 1.62800 1.62800 Medical Office Building — — — — — — — — — — — — — — — — 2.55519 2.55519 Superm arket — — — — — — — — — — — — — — — — 11,855.6 11,855.6 Fast Food Restaurant with Drive Thru — — — — — — — — — — — — — — — — 31.9185 31.9185 Conveni ence Market with Gas Pumps — — — — — — — — — — — — — — — — 302.064 302.064 High Turnover (Sit Down Restaurant) — — — — — — — — — — — — — — — — 48.1998 48.1998 Total — — — — — — — — — — — — — — — — 12,250.6 12,250.6 Annual — — — — — — — — — — — — — — — — — — 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 24 / 53 1.430871.43087————————————————Apartme nts Strip Mall — — — — — — — — — — — — — — — — 0.26953 0.26953 Medical Office Building — — — — — — — — — — — — — — — — 0.42304 0.42304 Superm arket — — — — — — — — — — — — — — — — 1,962.82 1,962.82 Fast Food Restaurant with Drive Thru — — — — — — — — — — — — — — — — 5.28448 5.28448 Conveni ence Market with Gas Pumps — — — — — — — — — — — — — — — — 50.0102 50.0102 High Turnover (Sit Down Restaurant) — — — — — — — — — — — — — — — — 7.98003 7.98003 Total — — — — — — — — — — — — — — — — 2,028.22 2,028.22 4.7. Offroad Emissions By Equipment Type 4.7.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipm ent Type TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 25 / 53 Total — — — — — — — — — — — — — — — — — — Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — Annual — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — 4.8. Stationary Emissions By Equipment Type 4.8.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipm ent Type TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — Annual — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — 4.9. User Defined Emissions By Equipment Type 4.9.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 26 / 53 CO2eRN2OCH4CO2TNBCO2BCO2PM2.5TPM2.5DPM2.5EPM10TPM10DPM10ESO2CONOxROGTOGEquipm ent Type Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — Annual — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — 4.10. Soil Carbon Accumulation By Vegetation Type 4.10.1. Soil Carbon Accumulation By Vegetation Type - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Vegetati on TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — Annual — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — 4.10.2. Above and Belowground Carbon Accumulation by Land Use Type - Unmitigated 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 27 / 53 Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land Use TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — Daily, Winter (Max) — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — Annual — — — — — — — — — — — — — — — — — — Total — — — — — — — — — — — — — — — — — — 4.10.3. Avoided and Sequestered Emissions by Species - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Species TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) — — — — — — — — — — — — — — — — — — Avoided — — — — — — — — — — — — — — — — — — Subtotal — — — — — — — — — — — — — — — — — — Sequest ered — — — — — — — — — — — — — — — — — — Subtotal — — — — — — — — — — — — — — — — — — Remove d — — — — — — — — — — — — — — — — — — Subtotal — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — Daily, Winter (Max) — — — — — — — — — — — — — — — — — — 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 28 / 53 Avoided — — — — — — — — — — — — — — — — — — Subtotal — — — — — — — — — — — — — — — — — — Sequest ered — — — — — — — — — — — — — — — — — — Subtotal — — — — — — — — — — — — — — — — — — Remove d — — — — — — — — — — — — — — — — — — Subtotal — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — Annual — — — — — — — — — — — — — — — — — — Avoided — — — — — — — — — — — — — — — — — — Subtotal — — — — — — — — — — — — — — — — — — Sequest ered — — — — — — — — — — — — — — — — — — Subtotal — — — — — — — — — — — — — — — — — — Remove d — — — — — — — — — — — — — — — — — — Subtotal — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 5. Activity Data 5.9. Operational Mobile Sources 5.9.1. Unmitigated Land Use Type Trips/Weekday Trips/Saturday Trips/Sunday Trips/Year VMT/Weekday VMT/Saturday VMT/Sunday VMT/Year Total all Land Uses 24,260.0 24,260.0 24,260.0 8,854,900 105,119 105,119 105,119 38,368,435 5.10. Operational Area Sources 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 29 / 53 5.10.1. Hearths Land Use Hearth Type Unmitigated (number) Mitigated (number) Apartments Mid Rise Wood Fireplaces 0 0 Apartments Mid Rise Gas Fireplaces 0 0 Apartments Mid Rise Propane Fireplaces 0 0 Apartments Mid Rise Electric Fireplaces 0 0 Apartments Mid Rise No Fireplaces 0 0 Apartments Mid Rise Conventional Wood Stoves 0 0 Apartments Mid Rise Catalytic Wood Stoves 0 0 Apartments Mid Rise Non-Catalytic Wood Stoves 0 0 Apartments Mid Rise Pellet Wood Stoves 0 0 Strip Mall Wood Fireplaces 0 0 Strip Mall Gas Fireplaces 0 0 Strip Mall Propane Fireplaces 0 0 Strip Mall Electric Fireplaces 0 0 Strip Mall No Fireplaces 0 0 Strip Mall Conventional Wood Stoves 0 0 Strip Mall Catalytic Wood Stoves 0 0 Strip Mall Non-Catalytic Wood Stoves 0 0 Strip Mall Pellet Wood Stoves 0 0 Medical Office Building Wood Fireplaces 0 0 Medical Office Building Gas Fireplaces 0 0 Medical Office Building Propane Fireplaces 0 0 Medical Office Building Electric Fireplaces 0 0 Medical Office Building No Fireplaces 0 0 Medical Office Building Conventional Wood Stoves 0 0 Medical Office Building Catalytic Wood Stoves 0 0 Medical Office Building Non-Catalytic Wood Stoves 0 0 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 30 / 53 Medical Office Building Pellet Wood Stoves 0 0 Apartments Mid Rise Wood Fireplaces 0 0 Apartments Mid Rise Gas Fireplaces 0 0 Apartments Mid Rise Propane Fireplaces 0 0 Apartments Mid Rise Electric Fireplaces 0 0 Apartments Mid Rise No Fireplaces 0 0 Apartments Mid Rise Conventional Wood Stoves 0 0 Apartments Mid Rise Catalytic Wood Stoves 0 0 Apartments Mid Rise Non-Catalytic Wood Stoves 0 0 Apartments Mid Rise Pellet Wood Stoves 0 0 Apartments Mid Rise Wood Fireplaces 0 0 Apartments Mid Rise Gas Fireplaces 0 0 Apartments Mid Rise Propane Fireplaces 0 0 Apartments Mid Rise Electric Fireplaces 0 0 Apartments Mid Rise No Fireplaces 0 0 Apartments Mid Rise Conventional Wood Stoves 0 0 Apartments Mid Rise Catalytic Wood Stoves 0 0 Apartments Mid Rise Non-Catalytic Wood Stoves 0 0 Apartments Mid Rise Pellet Wood Stoves 0 0 Strip Mall Wood Fireplaces 0 0 Strip Mall Gas Fireplaces 0 0 Strip Mall Propane Fireplaces 0 0 Strip Mall Electric Fireplaces 0 0 Strip Mall No Fireplaces 0 0 Strip Mall Conventional Wood Stoves 0 0 Strip Mall Catalytic Wood Stoves 0 0 Strip Mall Non-Catalytic Wood Stoves 0 0 Strip Mall Pellet Wood Stoves 0 0 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 31 / 53 Supermarket Wood Fireplaces 0 0 Supermarket Gas Fireplaces 0 0 Supermarket Propane Fireplaces 0 0 Supermarket Electric Fireplaces 0 0 Supermarket No Fireplaces 0 0 Supermarket Conventional Wood Stoves 0 0 Supermarket Catalytic Wood Stoves 0 0 Supermarket Non-Catalytic Wood Stoves 0 0 Supermarket Pellet Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Wood Fireplaces 0 0 Fast Food Restaurant with Drive Thru Gas Fireplaces 0 0 Fast Food Restaurant with Drive Thru Propane Fireplaces 0 0 Fast Food Restaurant with Drive Thru Electric Fireplaces 0 0 Fast Food Restaurant with Drive Thru No Fireplaces 0 0 Fast Food Restaurant with Drive Thru Conventional Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Catalytic Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Non-Catalytic Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Pellet Wood Stoves 0 0 Convenience Market with Gas Pumps Wood Fireplaces 0 0 Convenience Market with Gas Pumps Gas Fireplaces 0 0 Convenience Market with Gas Pumps Propane Fireplaces 0 0 Convenience Market with Gas Pumps Electric Fireplaces 0 0 Convenience Market with Gas Pumps No Fireplaces 0 0 Convenience Market with Gas Pumps Conventional Wood Stoves 0 0 Convenience Market with Gas Pumps Catalytic Wood Stoves 0 0 Convenience Market with Gas Pumps Non-Catalytic Wood Stoves 0 0 Convenience Market with Gas Pumps Pellet Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Wood Fireplaces 0 0 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 32 / 53 Fast Food Restaurant with Drive Thru Gas Fireplaces 0 0 Fast Food Restaurant with Drive Thru Propane Fireplaces 0 0 Fast Food Restaurant with Drive Thru Electric Fireplaces 0 0 Fast Food Restaurant with Drive Thru No Fireplaces 0 0 Fast Food Restaurant with Drive Thru Conventional Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Catalytic Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Non-Catalytic Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Pellet Wood Stoves 0 0 Strip Mall Wood Fireplaces 0 0 Strip Mall Gas Fireplaces 0 0 Strip Mall Propane Fireplaces 0 0 Strip Mall Electric Fireplaces 0 0 Strip Mall No Fireplaces 0 0 Strip Mall Conventional Wood Stoves 0 0 Strip Mall Catalytic Wood Stoves 0 0 Strip Mall Non-Catalytic Wood Stoves 0 0 Strip Mall Pellet Wood Stoves 0 0 High Turnover (Sit Down Restaurant) Wood Fireplaces 0 0 High Turnover (Sit Down Restaurant) Gas Fireplaces 0 0 High Turnover (Sit Down Restaurant) Propane Fireplaces 0 0 High Turnover (Sit Down Restaurant) Electric Fireplaces 0 0 High Turnover (Sit Down Restaurant) No Fireplaces 0 0 High Turnover (Sit Down Restaurant) Conventional Wood Stoves 0 0 High Turnover (Sit Down Restaurant) Catalytic Wood Stoves 0 0 High Turnover (Sit Down Restaurant) Non-Catalytic Wood Stoves 0 0 High Turnover (Sit Down Restaurant) Pellet Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Wood Fireplaces 0 0 Fast Food Restaurant with Drive Thru Gas Fireplaces 0 0 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 33 / 53 Fast Food Restaurant with Drive Thru Propane Fireplaces 0 0 Fast Food Restaurant with Drive Thru Electric Fireplaces 0 0 Fast Food Restaurant with Drive Thru No Fireplaces 0 0 Fast Food Restaurant with Drive Thru Conventional Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Catalytic Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Non-Catalytic Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Pellet Wood Stoves 0 0 Strip Mall Wood Fireplaces 0 0 Strip Mall Gas Fireplaces 0 0 Strip Mall Propane Fireplaces 0 0 Strip Mall Electric Fireplaces 0 0 Strip Mall No Fireplaces 0 0 Strip Mall Conventional Wood Stoves 0 0 Strip Mall Catalytic Wood Stoves 0 0 Strip Mall Non-Catalytic Wood Stoves 0 0 Strip Mall Pellet Wood Stoves 0 0 High Turnover (Sit Down Restaurant) Wood Fireplaces 0 0 High Turnover (Sit Down Restaurant) Gas Fireplaces 0 0 High Turnover (Sit Down Restaurant) Propane Fireplaces 0 0 High Turnover (Sit Down Restaurant) Electric Fireplaces 0 0 High Turnover (Sit Down Restaurant) No Fireplaces 0 0 High Turnover (Sit Down Restaurant) Conventional Wood Stoves 0 0 High Turnover (Sit Down Restaurant) Catalytic Wood Stoves 0 0 High Turnover (Sit Down Restaurant) Non-Catalytic Wood Stoves 0 0 High Turnover (Sit Down Restaurant) Pellet Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Wood Fireplaces 0 0 Fast Food Restaurant with Drive Thru Gas Fireplaces 0 0 Fast Food Restaurant with Drive Thru Propane Fireplaces 0 0 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 34 / 53 Fast Food Restaurant with Drive Thru Electric Fireplaces 0 0 Fast Food Restaurant with Drive Thru No Fireplaces 0 0 Fast Food Restaurant with Drive Thru Conventional Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Catalytic Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Non-Catalytic Wood Stoves 0 0 Fast Food Restaurant with Drive Thru Pellet Wood Stoves 0 0 Apartments Mid Rise Wood Fireplaces 0 0 Apartments Mid Rise Gas Fireplaces 0 0 Apartments Mid Rise Propane Fireplaces 0 0 Apartments Mid Rise Electric Fireplaces 0 0 Apartments Mid Rise No Fireplaces 0 0 Apartments Mid Rise Conventional Wood Stoves 0 0 Apartments Mid Rise Catalytic Wood Stoves 0 0 Apartments Mid Rise Non-Catalytic Wood Stoves 0 0 Apartments Mid Rise Pellet Wood Stoves 0 0 Medical Office Building Wood Fireplaces 0 0 Medical Office Building Gas Fireplaces 0 0 Medical Office Building Propane Fireplaces 0 0 Medical Office Building Electric Fireplaces 0 0 Medical Office Building No Fireplaces 0 0 Medical Office Building Conventional Wood Stoves 0 0 Medical Office Building Catalytic Wood Stoves 0 0 Medical Office Building Non-Catalytic Wood Stoves 0 0 Medical Office Building Pellet Wood Stoves 0 0 Strip Mall Wood Fireplaces 0 0 Strip Mall Gas Fireplaces 0 0 Strip Mall Propane Fireplaces 0 0 Strip Mall Electric Fireplaces 0 0 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 35 / 53 Strip Mall No Fireplaces 0 0 Strip Mall Conventional Wood Stoves 0 0 Strip Mall Catalytic Wood Stoves 0 0 Strip Mall Non-Catalytic Wood Stoves 0 0 Strip Mall Pellet Wood Stoves 0 0 5.10.2. Architectural Coatings Residential Interior Area Coated (sq ft) Residential Exterior Area Coated (sq ft) Non-Residential Interior Area Coated (sq ft) Non-Residential Exterior Area Coated (sq ft) Parking Area Coated (sq ft) 2,443,608 814,536 706,925 235,642 — 5.10.3. Landscape Equipment Season Unit Value Snow Days day/yr 0.00000 Summer Days day/yr 250.000 5.11. Operational Energy Consumption 5.11.1. Unmitigated Electricity (kWh/yr) and CO2 and CH4 and N2O and Natural Gas (kBTU/yr) Land Use Electricity (kWh/yr) CO2 CH4 N2O Natural Gas (kBTU/yr) Apartments Mid Rise 2,127,868 531.983 0.0330 0.0040 5,441,330 Strip Mall 1,498,163 531.983 0.0330 0.0040 907,905 Medical Office Building 453,749 531.983 0.0330 0.0040 713,440 Apartments Mid Rise 945,240 531.983 0.0330 0.0040 2,417,142 Apartments Mid Rise 1,760,994 531.983 0.0330 0.0040 4,503,169 Strip Mall 341,854 531.983 0.0330 0.0040 207,168 Supermarket 1,845,750 531.983 0.0330 0.0040 965,281 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 36 / 53 Fast Food Restaurant with Drive Thru 133,288 531.983 0.0330 0.0040 434,344 Convenience Market with Gas Pumps 47,027.3 531.983 0.0330 0.0040 24,594.1 Fast Food Restaurant with Drive Thru 42,080.0 531.983 0.0330 0.0040 137,125 Strip Mall 291,850 531.983 0.0330 0.0040 176,865 High Turnover (Sit Down Restaurant) 701,333 531.983 0.0330 0.0040 2,285,417 Fast Food Restaurant with Drive Thru 350,667 531.983 0.0330 0.0040 1,142,709 Strip Mall 158,085 531.983 0.0330 0.0040 95,801.7 High Turnover (Sit Down Restaurant) 379,877 531.983 0.0330 0.0040 1,237,896 Fast Food Restaurant with Drive Thru 189,956 531.983 0.0330 0.0040 619,005 Apartments Mid Rise 591,314 531.983 0.0330 0.0040 1,512,094 Medical Office Building 1,291,440 531.983 0.0330 0.0040 2,030,561 Strip Mall 252,937 531.983 0.0330 0.0040 153,283 5.12. Operational Water and Wastewater Consumption 5.12.1. Unmitigated Land Use Indoor Water (gal/year) Outdoor Water (gal/year) Apartments Mid Rise 20,548,819 0.00000 Strip Mall 11,407,168 0.00000 Medical Office Building 3,262,494 0.00000 Apartments Mid Rise 9,128,177 0.00000 Apartments Mid Rise 17,005,919 0.00000 Strip Mall 1,192,568 0.00000 Supermarket 6,779,752 0.00000 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 37 / 53 Fast Food Restaurant with Drive Thru 4,886,893 0.00000 Convenience Market with Gas Pumps 1,517,669 0.00000 Fast Food Restaurant with Drive Thru 1,153,428 0.00000 Strip Mall 2,222,176 0.00000 High Turnover (Sit Down Restaurant) 6,070,674 0.00000 Fast Food Restaurant with Drive Thru 3,035,337 0.00000 Strip Mall 1,203,678 0.00000 High Turnover (Sit Down Restaurant) 3,288,181 0.00000 Fast Food Restaurant with Drive Thru 1,644,242 0.00000 Apartments Mid Rise 5,710,321 0.00000 Medical Office Building 9,285,560 0.00000 Strip Mall 1,925,886 0.00000 5.13. Operational Waste Generation 5.13.1. Unmitigated Land Use Waste (ton/year) Cogeneration (kWh/year) Apartments Mid Rise 364.594 0.00000 Strip Mall 161.700 0.00000 Medical Office Building 280.800 0.00000 Apartments Mid Rise 161.967 0.00000 Apartments Mid Rise 301.595 0.00000 Strip Mall 36.8970 0.00000 Supermarket 322.523 0.00000 Fast Food Restaurant with Drive Thru 43.7834 0.00000 Convenience Market with Gas Pumps 5.08487 0.00000 Fast Food Restaurant with Drive Thru 13.8227 0.00000 Strip Mall 31.5000 0.00000 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 38 / 53 High Turnover (Sit Down Restaurant) 238.000 0.00000 Fast Food Restaurant with Drive Thru 115.189 0.00000 Strip Mall 17.0625 0.00000 High Turnover (Sit Down Restaurant) 128.913 0.00000 Fast Food Restaurant with Drive Thru 62.3980 0.00000 Apartments Mid Rise 101.202 0.00000 Medical Office Building 799.200 0.00000 Strip Mall 27.3000 0.00000 5.14. Operational Refrigeration and Air Conditioning Equipment 5.14.1. Unmitigated Land Use Equipment Type Refrigerant GWP Quantity (kg) Operations Leak Rate Service Leak Rate Times Serviced Apartments Mid Rise Average room A/C & Other residential A/C and heat pumps R-410A 2,088.00 0.00225 2.50000 2.50000 10.00000 Apartments Mid Rise Household refrigerators and/or freezers R-134a 1,430.00 0.11538 0.60000 0.00000 1.000000 Strip Mall Other commercial A/C and heat pumps R-410A 2,088.00 0.00180 4.00000 4.00000 18.0000 Strip Mall Stand-alone retail refrigerators and freezers R-134a 1,430.00 0.03750 1.000000 0.00000 1.000000 Strip Mall Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 Medical Office Building Household refrigerators and/or freezers R-134a 1,430.00 0.45455 0.60000 0.00000 1.000000 Medical Office Building Other commercial A/C and heat pumps R-410A 2,088.00 0.00230 4.00000 4.00000 18.0000 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 39 / 53 10.000002.500002.500000.002252,088.00R-410AApartments Mid Rise Average room A/C & Other residential A/C and heat pumps Apartments Mid Rise Household refrigerators and/or freezers R-134a 1,430.00 0.11538 0.60000 0.00000 1.000000 Apartments Mid Rise Average room A/C & Other residential A/C and heat pumps R-410A 2,088.00 0.00225 2.50000 2.50000 10.00000 Apartments Mid Rise Household refrigerators and/or freezers R-134a 1,430.00 0.11538 0.60000 0.00000 1.000000 Strip Mall Other commercial A/C and heat pumps R-410A 2,088.00 0.00180 4.00000 4.00000 18.0000 Strip Mall Stand-alone retail refrigerators and freezers R-134a 1,430.00 0.03750 1.000000 0.00000 1.000000 Strip Mall Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 Supermarket Other commercial A/C and heat pumps R-410A 2,088.00 0.00180 4.00000 4.00000 18.0000 Supermarket Supermarket refrigeration and condensing units R-404A 3,922.00 26.5200 16.5000 16.5000 18.0000 Fast Food Restaurant with Drive Thru Household refrigerators and/or freezers R-134a 1,430.00 0.00000 0.60000 0.00000 1.000000 Fast Food Restaurant with Drive Thru Other commercial A/C and heat pumps R-410A 2,088.00 1.80000 4.00000 4.00000 18.0000 Fast Food Restaurant with Drive Thru Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 Convenience Market with Gas Pumps Other commercial A/C and heat pumps R-410A 2,088.00 0.00180 4.00000 4.00000 18.0000 Convenience Market with Gas Pumps Supermarket refrigeration and condensing units R-404A 3,922.00 26.5200 16.5000 16.5000 18.0000 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 40 / 53 1.0000000.000000.600000.000001,430.00R-134aFast Food Restaurant with Drive Thru Household refrigerators and/or freezers Fast Food Restaurant with Drive Thru Other commercial A/C and heat pumps R-410A 2,088.00 1.80000 4.00000 4.00000 18.0000 Fast Food Restaurant with Drive Thru Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 Strip Mall Other commercial A/C and heat pumps R-410A 2,088.00 0.00180 4.00000 4.00000 18.0000 Strip Mall Stand-alone retail refrigerators and freezers R-134a 1,430.00 0.03750 1.000000 0.00000 1.000000 Strip Mall Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 High Turnover (Sit Down Restaurant) Household refrigerators and/or freezers R-134a 1,430.00 0.00000 0.60000 0.00000 1.000000 High Turnover (Sit Down Restaurant) Other commercial A/C and heat pumps R-410A 2,088.00 1.80000 4.00000 4.00000 18.0000 High Turnover (Sit Down Restaurant) Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 Fast Food Restaurant with Drive Thru Household refrigerators and/or freezers R-134a 1,430.00 0.00000 0.60000 0.00000 1.000000 Fast Food Restaurant with Drive Thru Other commercial A/C and heat pumps R-410A 2,088.00 1.80000 4.00000 4.00000 18.0000 Fast Food Restaurant with Drive Thru Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 Strip Mall Other commercial A/C and heat pumps R-410A 2,088.00 0.00180 4.00000 4.00000 18.0000 Strip Mall Stand-alone retail refrigerators and freezers R-134a 1,430.00 0.03750 1.000000 0.00000 1.000000 Strip Mall Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 41 / 53 1.0000000.000000.600000.000001,430.00R-134aHigh Turnover (Sit Down Restaurant) Household refrigerators and/or freezers High Turnover (Sit Down Restaurant) Other commercial A/C and heat pumps R-410A 2,088.00 1.80000 4.00000 4.00000 18.0000 High Turnover (Sit Down Restaurant) Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 Fast Food Restaurant with Drive Thru Household refrigerators and/or freezers R-134a 1,430.00 0.00000 0.60000 0.00000 1.000000 Fast Food Restaurant with Drive Thru Other commercial A/C and heat pumps R-410A 2,088.00 1.80000 4.00000 4.00000 18.0000 Fast Food Restaurant with Drive Thru Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 Apartments Mid Rise Average room A/C & Other residential A/C and heat pumps R-410A 2,088.00 0.00225 2.50000 2.50000 10.00000 Apartments Mid Rise Household refrigerators and/or freezers R-134a 1,430.00 0.11538 0.60000 0.00000 1.000000 Medical Office Building Household refrigerators and/or freezers R-134a 1,430.00 0.45455 0.60000 0.00000 1.000000 Medical Office Building Other commercial A/C and heat pumps R-410A 2,088.00 0.00230 4.00000 4.00000 18.0000 Strip Mall Other commercial A/C and heat pumps R-410A 2,088.00 0.00180 4.00000 4.00000 18.0000 Strip Mall Stand-alone retail refrigerators and freezers R-134a 1,430.00 0.03750 1.000000 0.00000 1.000000 Strip Mall Walk-in refrigerators and freezers R-404A 3,922.00 0.00040 7.50000 7.50000 20.0000 5.15. Operational Off-Road Equipment 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 42 / 53 5.15.1. Unmitigated 5.16. Stationary Sources 5.16.1. Emergency Generators and Fire Pumps 5.16.2. Process Boilers 5.17. User Defined 5.18. Vegetation 5.18.1. Land Use Change 5.18.1.1. Unmitigated Vegetation Land Use Type Vegetation Soil Type Initial Acres Final Acres 5.18.1. Biomass Cover Type 5.18.1.1. Unmitigated Biomass Cover Type Initial Acres Final Acres 5.18.2. Sequestration 5.18.2.1. Unmitigated Tree Type Number Electricity Saved (kWh/year) Natural Gas Saved (btu/year) 6. Climate Risk Detailed Report 6.1. Climate Risk Summary 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 43 / 53 Cal-Adapt midcentury 2040–2059 average projections for four hazards are reported below for your project location. These are under Representation Concentration Pathway (RCP) 8.5 which assumes GHG emissions will continue to rise strongly through 2050 and then plateau around 2100. Climate Hazard Result for Project Location Unit Temperature and Extreme Heat 26.3700 annual days of extreme heat Extreme Precipitation 4.90000 annual days with precipitation above 20 mm Sea Level Rise — meters of inundation depth Wildfire 0.00000 annual hectares burned Temperature and Extreme Heat data are for grid cell in which your project are located. The projection is based on the 98th historical percentile of daily maximum/minimum temperatures from observed historical data (32 climate model ensemble from Cal-Adapt, 2040–2059 average under RCP 8.5). Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi. Extreme Precipitation data are for the grid cell in which your project are located. The threshold of 20 mm is equivalent to about ¾ an inch of rain, which would be light to moderate rainfall if received over a full day or heavy rain if received over a period of 2 to 4 hours. Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi. Sea Level Rise data are for the grid cell in which your project are located. The projections are from Radke et al. (2017), as reported in Cal-Adapt (Radke et al., 2017, CEC-500-2017-008), and consider inundation location and depth for the San Francisco Bay, the Sacramento-San Joaquin River Delta and California coast resulting different increments of sea level rise coupled with extreme storm events. Users may select from four scenarios to view the range in potential inundation depth for the grid cell. The four scenarios are: No rise, 0.5 meter, 1.0 meter, 1.41 meters Wildfire data are for the grid cell in which your project are located. The projections are from UC Davis, as reported in Cal-Adapt (2040–2059 average under RCP 8.5), and consider historical data of climate, vegetation, population density, and large (> 400 ha) fire history. Users may select from four model simulations to view the range in potential wildfire probabilities for the grid cell. The four simulations make different assumptions about expected rainfall and temperature are: Warmer/drier (HadGEM2-ES), Cooler/wetter (CNRM-CM5), Average conditions (CanESM2), Range of different rainfall and temperature possibilities (MIROC5). Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi. 6.2. Initial Climate Risk Scores Climate Hazard Exposure Score Sensitivity Score Adaptive Capacity Score Vulnerability Score Temperature and Extreme Heat 3 0 0 N/A Extreme Precipitation N/A N/A N/A N/A Sea Level Rise 1 0 0 N/A Wildfire 1 0 0 N/A Flooding N/A N/A N/A N/A Drought N/A N/A N/A N/A Snowpack Reduction N/A N/A N/A N/A Air Quality Degradation 0 0 0 N/A The sensitivity score reflects the extent to which a project would be adversely affected by exposure to a climate hazard. Exposure is rated on a scale of 1 to 5, with a score of 5 representing the greatest exposure. The adaptive capacity of a project refers to its ability to manage and reduce vulnerabilities from projected climate hazards. Adaptive capacity is rated on a scale of 1 to 5, with a score of 5 representing the greatest ability to adapt. 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 44 / 53 The overall vulnerability scores are calculated based on the potential impacts and adaptive capacity assessments for each hazard. Scores do not include implementation of climate risk reduction measures. 6.3. Adjusted Climate Risk Scores Climate Hazard Exposure Score Sensitivity Score Adaptive Capacity Score Vulnerability Score Temperature and Extreme Heat 3 1 1 3 Extreme Precipitation N/A N/A N/A N/A Sea Level Rise 1 1 1 2 Wildfire 1 1 1 2 Flooding N/A N/A N/A N/A Drought N/A N/A N/A N/A Snowpack Reduction N/A N/A N/A N/A Air Quality Degradation 1 1 1 2 The sensitivity score reflects the extent to which a project would be adversely affected by exposure to a climate hazard. Exposure is rated on a scale of 1 to 5, with a score of 5 representing the greatest exposure. The adaptive capacity of a project refers to its ability to manage and reduce vulnerabilities from projected climate hazards. Adaptive capacity is rated on a scale of 1 to 5, with a score of 5 representing the greatest ability to adapt. The overall vulnerability scores are calculated based on the potential impacts and adaptive capacity assessments for each hazard. Scores include implementation of climate risk reduction measures. 6.4. Climate Risk Reduction Measures 7. Health and Equity Details 7.1. CalEnviroScreen 4.0 Scores The maximum CalEnviroScreen score is 100. A high score (i.e., greater than 50) reflects a higher pollution burden compared to other census tracts in the state. Indicator Result for Project Census Tract Exposure Indicators — AQ-Ozone 97.0006 AQ-PM 89.2595 AQ-DPM 78.9795 Drinking Water 66.7416 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 45 / 53 Lead Risk Housing 80.6553 Pesticides 0.00000 Toxic Releases 75.6814 Traffic 41.2125 Effect Indicators — CleanUp Sites 73.3669 Groundwater 0.00000 Haz Waste Facilities/Generators 26.6711 Impaired Water Bodies 0.00000 Solid Waste 0.00000 Sensitive Population — Asthma 63.2353 Cardio-vascular 78.5020 Low Birth Weights 69.1558 Socioeconomic Factor Indicators — Education 90.7618 Housing 99.3409 Linguistic 70.3072 Poverty 92.8266 Unemployment 51.2624 7.2. Healthy Places Index Scores The maximum Health Places Index score is 100. A high score (i.e., greater than 50) reflects healthier community conditions compared to other census tracts in the state. Indicator Result for Project Census Tract Economic — Above Poverty 2.34826126 Employed 5.607596561 Median HI 0.936738098 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 46 / 53 Education — Bachelor's or higher 9.829334018 High school enrollment 100 Preschool enrollment 65.37918645 Transportation — Auto Access 4.683690491 Active commuting 57.57731297 Social — 2-parent households 24.39368664 Voting 19.62017195 Neighborhood — Alcohol availability 20.26177339 Park access 81.35506224 Retail density 75.68330553 Supermarket access 94.25125112 Tree canopy 24.49634287 Housing — Homeownership 9.303220839 Housing habitability 3.926600796 Low-inc homeowner severe housing cost burden 4.824842808 Low-inc renter severe housing cost burden 20.45425382 Uncrowded housing 16.43782882 Health Outcomes — Insured adults 7.185936096 Arthritis 4.2 Asthma ER Admissions 18.4 High Blood Pressure 7.3 Cancer (excluding skin) 38.7 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 47 / 53 Asthma 5.9 Coronary Heart Disease 2.9 Chronic Obstructive Pulmonary Disease 1.9 Diagnosed Diabetes 1.6 Life Expectancy at Birth 4.4 Cognitively Disabled 9.6 Physically Disabled 2.2 Heart Attack ER Admissions 7.0 Mental Health Not Good 8.9 Chronic Kidney Disease 2.1 Obesity 8.0 Pedestrian Injuries 93.7 Physical Health Not Good 2.9 Stroke 2.9 Health Risk Behaviors — Binge Drinking 91.0 Current Smoker 11.4 No Leisure Time for Physical Activity 5.8 Climate Change Exposures — Wildfire Risk 0.0 SLR Inundation Area 0.0 Children 36.4 Elderly 22.8 English Speaking 24.8 Foreign-born 71.7 Outdoor Workers 27.6 Climate Change Adaptive Capacity — Impervious Surface Cover 46.1 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 48 / 53 Traffic Density 34.9 Traffic Access 66.8 Other Indices — Hardship 94.0 Other Decision Support — 2016 Voting 30.0 7.3. Overall Health & Equity Scores Metric Result for Project Census Tract CalEnviroScreen 4.0 Score for Project Location (a) 86.0000 Healthy Places Index Score for Project Location (b) 3.00000 Project Located in a Designated Disadvantaged Community (Senate Bill 535) Yes Project Located in a Low-Income Community (Assembly Bill 1550) Yes Project Located in a Community Air Protection Program Community (Assembly Bill 617) No a: The maximum CalEnviroScreen score is 100. A high score (i.e., greater than 50) reflects a higher pollution burden compared to other census tracts in the state. b: The maximum Health Places Index score is 100. A high score (i.e., greater than 50) reflects healthier community conditions compared to other census tracts in the state. 7.4. Health & Equity Measures No Health & Equity Measures selected. 7.5. Evaluation Scorecard Health & Equity Evaluation Scorecard not completed. 7.6. Health & Equity Custom Measures No Health & Equity Custom Measures created. 8. User Changes to Default Data 8.1. Justifications Screen Justification 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 49 / 53 Land Use Information provided to Rincon. Operations: Hearths No hearths or woodstoves. Operations: Water and Waste Water No septic tanks proposed and no faculative lagoons at treatment plant. 100% aerobic 8.3. Land Use Model Parameter Units Default Value New Value Building Area sq. ft 1,694.00 1,457.00 Landscape Area sq. ft — 73.0000 8.5. Operations 8.5.2. Area Sources 8.5.2.1. Hearths Land Use Model Parameter Default Value New Value Apartments Mid Rise Wood Fireplaces 25 0 Apartments Mid Rise Gas Fireplaces 419 0 Apartments Mid Rise No Fireplaces 49 0 Apartments Mid Rise Catalytic Wood Stoves 25 0 Apartments Mid Rise Non-Catalytic Wood Stoves 25 0 Apartments Mid Rise Wood Fireplaces 11 0 Apartments Mid Rise Gas Fireplaces 186 0 Apartments Mid Rise No Fireplaces 22 0 Apartments Mid Rise Catalytic Wood Stoves 11 0 Apartments Mid Rise Non-Catalytic Wood Stoves 11 0 Apartments Mid Rise Wood Fireplaces 20 0 Apartments Mid Rise Gas Fireplaces 347 0 Apartments Mid Rise No Fireplaces 41 0 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 50 / 53 Apartments Mid Rise Catalytic Wood Stoves 20 0 Apartments Mid Rise Non-Catalytic Wood Stoves 20 0 Apartments Mid Rise Wood Fireplaces 7 0 Apartments Mid Rise Gas Fireplaces 116 0 Apartments Mid Rise No Fireplaces 14 0 Apartments Mid Rise Catalytic Wood Stoves 7 0 Apartments Mid Rise Non-Catalytic Wood Stoves 7 0 8.5.4. Water and Waste Water Land Use Model Parameter Units Default Value New Value Apartments Mid Rise Outdoor Water gal/year 928,945 0.00000 Apartments Mid Rise Treated by Septic Tank % 10.3300 0.00000 Apartments Mid Rise Treated by Aerobic Processes % 87.4600 100.0000 Apartments Mid Rise Treated by Facultative Lagoons % 2.21000 0.00000 Strip Mall Outdoor Water gal/year 123,655 0.00000 Strip Mall Treated by Septic Tank % 10.3300 0.00000 Strip Mall Treated by Aerobic Processes % 87.4600 100.0000 Strip Mall Treated by Facultative Lagoons % 2.21000 0.00000 Medical Office Building Outdoor Water gal/year 20,876.9 0.00000 Medical Office Building Treated by Septic Tank % 10.3300 0.00000 Medical Office Building Treated by Aerobic Processes % 87.4600 100.0000 Medical Office Building Treated by Facultative Lagoons % 2.21000 0.00000 Apartments Mid Rise Outdoor Water gal/year 412,655 0.00000 Apartments Mid Rise Treated by Septic Tank % 10.3300 0.00000 Apartments Mid Rise Treated by Aerobic Processes % 87.4600 100.0000 Apartments Mid Rise Treated by Facultative Lagoons % 2.21000 0.00000 Apartments Mid Rise Outdoor Water gal/year 768,782 0.00000 Apartments Mid Rise Treated by Septic Tank % 10.3300 0.00000 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 51 / 53 Apartments Mid Rise Treated by Aerobic Processes % 87.4600 100.0000 Apartments Mid Rise Treated by Facultative Lagoons % 2.21000 0.00000 Strip Mall Indoor Water gal/year 2,602,908 1,192,568 Strip Mall Outdoor Water gal/year 28,215.9 0.00000 Strip Mall Treated by Septic Tank % 10.3300 0.00000 Strip Mall Treated by Aerobic Processes % 87.4600 100.0000 Strip Mall Treated by Facultative Lagoons % 2.21000 0.00000 Supermarket Indoor Water gal/year 7,049,093 6,779,752 Supermarket Outdoor Water gal/year 45,913.0 0.00000 Supermarket Treated by Septic Tank % 10.3300 0.00000 Supermarket Treated by Aerobic Processes % 87.4600 100.0000 Supermarket Treated by Facultative Lagoons % 2.21000 0.00000 Fast Food Restaurant with Drive Thru Indoor Water gal/year 1,153,732 4,886,893 Fast Food Restaurant with Drive Thru Outdoor Water gal/year 3,051.23 0.00000 Fast Food Restaurant with Drive Thru Treated by Septic Tank % 10.3300 0.00000 Fast Food Restaurant with Drive Thru Treated by Aerobic Processes % 87.4600 100.0000 Fast Food Restaurant with Drive Thru Treated by Facultative Lagoons % 2.21000 0.00000 Convenience Market with Gas Pumps Indoor Water gal/year 125,486 1,517,669 Convenience Market with Gas Pumps Outdoor Water gal/year 1,172.32 0.00000 Convenience Market with Gas Pumps Treated by Septic Tank % 10.3300 0.00000 Convenience Market with Gas Pumps Treated by Aerobic Processes % 87.4600 100.0000 Convenience Market with Gas Pumps Treated by Facultative Lagoons % 2.21000 0.00000 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 52 / 53 Fast Food Restaurant with Drive Thru Indoor Water gal/year 364,240 1,153,428 Fast Food Restaurant with Drive Thru Outdoor Water gal/year 963.547 0.00000 Fast Food Restaurant with Drive Thru Treated by Septic Tank % 10.3300 0.00000 Fast Food Restaurant with Drive Thru Treated by Aerobic Processes % 87.4600 100.0000 Fast Food Restaurant with Drive Thru Treated by Facultative Lagoons % 2.21000 0.00000 Strip Mall Outdoor Water gal/year 24,088.7 0.00000 Strip Mall Treated by Septic Tank % 10.3300 0.00000 Strip Mall Treated by Aerobic Processes % 87.4600 100.0000 Strip Mall Treated by Facultative Lagoons % 2.21000 0.00000 High Turnover (Sit Down Restaurant) Outdoor Water gal/year 16,059.1 0.00000 High Turnover (Sit Down Restaurant) Treated by Septic Tank % 10.3300 0.00000 High Turnover (Sit Down Restaurant) Treated by Aerobic Processes % 87.4600 100.0000 High Turnover (Sit Down Restaurant) Treated by Facultative Lagoons % 2.21000 0.00000 Fast Food Restaurant with Drive Thru Outdoor Water gal/year 8,029.56 0.00000 Fast Food Restaurant with Drive Thru Treated by Septic Tank % 10.3300 0.00000 Fast Food Restaurant with Drive Thru Treated by Aerobic Processes % 87.4600 100.0000 Fast Food Restaurant with Drive Thru Treated by Facultative Lagoons % 2.21000 0.00000 Strip Mall Outdoor Water gal/year 13,048.0 0.00000 Strip Mall Treated by Septic Tank % 10.3300 0.00000 Strip Mall Treated by Aerobic Processes % 87.4600 100.0000 Strip Mall Treated by Facultative Lagoons % 2.21000 0.00000 High Turnover (Sit Down Restaurant) Outdoor Water gal/year 8,698.42 0.00000 High Turnover (Sit Down Restaurant) Treated by Septic Tank % 10.3300 0.00000 24-17160 Ventana at Duncan Canyon PA-4 Detailed Report, 4/28/2026 53 / 53 High Turnover (Sit Down Restaurant) Treated by Aerobic Processes % 87.4600 100.0000 High Turnover (Sit Down Restaurant) Treated by Facultative Lagoons % 2.21000 0.00000 Fast Food Restaurant with Drive Thru Outdoor Water gal/year 4,349.61 0.00000 Fast Food Restaurant with Drive Thru Treated by Septic Tank % 10.3300 0.00000 Fast Food Restaurant with Drive Thru Treated by Aerobic Processes % 87.4600 100.0000 Fast Food Restaurant with Drive Thru Treated by Facultative Lagoons % 2.21000 0.00000 Apartments Mid Rise Outdoor Water gal/year 258,145 0.00000 Apartments Mid Rise Treated by Septic Tank % 10.3300 0.00000 Apartments Mid Rise Treated by Aerobic Processes % 87.4600 100.0000 Apartments Mid Rise Treated by Facultative Lagoons % 2.21000 0.00000 Medical Office Building Outdoor Water gal/year 59,418.8 0.00000 Medical Office Building Treated by Septic Tank % 10.3300 0.00000 Medical Office Building Treated by Aerobic Processes % 87.4600 100.0000 Medical Office Building Treated by Facultative Lagoons % 2.21000 0.00000 Strip Mall Outdoor Water gal/year 20,876.9 0.00000 Strip Mall Treated by Septic Tank % 10.3300 0.00000 Strip Mall Treated by Aerobic Processes % 87.4600 100.0000 Strip Mall Treated by Facultative Lagoons % 2.21000 0.00000 Appendix C Drive-Thru Speaker Specifications Building and Commercial Services Division St. Paul, MN 55144-1000 1-800-328-0033 www.3M.com/XT1 3M is a trademark of 3M. © 3M 2011. All rights reserved. 1209 DMR 3M™ Wireless Communication System Model XT-1 Technical Data - #131 3M Wireless Communications System Model XT-1’s volume control and Night Volume feature to comply with City Decibel Level output ordinance. With the concern over environmental noise today, many communities restrict the audio level of drive-thru intercom systems during normal day-time business hours and for business operations during night time. Usually, this audio level is specified to be below some number at the property line. Audio levels are measured in terms of “Sound Pressure Level” with the unit of change being the “Decibel”. For example, the city of South Plainfield, NJ requires that sound levels not exceed 65 decibels SPL (sound pressure level) in an industrial area. Taking this into consideration, 3M intercom systems provide an adjustable menu speaker volume to assure compliance with city sound ordinances. The 3M XT-1 Intercom System can be adjusted at installation to produce an audio sound pressure level of 65 decibels (*) at a distance of 4 feet on axis to the center of the speaker. It is VERY easy for the installation company to verify this reading using an Audio dB meter (set to A weighing, slow response). Please note that sound diminishes at the rate of 6 decibels every time the distance from the sound source is doubled. So, at a distance of 8 feet, the level is 59 decibels, at 16 feet it is 53 decibels and so on. The 3M XT-1 Intercom System also provides an AUTOMATIC reduction of sound volume for night time operation to maintain compliance with cities that require lower operating sound levels after normal business hours. This feature assures compliance 24 hours a day. To give you a reference of comparative audio levels, please peruse the attached list of typical sound levels. Be aware that acoustic barriers (shrubbery, trees, fences, walls, etc) will reduce the distance faster than shown in the chart. (* These level measurements assume the use of recommended 3M components.) 3M Building and Commercial Services Division St. Paul, MN 55144-1000 1-800-328-0033 www.3M.com/XT1 3M is a trademark of 3M. © 3M 2011. All rights reserved. 1209 DMR Table of Sound Levels and Corresponding Sound Pressure and Sound Intensity To get a feel for decibels, look at the table below which gives values for the sound pressure levels of common sounds in our environment. Also shown are the corresponding sound pressures and sound intensities. From these, you can see that the decibel scale gives numbers in a much more manageable range. Chart of sound levels L and corresponding sound pressure and sound inte n sity EKampies Sound Pressure Leva! dBSPL Sound Pressure P N/ms -Pa Sound Intensity f watts.fm5 Jet aircraft.50 m away 200 100 Threshold of pain 63.2 10 Threshold of discomfort 20 1 Chainsaw 1m distance 110 6 3 0.1 Disco,1 m from speaker 100 2 0.01 Diesel truck,ID m away oo 063 0.001 Curbside of busy road,5 m 30 D.2 0.0001 Vacuum cleaner, distance 1 m 70 0 063 0 00001 Conversational speech,Im 60 0.02 0 000001 Average home 50 0.0063 1E-07 Quiet library 40 0.002 IE-08 Quiet bedTocrn at night 30 0.00063 1E-09 Background in TV studio 20 0 0002 1E-10 KusJ r e leaf 10 0 000063 1E-11 Threshold of bearing 0 0.00002 IE-12 3M Building and Commercial Services Division St. Paul, MN 55144-1000 1-800-328-0033 www.3M.com/XT1 3M is a trademark of 3M. © 3M 2011. All rights reserved. 1209 DMR A given sound pressure level Lp in dBSPL, without the distance of the measurement to the specific sound source is useless. The reference for 0 dBSPL sound pressure level is p = 20 μPa = 2 * 10-5 pascal, the threshold of hearing. The sound pressure level decreases in the free field with 6dB per distance doubling. That is the 1/r law. Often it is argued the sound pressure would decrease after the 1/r2 law (inverse square law). That is wrong. The sound pressure in a free field is inversely proportional to the distance from the microphone to the source. p ~ 1/r Note: 20 dB is approximately the threshold of hearing. This occurs at approximately 700 feet from the speaker post in a very QUIET environment. In an environment of average traffic noise, a 35 dB limit is virtually inaudible and should be considered the practical limit. This occurs are approximately 125 feet from the speaker post. Distance From Menu Post 3M Intercom SPL MB) 4‘65 fl'69 16’53 32'47 64'41 123'35 25ff 29 512 23 1024'17 2040'11 4096'5 3M Appendix D Traffic Technical Memorandum TECHNICAL MEMORANDUM 260 East Baker Street | Suite 200 | Costa Mesa, CA 92624 | (949) 660-1994 | urbanxroads.com DATE: March 31, 2026 TO: Andrew Wennerstrom, Previti Group FROM: Charlene So, Urban Crossroads, Inc. JOB NO: 13804-16 TA Memo SUBJECT: VENTANA MASTER PLAN (MCN26-0004) FOCUSED TRAFFIC ASSESSMENT Urban Crossroads, Inc. has prepared the following Focused Traffic Assessment for the Ventana Master Plan (Project), which is located south of Duncan Canyon Road on either side of John Previti Avenue in the City of Fontana. This technical memorandum follows the Traffic Impact Analysis (TIA) Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (dated October 21, 2020, referred to as City Guidelines) and evaluates the Project access points along the future John Previti Avenue south of Duncan Canyon Road. Specifically, the peak hour intersection operations are reported for both driveway locations into Planning Area (PA) 4 (one of which is a shared access location with PA 3) along with an evaluation of 95th percentile peak hour queues in order to determine the applicable turn pocket storage lengths for both access points and applicable signal warrant analyses. PROJECT BACKGROUND The Project was evaluated in two phases as part of the Ventana Specific Plan Amendment (SPA) Traffic Study (dated April 6, 2022, referred to as 2022 Traffic Study). The first phase included the development of the following uses with an anticipated opening year of 2025 (located north of Duncan Canyon Road): • PA 1: 538 multifamily housing (mid-rise) residential dwelling units • PA 2: 154,000 square feet of commercial retail use and 26,000 square feet of medical-dental office use • PA 5A: 30,000 square feet of commercial retail use, 20,000 square feet of high turnover sit-down restaurant use, and 10,000 square feet of fast-food restaurant with drive-through window use • PA 5B: 16,250 square feet of commercial retail use, 10,833 square feet of high turnover sit-down restaurant use, and 5,417 square feet of fast-food restaurant with drive-through window use APPROVED GTurney 4/29/2026 ETS26-00013 13804-16 TA Memo 2 Ventana Master Plan The Project Buildout includes the remainder of the development to the south of Duncan Canyon Road with an anticipated opening year of 2030: • PA 3: 396 multifamily housing (mid-rise) residential dwelling units • PA 4: 600 multifamily housing (mid-rise) residential dwelling units, 26,000 square feet of commercial retail use, 31,200 square foot supermarket, 20,800 square foot pharmacy, and 26,000 square feet of high turnover sit-down restaurant use • PA 6A: 137 multifamily housing (mid-rise) residential dwelling units and 74,000 square feet of medical-dental office use • PA 6B: 26,000 square feet of commercial retail use The approved land use plan identifying the applicable PAs is provided on Exhibit 1. PAs 6A and 6B are not addressed as part of this assessment as they are proposed to remain unchanged from the approved SPA. For the purposes of this focused traffic assessment, the following uses are assumed for PA 3 with an anticipated opening year of 2027 and PA 4 with an anticipated opening year of 2030 (located south of Duncan Canyon Road between John Previti Avenue and Citrus Avenue) where the development of PA 1 is also included (which has since been constructed): • PA 1: 493 multifamily housing (mid-rise) residential dwelling units (reduction of 45 units) • PA 3: 219 multifamily housing (mid-rise) residential dwelling units (reduction of 177 units) • PA 4: 408 multifamily housing (mid-rise) residential dwelling units (reduction of 192 units), 35,140 • square feet of commercial retail use, 57,185 square foot supermarket, 3,801 square feet of fast- food restaurant use with drive-through window use, 1,200 square foot coffee shop with drive- through window use, and 12 vehicle fueling position gas station with 1,457 square foot convenience market o The fast-food restaurant with drive-through and gas station uses are proposed which are not currently permitted uses under the approved SPA The composite site plan showing both PAs 3 and 4 is provided in Exhibit 2. 13804-16 TA Memo 3 Ventana Master Plan EXHIBIT 1: APPROVED LAND USE PLAN UXR Figure 8:Land Use Plan Land Use 13804-16 TA Memo 4 Ventana Master Plan EXHIBIT 2: PRELIMINARY SITE PLAN FOR PAS 3 & 4 13804-16 TA Memo 5 Ventana Master Plan PROJECT TRAFFIC TRIP GENERATION Trip generation represents the amount of traffic which is both attracted to and produced by a development. Determining traffic generation for a specific project is therefore based upon forecasting the amount of traffic that is expected to be both attracted to and produced by the specific land uses being proposed for a given development. Approved SPA: In order to develop the traffic characteristics of the Approved SPA (per the 2022 Traffic Study), trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (10th Edition, 2017) have been utilized. Trip generation rates and detailed trip generation calculations by PA are provided in Appendix 1 for the approved uses (does not include the development within PA 6A and PA 6B). Table 1 summarizes the trip generation for the Approved SPA uses as evaluated in the 2022 Traffic Study (less PAs 6A and 6B). The Approved SPA was anticipated to generate a total of 15,610 two-way trip-ends per day with 1,673 AM peak hour trips and 1,348 PM peak hour trips at Project buildout (without the development of PA 6A and PA 6B). Proposed Project: In order to develop the traffic characteristics of the proposed project, trip- generation statistics published in the latest ITE Trip Generation Manual (12th Edition, 2025) have been utilized for all applicable uses. Trip generation rates and detailed trip generation calculations by PA are provided in Appendix 2 for the Proposed Project (does not include the development within PA 6A and PA 6B). Table 2 summarizes the trip generation for the Proposed Project (less PAs 6A and 6B). The Proposed Project is anticipated to generate a total of 14,134 two-way trip-ends per day with 1,437 AM peak hour trips and 1,203 PM peak hour trips at Project buildout (without the development of PA 6A and PA 6B). Trip Generation Comparison: The trip generation for the Proposed Project and the net change in trips as compared to the Approved SPA are summarized in Table 3. As shown in Table 3, the Proposed Project is anticipated to result in a net reduction in daily trips of 1,476 two-way trips per day as compared to the Approved SPA, with a net reduction in both AM and PM peak hour trips as compared to the Approved SPA uses (235 AM peak hour trips and 145 PM peak hour trips). As such, this trip generation comparison supports the proposed change in uses with inclusion of fast-food restaurant (with drive-through window) and gas station with convenience market uses due to the proposed reduction in dwelling units within PAs 1, 3, and 4 as compared to the Approved SPA units. The trip generation associated with the reduction in units and related updates to internal capture and pass-by reductions would off-set the net increase in trips associated with the proposed addition of the gas station and fast-food restaurant uses. 13804-16 TA Memo 6 Ventana Master Plan TABLE 1: APPROVED SPA TRIP GENERATION Approved Trip Generation AM In AM Out AM Total PM In PM Out PM Total Daily Planning Area 1 50 143 193 144 92 236 2,928 Internal Capture -4 -32 -36 -90 -60 -150 -1,862 PA 1 Subtotal 46 111 157 54 32 86 1,066 Planning Area 2A 146 71 217 307 370 677 6,720 Internal Capture -23 -23 -46 -171 -162 -333 -3,304 Pass-by Reduction 0 0 0 -93 -93 -186 -982 PA 2A Subtotal 123 48 171 43 115 158 2,434 Planning Area 5A 331 297 628 346 290 636 8,088 Internal Capture -33 -15 -48 -118 -143 -261 -3,314 Pass-by Reduction -90 -90 -180 -65 -65 -130 -2,194 PA 5A Subtotal 208 192 400 163 82 245 2,580 Planning Area 5B 179 161 340 188 157 345 4,382 Internal Capture -18 -8 -26 -63 -77 -140 -1,784 Pass-by Reduction -49 -49 -98 -35 -35 -69 -1,192 PA 5B Subtotal 112 104 216 90 45 135 1,406 Planning Area 2B 37 105 142 106 68 174 2,154 Internal Capture -2 -11 -13 -21 -17 -38 -466 PA 2B Subtotal 35 94 129 85 51 136 1,688 Planning Area 4 327 371 698 620 500 1,120 12,768 Internal Capture -55 -43 -99 -158 -161 -319 -3,650 Pass-by Reduction 0 0 0 -107 -107 -214 -2,682 PA 4 Subtotal 272 328 599 355 232 587 6,436 Approved Specific Plan Total 796 877 1,673 790 558 1,348 15,610 Notes: Total does not include Specific Plan traffic associated with PA 6A and PA 6B. 13804-16 TA Memo 7 Ventana Master Plan TABLE 2: PROPOSED PROJECT TRIP GENERATION Proposed Trip Generation AM In AM Out AM Total PM In PM Out PM Total Daily PA 1 Subtotal 43 144 187 120 67 187 2,200 PA 1 Internal Capture -3 -32 -35 -75 -45 -120 -1,412 PA 1 Total 40 112 152 45 22 67 788 PA 2 Subtotal 149 69 218 273 318 591 6,490 PA 2 Internal Capture -26 -26 -52 -157 -137 -295 -3,238 PA 2 Pass-by Reduction 0 0 0 -81 -81 -163 -912 PA 2 Total 123 43 166 34 99 134 2,340 PA 5A Subtotal 285 254 539 324 274 598 7,650 PA 5A Internal Capture -34 -15 -49 -101 -133 -234 -2,570 PA 5A Pass-by Reduction -74 -74 -148 -65 -65 -130 -2,442 PA 5A Total 177 165 342 159 76 235 2,638 PA 5B Subtotal 154 137 291 176 148 324 4,144 PA 5B Internal Capture -18 -8 -26 -54 -72 -126 -1,610 PA 5B Pass-by Reduction -40 -40 -80 -35 -35 -70 -1,226 PA 5B Total 96 89 185 87 42 129 1,308 PA 3 Subtotal 19 64 83 53 30 83 978 PA 3 Internal Capture -1 -8 -9 -29 -16 -45 -530 PA 3 Total 18 56 74 24 14 38 448 PA 4 Subtotal 353 394 747 587 541 1,128 13,338 PA 4 Internal Capture -65 -58 -123 -162 -175 -337 -4,194 PA 4 Pass-by Reduction -49 -57 -105 -95 -95 -190 -2,532 PA 4 Total 239 279 519 330 271 601 6,612 Proposed Project Total 693 744 1,437 679 524 1,203 14,134 Notes: Total does not include Specific Plan traffic associated with PA 6A and PA 6B. TABLE 3: TRIP GENERATION COMPARISON Trip Generation Comparison AM In AM Out AM Total PM In PM Out PM Total Daily Approved Project 796 877 1,673 790 558 1,348 15,610 Proposed Project 693 744 1,437 679 524 1,203 14,134 Net Change -103 -133 -235 -111 -34 -145 -1,476 13804-16 TA Memo 8 Ventana Master Plan TRIP DISTRIBUTION The Project trip distribution represents the directional orientation of traffic to and from the Project site. Trip distribution is the process of identifying the probable destinations, directions or traffic routes that will be utilized by Project traffic. The potential interaction between the planned land uses and surrounding regional access routes are considered to identify the route where the Project traffic would distribute. For the near-term cumulative conditions analysis, the distribution patterns for PA 3 and PA 4 have been modified to send all Project traffic regionally via John Previti Avenue to Duncan Canyon Road as the southerly extension towards the current terminates north of Summit Avenue. This modified distribution is applicable to the near-term analysis scenarios only (Opening Year 2027 and 2030 conditions only). The regional distributions assumed for the Horizon Year conditions are consistent with the Approved SPA which assumes the extension of John Previti Avenue to the south is completed. However, a peak hour intersection operations and queuing assessment have been evaluated for the intersections/driveways along John Previti Avenue as this detailed analysis was not evaluated in the 2022 Traffic Study for the Approved SPA. The distributions also account for the proposed access points to PA 3 and PA 4 for the Horizon Year assessment. The trip distribution patterns for the Project are included in Appendix 3. Since the off-site distribution patterns are the same, other off-site intersections were not re-evaluated for the Horizon Year traffic conditions. INTERSECTION OPERATIONS ANALYSIS The intersection of Duncan Canyon Road and all driveways serving PAs 3 and 4 along the John Previti Avenue corridor were evaluated as part of this focused traffic assessment in order to identify the improvement needs and turn pocket storage lengths necessary to serve the two PAs. Note that Driveway 3 on John Previti Avenue will serve both the retail component of PA 4 and PA 3. The driveways have been evaluated for Buildout (Horizon Year) traffic conditions only. Only the following study area intersections were evaluated as part of this focused traffic assessment for the Opening Year Cumulative assessment as these locations would be affected by the redistribution of Project traffic without the John Previti Avenue connection to the south: • I-15 SB Ramps & Duncan Canyon Rd. (#3) • I-15 NB Ramps & Duncan Canyon Rd. (#5) • John Previti Av. (formerly Lytle Creek Rd.) & Duncan Canyon Rd. (#8) • Citrus Av. & Duncan Canyon Rd. (#12) • Citrus Av. & Casa Grande Av. (#13) • Citrus Av. & Summit Av. (#14) 13804-16 TA Memo 9 Ventana Master Plan All of the listed intersections above would have the same Project traffic patterns evaluated as the 2022 Traffic Study for the Horizon Year traffic conditions (i.e., no change in travel patterns). As such, only the following intersections along the John Previti Avenue corridor were evaluated for peak hour intersection operations and queuing for Horizon Year traffic conditions for the purposes of this assessment: • John Previti Av. (formerly Lytle Creek Rd.) & Duncan Canyon Rd. (#8) • John Previti Av. & Driveway 2 (#A) • John Previti Av. & Driveway 3 (#B) – right-in/right-out access only • John Previti Av. & Driveway 4 (#C) • John Previti Av. & Driveway 5 (#D) Exhibit 3 identifies the study intersections and utilizes the same numbering as the 2022 Traffic Study for comparison purposes (new driveway locations evaluated under Horizon Year conditions are lettered). The assignment of traffic from the Project area to the adjoining roadway system is based upon the Project trip generation, trip distribution, and the arterial highway and local street system improvements that would be in place by the time of initial occupancy of the Project. Based on the identified Project traffic generation and trip distribution patterns, the Project-only peak hour intersection turning movement volumes are shown in Exhibit 4 for Opening Year Cumulative conditions and Exhibit 5 for Horizon Year traffic conditions. Note that the Project Only (Opening Year Cumulative) forecasts shown in Exhibit 4 also includes traffic associated with Phase 1 and Year 2027 includes PA 3 only while 2030 includes both PAs 3 and 4. 13804-16 TA Memo 10 Ventana Master Plan EXHIBIT 3: STUDY AREA UXR LEGEND: Q =Existing Intersection Analysis Location uf)=Future Intersection Analysis Location 13804-16 TA Memo 11 Ventana Master Plan EXHIBIT 4: PROJECT ONLY (OPENING YEAR CUMULATIVE) TRAFFIC VOLUMES 2027 PA 3 VOLUMES 1-15 SB Ramps&Duncan Canyon Rd. Citrus Av.&Duncan Canyon Rd. 1-15 NB Ramps&Duncan Canyon Rd. Citrus Av.&Knox Av. John Previti Av.&Duncan Canyon Rd. Citrus Av.&Summit Av. 2030 PA 3+4 VOLUMES 1-15 NB Ramps&Duncan Canyon Rd. Citrus Av. &Summit Av. LEGEND: =Existing Intersection Analysis Location ©=Future Intersection Analysis Location 00(00)=Peak Hour Volume AM(PM) 13804-16 TA Memo 12 Ventana Master Plan EXHIBIT 5: PROJECT ONLY (HORIZON YEAR) TRAFFIC VOLUMES UXR =Existing Intersection Analysis Location ©=Future Intersection Analysis Location 00(00)=Peak Hour Volume AM(PM) 00 =Average Daily Traffic (ADT)In Thousands 13804-16 TA Memo 13 Ventana Master Plan Opening Year Cumulative (2027) Conditions This scenario includes Existing traffic volumes from the 2022 Traffic Study, an ambient growth factor of 7.16% (1.16% compounded annually for 6 years), cumulative project traffic, and Project traffic (PA 1 and PA 3 only). The intersection analysis results are summarized in Table 4 for Opening Year Cumulative (2027) traffic conditions which indicate the study area intersections are anticipated to operate at an acceptable level of service (LOS) with the exception of the intersections of Citrus Avenue at Duncan Canyon Road and Summit Avenue. Both intersections were also deficient in the 2022 Traffic Study for near-term cumulative traffic conditions. The intersection operations analysis worksheets for Opening Year Cumulative (2027) With Project traffic conditions are included in Appendix 4. TABLE 4: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2027) CONDITIONS # Intersection Traffic Control AM Delay (sec.) AM LOS PM Delay (sec.) PM LOS Notes 3 I-15 SB & Duncan Canyon TS 32.0 C 23.7 C -- 5 I-15 NB & Duncan Canyon TS 24.7 C 28.4 C -- 8 John Previti & Duncan Canyon TS 19.9 B 16.8 B -- 12 Citrus & Duncan Canyon AWS >300.0 F 245.8 F Deficient AM and PM LOS 13 Citrus & Knox TS 27.7 C 31.3 C -- 14 Citrus & Summit TS 104.1 F 136.9 F Deficient AM and PM LOS Notes: TS = Traffic Signal. AWS = All-Way Stop. Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds. Opening Year Cumulative (2030) Conditions This scenario includes Existing traffic volumes from the 2022 Traffic Study, an ambient growth factor of 10.9% (1.16% compounded annually for 9 years), cumulative project traffic, and Project traffic (PA 1, PA 3, and PA 4). The intersection analysis result is summarized in Table 5 for Opening Year Cumulative (2030) traffic conditions which indicate the study area intersections are anticipated to operate at an acceptable LOS with the exception of the intersections of Citrus Avenue at Duncan Canyon Road and at Summit Avenue. The deficiency at both intersections is also consistent with the 2022 Traffic Study. The intersection operations analysis worksheets for Opening Year Cumulative (2030) With Project traffic conditions are included in Appendix 5. 13804-16 TA Memo 14 Ventana Master Plan TABLE 5: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2030) CONDITIONS # Intersection Traffic Control AM Delay (sec.) AM LOS PM Delay (sec.) PM LOS Notes 3 I-15 SB & Duncan Canyon TS 38.3 D 27.6 C -- 5 I-15 NB & Duncan Canyon TS 35.0 D 40.0 D -- 8 John Previti & Duncan Canyon TS 24.4 C 21.1 C -- 12 Citrus & Duncan Canyon AWS >300.0 F >300.0 F Deficient AM and PM LOS 13 Citrus & Knox TS 33.8 C 39.1 D -- 14 Citrus & Summit TS 142.3 F 199.1 F Deficient AM and PM LOS Notes: TS = Traffic Signal. AWS = All-Way Stop. Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds. Horizon Year Conditions The intersection analysis results are summarized in Table 6 for Horizon Year With Project traffic conditions which indicate the study area intersections are anticipated to operate at an acceptable LOS with the proposed traffic control and lane geometric improvements proposed at each access point along John Previti Avenue. Note that off-site intersections were not evaluated for Horizon Year traffic conditions as the intersection operations are anticipated to be the same or better than those reported in the 2022 Traffic Study due to the same travel patterns and reduced Project trip generation. The intersection operations analysis worksheets for Horizon Year With Project traffic conditions are included in Appendix 6. TABLE 6: HORIZON YEAR INTERSECTION ANALYSIS # Intersection Traffic Control AM Delay (sec.) AM LOS PM Delay (sec.) PM LOS Notes 8 John Previti & Duncan Canyon TS 21.4 C 21.4 C -- A John Previti & Driveway 2 CSS 18.2 C 27.2 D -- B John Previti & Driveway 3 CSS 9.1 A 9.3 A -- C John Previti & Driveway 4 CSS 11.4 B 12.9 B -- D John Previti & Driveway 5 CSS 9.9 A 10.6 B -- Notes: TS = Traffic Signal. CSS = Cross-Street Stop. Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds. 13804-16 TA Memo 15 Ventana Master Plan TRAFFIC SIGNAL WARRANTS The traffic signal warrant analysis is based on the peak hour intersection turning volume-based traffic signal warrant. Driveway 2 on John Previti Avenue is not anticipated to meet the Average Daily Traffic (ADT) volume-based traffic signal warrant (this is the shared driveway between PA 3 and PA 4) but is anticipated to meet the peak hour volume-based traffic signal warrant. As such, the intersection should be monitored and a traffic signal should be installed at the City Traffic Engineer’s discretion. Driveway 2 meets the minimum spacing requirement for a signalized intersection. However, the operations analysis in Table 6 demonstrates that signal installation is note necessary to maintain acceptable peak hour operations. No additional unsignalized study area intersections are anticipated to meet peak hour volume-based warrants under Horizon Year With Project traffic conditions (see Appendix 7), nor is there any need for additional traffic signals to maintain acceptable LOS. Note that traffic signal warrants have not been evaluated for driveways proposed for restricted access as signalization of these points of access are not feasible (e.g., right-in/right-out restricted driveways), such as Driveway 3. INTERSECTION IMPROVEMENTS This section provides a summary of deficiencies, based on the City’s deficiency criteria and improvements needed to improve operations back to acceptable levels. Opening Year Cumulative (2027) Conditions The effectiveness of the recommended improvement strategies to address Opening Year Cumulative (2027) traffic deficiencies are presented in Table 7. Worksheets for Opening Year Cumulative (2027) With Project, with improvements, analysis worksheets are provided in Appendix 8. As shown on Table 7, there are two study intersections anticipated with improvements. • Citrus Av. & Duncan Canyon Rd. (#12): the improvements shown on Table 7 are consistent with the 2022 Traffic Study with the exception of the eastbound right turn lane with overlap phasing (green arrow) which is a new improvement. The lanes shown reflect the improvements from the 2022 Traffic Study for Opening Year Cumulative (2023) conditions along with the new eastbound right turn lane with overlap phasing, however, the peak hour operations results are consistent with those shown previously on Table 4 of this assessment. • Citrus Av. & Summit Av. (#14): the improvement shown on Table 7 is consistent with the 2022 Traffic Study for Opening Year Cumulative (2023) conditions. Opening Year Cumulative (2030) Conditions The effectiveness of the recommended improvement strategies to address Opening Year Cumulative (2030) traffic deficiencies are presented in Table 8. Worksheets for Opening Year Cumulative (2030) With Project, with improvements, analysis worksheets are provided in Appendix 9. As shown on Table 8, there are two study intersections anticipated with improvements. 13804-16 TA Memo 16 Ventana Master Plan TABLE 7: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2027) CONDITIONS WITH IMPROVEMENTS # Intersection Traffic Control AM Delay (sec.) AM LOS PM Delay (sec.) PM LOS Notes 1 2 Citrus & Duncan Canyon New TS 23.9 C 21.6 C Add 2nd NB left, add 2nd SB through, and overlap phasing on EB right. 1 4 Citrus & Summit TS 22.8 C 35.7 D Add 2nd NB left. Notes: TS = Traffic Signal. NB = Northbound. SB = Southbound. EB = Eastbound. WB = Westbound. Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds. TABLE 8: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2030) CONDITIONS WITH IMPROVEMENTS # Intersection Traffic Control AM Delay (sec.) AM LOS PM Delay (sec.) PM LOS Notes 12 Citrus & Duncan Canyon New TS 27.8 C 25.3 C Add 2nd NB left, add 2nd SB through, and overlap phasing on EB right. 14 Citrus & Summit TS 23.9 C 36.0 D Add 2nd NB left and overlap phasing on EB right. Notes: TS = Traffic Signal. NB = Northbound. SB = Southbound. EB = Eastbound. WB = Westbound. Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds. 13804-16 TA Memo 17 Ventana Master Plan • Citrus Av. & Duncan Canyon Rd. (#12): the improvements shown on Table 8 are consistent with the 2022 Traffic Study with the exception of the eastbound right turn lane with overlap phasing (green arrow) which is a new improvement. The lanes shown reflect the improvements from the 2022 Traffic Study for Opening Year Cumulative (2030) conditions along with the new eastbound right turn lane with overlap phasing, however, the peak hour operations results are consistent with those shown previously on Table 5 of this assessment. • Citrus Av. & Summit Av. (#14): the improvement shown on Table 8 is consistent with the 2022 Traffic Study for Opening Year Cumulative (2030) conditions. BUILDOUT QUEUING ANALYSIS The traffic modeling and signal timing optimization software package Synchro/SimTraffic has been utilized to assess the queues for on-site roadways (Project design features). SimTraffic is a microsimulation designed to model networks of signalized and unsignalized intersections, with the primary purpose of checking and fine-tuning signal operations. SimTraffic uses the input parameters from Synchro to generate random simulations. These random simulations generated by SimTraffic have been utilized to determine the 95th percentile queue lengths observed for each applicable turn lane. A SimTraffic simulation has been recorded up to 5 times, during the weekday AM and weekday PM peak hours, and has been seeded for 15-minute periods with 60-minute recording intervals. The queuing analysis worksheets for the Project driveways (along John Previti Avenue) during the weekday AM and PM peak hours are provided in Appendix 10 and summarized in Table 9 for Horizon Year With Project traffic conditions. The results have been used to verify the recommended turn pocket lengths for each applicable Project driveway (see recommendations in Table 9). If you have any questions, please contact me directly at cso@urbanxroads.com. 13804-16 TA Memo 18 Ventana Master Plan TABLE 9: HORIZON YEAR QUEUING ANALYSIS # Intersection Movement Available Stacking (ft) AM Queue (95th%, ft) AM Acceptable? PM Queue (95th%, ft) PM Acceptable? 8 John Previti & Duncan Canyon NBL 250 129 Yes 137 Yes 8 John Previti & Duncan Canyon SBL 150 130 Yes 101 Yes 8 John Previti & Duncan Canyon SBR 135 53 Yes 51 Yes 8 John Previti & Duncan Canyon EBL 275 232 Yes 214 Yes 8 John Previti & Duncan Canyon EBR 250 68 Yes 88 Yes 8 John Previti & Duncan Canyon WBL 350 228 Yes 320 Yes 8 John Previti & Duncan Canyon WBR 200 43 Yes 27 Yes A John Previti & Driveway 2 NBL 250 59 Yes 77 Yes A John Previti & Driveway 2 SBL 250 9 Yes 12 Yes C John Previti & Driveway 4 EBL 50 14 Yes 12 Yes D John Previti & Driveway 5 EBL 50 6 Yes 10 Yes Notes: Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided. An additional 25 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown on this table, where applicable. 13804-16 TA Memo 19 Ventana Master Plan APPENDIX 1: APPROVED SPECIFIC PLAN AMENDMENT – 2022 TRAFFIC STUDY 13804-16 TA Memo 20 Ventana Master Plan TABLE 1-1: TRIP GENERATION FOR NORTH OF DUNCAN CANYON ITE LU AM Peak Hour PM Peak Hour Land Use1 Code In Out Total In Out Total Multifamily Housing (Mid-Rise)DU 221 0.09 0.27 0.36 0.27 0.17 0.44 5.44 Medical-Dental Office TSF 720 2.17 0.61 2.78 0.97 2.49 3.46 34.80 Shopping Center TSF 820 0.58 0.36 0.94 1.83 1.98 3.81 37.75 Supermarket TSF 850 2.29 1.53 3.82 4.71 4.53 9.24 106.78 Pharmacy TSF 881 2.04 1.80 3.84 5.15 5.14 10.29 109.16 High Turnover Sit-Down Restaurant TSF 932 5.47 4.47 9.94 6.06 3.71 9.77 112.18 Fast-Food Restaurant w/ Drive-Through Window TSF 934 20.50 19.69 40.19 16.99 15.68 32.67 470.95 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Tenth Edition (2017). 2 TSF = Thousand Square Feet; DU = Dwelling Unit Land Use Quantity Units1 In Out Total In Out Total Planning Area 1 Multifamily Housing (Mid-Rise)538 DU 50 143 193 144 92 236 2,928 Internal Capture -4 -32 -36 -90 -60 -150 -1,862 Planning Area 1 Subtotal 46 111 157 54 32 86 1,066 Planning Area 2 Commercial Retail 154.000 TSF 90 55 145 282 305 587 5,814 Medical-Dental Office 26.000 TSF 56 16 72 25 65 90 906 Internal Capture -23 -23 -46 -171 -162 -333 -3,304 Pass-by Reduction (Commercial Retail)0 0 0 -93 -93 -186 -982 Planning Area 2 Subtotal 123 48 171 43 115 158 2,434 Planning Area 5A Commercial Retail 30.000 TSF 17 11 28 55 59 114 1,134 High Turnover Sit-Down Restaurant 20.000 TSF 109 89 198 121 74 195 2,244 Fast-Food Restaurant w/ Drive-Through 10.000 TSF 205 197 402 170 157 327 4,710 Internal Capture -33 -15 -48 -118 -143 -261 -3,314 Pass-by Reduction (Total)-90 -90 -180 -65 -65 -130 -2,194 Planning Area 5A Subtotal 208 192 400 163 82 245 2,580 Planning Area 5B Commercial Retail 16.250 TSF 9 6 15 30 32 62 614 High Turnover Sit-Down Restaurant 10.833 TSF 59 48 107 66 40 106 1,216 Fast-Food Restaurant w/ Drive-Through 5.417 TSF 111 107 218 92 85 177 2,552 Internal Capture -18 -8 -26 -63 -77 -140 -1,784 Pass-by Reduction (Total)-49 -49 -98 -35 -35 -69 -1,192 Planning Area 5B Subtotal 112 104 216 90 45 135 1,406 Total (North of Duncan Canyon Rd.)489 455 944 350 274 625 7,486 1 TSF = Thousand Square Feet; DU = Dwelling Unit Units2 Daily AM Peak Hour PM Peak Hour Daily 13804-16 TA Memo 21 Ventana Master Plan TABLE 1-2: TRIP GENERATION SOUTH OF DUNCAN CANYON (NOT INCLUDING PAS 6A & 6B) ITE LU AM Peak Hour PM Peak Hour Land Use1 Code In Out Total In Out Total Multifamily Housing (Mid-Rise)DU 221 0.09 0.27 0.36 0.27 0.17 0.44 5.44 Medical-Dental Office TSF 720 2.17 0.61 2.78 0.97 2.49 3.46 34.80 Shopping Center TSF 820 0.58 0.36 0.94 1.83 1.98 3.81 37.75 Supermarket TSF 850 2.29 1.53 3.82 4.71 4.53 9.24 106.78 Pharmacy TSF 881 2.04 1.80 3.84 5.15 5.14 10.29 109.16 High Turnover Sit-Down Restaurant TSF 932 5.47 4.47 9.94 6.06 3.71 9.77 112.18 Fast-Food Restaurant w/ Drive-Through Window TSF 934 20.50 19.69 40.19 16.99 15.68 32.67 470.95 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Tenth Edition (2017). 2 TSF = Thousand Square Feet; DU = Dwelling Unit Land Use Quantity Units1 In Out Total In Out Total Planning Area 3 Multifamily Housing (Mid-Rise)396 DU 37 105 142 106 68 174 2,154 Internal Capture -2 -11 -13 -21 -17 -38 -466 Planning Area 3 Subtotal 35 94 129 85 51 136 1,688 Planning Area 4 Multifamily Housing (Mid-Rise)600 DU 56 160 216 161 103 264 3,264 Commercial Retail 26.000 TSF 15 9 24 48 52 100 982 Supermarket 31.200 TSF 72 48 120 147 141 288 3,332 Pharmacy 20.800 TSF 42 38 80 107 107 214 2,272 High Turnover Sit-Down Restaurant 26.000 TSF 142 116 258 157 97 254 2,918 Internal Capture -55 -43 -99 -158 -161 -319 -3,650 Pass-by Reduction (Total)0 0 0 -107 -107 -214 -2,682 Planning Area 4 Subtotal 272 328 599 355 232 587 6,436 Total (South of Duncan Canyon Rd.)307 422 729 440 284 724 8,124 1 TSF = Thousand Square Feet; DU = Dwelling Unit Units2 Daily AM Peak Hour PM Peak Hour Daily 13804-16 TA Memo 22 Ventana Master Plan APPENDIX 2: PROPOSED PROJECT TRIP GENERATION 13804-16 TA Memo 23 Ventana Master Plan TABLE 2-1: TRIP GENERATION FOR NORTH OF DUNCAN CANYON Land Use Units ITE LU Code AM In AM Out AM Total PM In PM Out PM Total Daily Multifamily Housing (Mid-Rise) DU 221 0.09 0.29 0.38 0.24 0.14 0.38 4.46 Medical-Dental Office TSF 720 2.50 0.71 3.21 1.03 2.39 3.42 34.03 Shopping Center TSF 820 0.55 0.33 0.88 1.60 1.66 3.26 36.39 Supermarket TSF 850 1.74 1.21 2.95 4.40 4.39 8.79 92.29 Pharmacy TSF 881 1.99 1.84 3.83 5.12 5.12 10.24 107.20 High Turnover Sit-Down Restaurant TSF 932 4.93 4.04 8.97 5.60 3.58 9.18 103.75 Fast-Food Restaurant w/ Drive-Through Window TSF 934 16.95 16.29 33.24 16.43 15.17 31.60 448.12 Notes: Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 12th Edition (2025). TSF = Thousand Square Feet; DU = Dwelling Unit Land Use Quantity Units AM In AM Out AM Total PM In PM Out PM Total Daily PA 1: Multifamily Housing (Mid-Rise) 493 DU 43 144 187 120 67 187 2,200 PA 1: Internal Capture -- -- -3 -32 -35 -75 -45 -120 -1,412 PA 1 Subtotal -- -- 40 112 152 45 22 67 788 PA 2: Commercial Retail 154.000 TSF 84 51 135 246 256 502 5,604 PA 2: Medical-Dental Office 26.000 TSF 65 18 83 27 62 89 886 PA 2: Internal Capture -- -- -26 -26 -52 -157 -137 -295 -3,238 PA 2: Pass-by Reduction (Commercial Retail) -- -- 0 0 0 -81 -81 -163 -912 PA 2 Subtotal -- -- 123 43 166 34 99 134 2,340 PA 5A: Commercial Retail 30.000 TSF 16 10 26 48 50 98 1,092 PA 5A: High Turnover Sit-Down Restaurant 20.000 TSF 99 81 180 112 72 184 2,076 PA 5A: Fast-Food Restaurant w/ Drive-Through 10.000 TSF 170 163 333 164 152 316 4,482 PA 5A: Internal Capture -- -- -34 -15 -49 -101 -133 -234 -2,570 PA 5A: Pass-by Reduction (Total) -- -- -74 -74 -148 -65 -65 -130 -2,442 PA 5A Subtotal -- -- 177 165 342 159 76 235 2,638 PA 5B: Commercial Retail 16.250 TSF 9 5 14 26 27 53 592 PA 5B: High Turnover Sit-Down Restaurant 10.833 TSF 53 44 97 61 39 100 1,124 PA 5B: Fast-Food Restaurant w/ Drive-Through 5.417 TSF 92 88 180 89 82 171 2,428 PA 5B: Internal Capture -- -- -18 -8 -26 -54 -72 -126 -1,610 PA 5B: Pass-by Reduction (Total) -- -- -40 -40 -80 -35 -35 -70 -1,226 PA 5B Subtotal -- -- 96 89 185 87 42 129 1,308 Total (PAs North of Duncan Canyon Rd.) -- -- 436 409 845 325 239 564 7,074 Notes: TSF = Thousand Square Feet; DU = Dwelling Unit PA = Planning Area 13804-16 TA Memo 24 Ventana Master Plan TABLE 2-2: TRIP GENERATION SOUTH OF DUNCAN CANYON (NOT INCLUDING PAS 6A & 6B) Land Use Units ITE LU Code AM In AM Out AM Total PM In PM Out PM Total Daily Multifamily Housing (Mid-Rise) DU 221 0.09 0.29 0.38 0.24 0.14 0.38 4.46 Shopping Center TSF 820 0.55 0.33 0.88 1.60 1.66 3.26 36.39 Supermarket TSF 850 1.74 1.21 2.95 4.40 4.39 8.79 92.29 Fast-Food Restaurant w/ Drive-Through Window TSF 934 16.95 16.29 33.24 16.43 15.17 31.60 448.12 Coffee Shop w/ Drive-Through Window TSF 937 43.56 41.85 85.41 19.50 19.50 39.00 600.50 Gas Station w/ Convenience Market VFP 945 6.83 6.83 13.65 7.93 7.93 15.85 211.05 Notes: Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 12th Edition (2025). TSF = Thousand Square Feet; DU = Dwelling Unit; VFP = Vehicle Fueling Positions Land Use Quantity Units AM In AM Out AM Total PM In PM Out PM Total Daily PA 3: Multifamily Housing (Mid-Rise) 219 DU 19 64 83 53 30 83 978 PA 3: Internal Capture -- -- -1 -8 -9 -29 -16 -45 -530 PA 3 Subtotal -- -- 18 56 74 24 14 38 448 PA 4: Multifamily Housing (Mid-Rise) 408 DU 36 119 155 99 56 155 1,820 PA 4: Commercial Retail 35.140 TSF 19 12 31 56 58 114 1,280 PA 4: Supermarket 57.185 TSF 100 69 169 252 251 503 5,278 PA 4: Fast-Food Restaurant with Drive-Through 3.801 TSF 64 62 126 62 58 120 1,704 PA 4: Coffee Shop with Drive-Through 1.200 TSF 52 50 102 23 23 46 722 PA 4: Gas Station with Market 12 VFP 82 82 164 95 95 190 2,534 PA 4: Internal Capture (Total) -- -- -65 -58 -123 -162 -175 -337 -4,194 PA 4: Pass-by Reduction (Total) -- -- -49 -57 -105 -95 -95 -190 -2,532 PA 4 Subtotal -- -- 239 279 519 330 271 601 6,612 Total (PAs South of Duncan Canyon Rd.) -- -- 257 335 593 354 285 639 7,060 Notes: TSF = Thousand Square Feet; DU = Dwelling Unit, VFP = Vehicle Fueling Positions PA = Planning Area Project Name: Organization: Project Location: Performed By: Scenario Description:Date: Analysis Year: Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 83 65 18 Retail 175 109 66 Restaurant 790 414 376 Cinema/Entertainment 0 Residential 187 43 144 Hotel 0 All Other Land Uses2 0 1,235 631 604 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office Retail Restaurant Cinema/Entertainment Residential Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 5 11 0 0 Retail 3 9 1 0 Restaurant 9 9 2 0 Cinema/Entertainment 0 0 0 0 0 Residential 2 1 29 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,235 631 604 Office 22% 89% Internal Capture Percentage 13% 13% 13% Retail 14% 20% Restaurant 12% 5% External Vehicle-Trips5 1,073 550 523 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 7% 22% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A NCHRP 684 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Estimated Vehicle-Trips3 Land Use Ventana SP Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To)Origin (From) Origin (From)Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 6Person-Trips *Indicates computation that has been rounded to the nearest whole number. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete. Fontana AM Street Peak Hour Urban Crossroads CS 10/20/2025North of Duncan Canyon Project Name: Organization: Project Location: Performed By: Scenario Description:Date: Analysis Year: Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 89 27 62 Retail 653 320 333 Restaurant 771 426 345 Cinema/Entertainment 0 Residential 187 120 67 Hotel 0 All Other Land Uses2 0 1,700 893 807 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office Retail Restaurant Cinema/Entertainment Residential Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 12 2 1 0 Retail 7 97 55 0 Restaurant 8 141 19 0 Cinema/Entertainment 0 0 0 0 0 Residential 3 28 14 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,700 893 807 Office 67% 24% Internal Capture Percentage 46% 43% 48% Retail 57% 48% Restaurant 27% 49% External Vehicle-Trips5 926 506 420 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 63% 67% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 North of Duncan Canyon 10/20/2025 PM Street Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips3 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips NCHRP 684 Internal Trip Capture Estimation Tool Ventana SP Urban Crossroads Fontana CS Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From)Destination (To) Cinema/Entertainment Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)Destination (To) Cinema/Entertainment 0 0 0 0 0 Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made 6Person-Trips 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P. Project Name: Organization: Project Location: Performed By: Scenario Description: Date: Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 364 201 163 Restaurant 228 116 112 Cinema/Entertainment 0 Residential 238 55 183 Hotel 0 All Other Land Uses2 0 830 372 458 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office Retail Restaurant Cinema/Entertainment Residential Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 21 1 0 Restaurant 0 16 3 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 2 23 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 830 372 458 Office N/A N/A Internal Capture Percentage 16% 18% 14% Retail 9% 13% Restaurant 38% 17% External Vehicle-Trips5 698 306 392 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 7% 14% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A Fontana AM Street Peak Hour Urban Crossroads CS 3/30/2026South of Duncan Canyon Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 6Person-Trips *Indicates computation that has been rounded to the nearest whole number. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete. Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To)Origin (From) Origin (From)Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) NCHRP 684 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Estimated Vehicle-Trips3 Land Use Ventana SP Project Name: Organization: Project Location: Performed By: Scenario Description: Date: Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 807 403 404 Restaurant 166 85 81 Cinema/Entertainment 0 Residential 238 152 86 Hotel 0 All Other Land Uses2 0 1,211 640 571 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office Retail Restaurant Cinema/Entertainment Residential Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 25 70 0 Restaurant 0 33 15 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 36 12 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,211 640 571 Office N/A N/A Internal Capture Percentage 32% 30% 33% Retail 17% 24% Restaurant 44% 59% External Vehicle-Trips5 829 449 380 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 56% 56% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P. Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made 6Person-Trips 0 0 0 0 Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)Destination (To) Cinema/Entertainment 0 Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From)Destination (To) Cinema/Entertainment NCHRP 684 Internal Trip Capture Estimation Tool Ventana SP Urban Crossroads Fontana CS *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 South of Duncan Canyon 3/30/2026 PM Street Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips3 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips 13804-16 TA Memo 25 Ventana Master Plan APPENDIX 3: PROJECT TRIP DISTRIBUTION 13804-16 TA Memo 26 Ventana Master Plan EXHIBIT 3-1: OPENING YEAR SOUTH EXTERNAL TRIP DISTRIBUTION LEGEND: 10 =Percent To/From Project —=Trip Distribution 13804-16 TA Memo 27 Ventana Master Plan EXHIBIT 3-2: HORIZON YEAR PA 3 RESIDENTIAL TRIP DISTRIBUTION LEGEND: 10 =Percent To/From Project —=Inbound Distribution—=Outbound Distribution 13804-16 TA Memo 28 Ventana Master Plan EXHIBIT 3-3: HORIZON YEAR PA 4 RESIDENTIAL TRIP DISTRIBUTION 10 =Percent To/From Project—=Trip Distribution 13804-16 TA Memo 29 Ventana Master Plan EXHIBIT 3-4: HORIZON YEAR PA 4 RETAIL TRIP DISTRIBUTION 10 =Percent To/From Project —=Inbound Distribution —=Outbound Distribution 13804-16 TA Memo 30 Ventana Master Plan APPENDIX 4: OPENING YEAR (2027) WITH PROJECT INTERSECTION ANALYSIS WORKSHEETS Timings Ventana (JN 13804) 3: I-15 SB Ramp & Duncan Canyon Rd. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1 Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 365 542 948 381 331 2 53 Future Volume (vph) 365 542 948 381 331 2 53 Turn Type NA Perm Prot NA Perm NA Perm Protected Phases 4 3 8 6 Permitted Phases 4 6 6 Detector Phase 4 4 3 8 6 6 6 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 34.0 34.0 12.0 29.0 13.0 13.0 13.0 Total Split (s) 46.0 46.0 47.0 93.0 27.0 27.0 27.0 Total Split (%) 38.3% 38.3% 39.2% 77.5% 22.5% 22.5% 22.5% Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Max C-Max None C-Max None None None Act Effct Green (s) 48.1 48.1 41.1 93.2 17.8 17.8 17.8 Actuated g/C Ratio 0.40 0.40 0.34 0.78 0.15 0.15 0.15 v/c Ratio 0.29 0.70 0.90 0.15 0.74 0.75 0.21 Control Delay (s/veh) 26.3 16.5 57.4 3.0 66.3 66.7 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 26.3 16.5 57.4 3.0 66.3 66.7 12.3 LOS C B E A E E B Approach Delay (s/veh) 20.5 41.8 59.1 Approach LOS C D E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay (s/veh): 37.0 Intersection LOS: D Intersection Capacity Utilization 80.7% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: I-15 SB Ramp & Duncan Canyon Rd. 193s I Z"03 T*04 (R)f 47 s 1 06 4— 08 (R)1 HCM 7th Signalized Intersection Summary Ventana (JN 13804) 3: I-15 SB Ramp & Duncan Canyon Rd. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 365 542 948 381 0 0 0 0 331 2 53 Future Volume (veh/h) 0 365 542 948 381 0 0 0 0 331 2 53 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 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 406 534 1053 423 0 369 0 43 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1575 703 1116 2842 0 446 0 199 Arrive On Green 0.00 0.44 0.44 0.54 1.00 0.00 0.13 0.00 0.13 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 406 534 1053 423 0 369 0 43 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 8.6 33.9 34.3 0.0 0.0 12.1 0.0 2.9 Cycle Q Clear(g_c), s 0.0 8.6 33.9 34.3 0.0 0.0 12.1 0.0 2.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1575 703 1116 2842 0 446 0 199 V/C Ratio(X) 0.00 0.26 0.76 0.94 0.15 0.00 0.83 0.00 0.22 Avail Cap(c_a), veh/h 0 1575 703 1238 2842 0 653 0 291 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.79 0.79 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 21.0 28.0 26.6 0.0 0.0 51.2 0.0 47.2 Incr Delay (d2), s/veh 0.0 0.4 7.6 11.2 0.1 0.0 5.7 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.5 13.6 11.8 0.0 0.0 5.6 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 0.0 21.4 35.6 37.8 0.1 0.0 56.9 0.0 47.7 LnGrp LOS C D D A E D Approach Vol, veh/h 940 1476 412 Approach Delay, s/veh 29.5 27.0 56.0 Approach LOS C C E Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 42.8 57.2 20.0 100.0 Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 Max Green Setting (Gmax), s 43.0 42.0 22.0 89.0 Max Q Clear Time (g_c+I1), s 36.3 35.9 14.1 2.0 Green Ext Time (p_c), s 2.5 2.4 0.9 2.8 Intersection Summary HCM 7th Control Delay, s/veh 32.0 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. Timings Ventana (JN 13804) 5: I-15 NB Ramp & Duncan Canyon Rd. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Configurations Traffic Volume (vph) 99 596 1191 294 2 579 Future Volume (vph) 99 596 1191 294 2 579 Turn Type Prot NA NA Perm NA Perm Protected Phases 7 4 8 2 Permitted Phases 8 2 Detector Phase 7 4 8 8 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 12.0 30.0 36.0 36.0 13.0 13.0 Total Split (s) 19.0 87.0 68.0 68.0 33.0 33.0 Total Split (%) 15.8% 72.5% 56.7% 56.7% 27.5% 27.5% Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max None None Act Effct Green (s) 12.7 93.9 77.2 77.2 17.1 17.1 Actuated g/C Ratio 0.11 0.78 0.64 0.64 0.14 0.14 v/c Ratio 0.58 0.24 0.57 0.29 0.61 0.72 Control Delay (s/veh) 41.2 5.1 14.8 2.0 57.7 11.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 41.2 5.1 14.8 2.0 57.7 11.7 LOS D A B A E B Approach Delay (s/veh) 10.3 12.2 20.7 Approach LOS B B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay (s/veh): 13.9 Intersection LOS: B Intersection Capacity Utilization 80.7% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 5: I-15 NB Ramp & Duncan Canyon Rd. <t A 1 ft M f 4 ff 02 04 (R)f 33 s 87 s 07 08 (R)f 19 s 11 HCM 7th Signalized Intersection Summary Ventana (JN 13804) 5: I-15 NB Ramp & Duncan Canyon Rd. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 99 596 0 0 1191 294 138 2 579 0 0 0 Future Volume (veh/h) 99 596 0 0 1191 294 138 2 579 0 0 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 109 655 0 0 1309 323 152 2 588 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 133 2480 0 0 2096 935 399 5 633 Arrive On Green 0.15 1.00 0.00 0.00 0.59 0.59 0.23 0.23 0.23 Sat Flow, veh/h 1781 3647 0 0 3647 1585 1759 23 2790 Grp Volume(v), veh/h 109 655 0 0 1309 323 154 0 588 Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1777 1585 1782 0 1395 Q Serve(g_s), s 7.1 0.0 0.0 0.0 28.7 12.6 8.8 0.0 24.8 Cycle Q Clear(g_c), s 7.1 0.0 0.0 0.0 28.7 12.6 8.8 0.0 24.8 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 133 2480 0 0 2096 935 405 0 633 V/C Ratio(X) 0.82 0.26 0.00 0.00 0.62 0.35 0.38 0.00 0.93 Avail Cap(c_a), veh/h 223 2480 0 0 2096 935 416 0 651 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.00 0.00 0.68 0.68 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.2 0.0 0.0 0.0 16.0 12.7 39.2 0.0 45.4 Incr Delay (d2), s/veh 10.6 0.2 0.0 0.0 1.0 0.7 0.6 0.0 19.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 0.1 0.0 0.0 10.8 4.3 3.8 0.0 10.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 60.8 0.2 0.0 0.0 16.9 13.4 39.8 0.0 64.9 LnGrp LOS E A B B D E Approach Vol, veh/h 764 1632 742 Approach Delay, s/veh 8.9 16.2 59.7 Approach LOS A B E Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 32.2 87.8 13.0 74.8 Change Period (Y+Rc), s 5.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 28.0 83.0 15.0 64.0 Max Q Clear Time (g_c+I1), s 26.8 2.0 9.1 30.7 Green Ext Time (p_c), s 0.5 4.6 0.1 13.0 Intersection Summary HCM 7th Control Delay, s/veh 24.7 HCM 7th LOS C Timings Ventana (JN 13804) 8: John Previti Av. & Duncan Canyon Rd. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBR Lane Configurations Traffic Volume (vph) 270 899 6 16 1212 17 38 1 19 67 233 Future Volume (vph) 270 899 6 16 1212 17 38 1 19 67 233 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 Permitted Phases 2 6 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 27.8 27.8 9.6 27.8 27.8 9.6 32.4 32.4 23.1 32.1 Total Split (s) 26.0 54.9 54.9 9.6 38.5 38.5 9.6 32.4 32.4 23.1 45.9 Total Split (%) 21.7% 45.8% 45.8% 8.0% 32.1% 32.1% 8.0% 27.0% 27.0% 19.3% 38.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.4 4.4 3.6 4.1 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.4 5.4 4.6 5.1 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Act Effct Green (s) 20.0 52.5 52.5 5.2 31.0 31.0 8.0 13.1 13.1 10.5 13.1 Actuated g/C Ratio 0.23 0.60 0.60 0.06 0.35 0.35 0.09 0.15 0.15 0.12 0.15 v/c Ratio 0.73 0.46 0.01 0.08 0.74 0.03 0.13 0.00 0.06 0.18 0.46 Control Delay (s/veh) 46.6 14.1 0.0 47.6 29.9 0.1 42.4 34.0 0.3 42.1 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 46.6 14.1 0.0 47.6 29.9 0.1 42.4 34.0 0.3 42.1 2.9 LOS D B A D C A D C A D A Approach Delay (s/veh) 21.5 29.8 28.2 Approach LOS C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 88.1 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay (s/veh): 24.3 Intersection LOS: C Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 8: John Previti Av. & Duncan Canyon Rd. <a t v y H f fl Mt f fl t f fl f f 0 [“T4 02 4-04 9.6 s 1 54.9 s 145.9 s 9.6 s I 05 06 07 08 26 s 38.5 s |23.1s L 32.4 s | HCM 7th Signalized Intersection Summary Ventana (JN 13804) 8: John Previti Av. & Duncan Canyon Rd. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 270 899 6 16 1212 17 38 1 19 67 0 233 Future Volume (veh/h) 270 899 6 16 1212 17 38 1 19 67 0 233 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 293 977 7 17 1317 18 41 1 21 73 0 171 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 338 1858 829 69 1801 559 134 135 115 365 471 210 Arrive On Green 0.19 0.52 0.52 0.02 0.35 0.35 0.04 0.07 0.07 0.11 0.00 0.13 Sat Flow, veh/h 1781 3554 1585 3456 5106 1585 3456 1870 1585 3456 3554 1585 Grp Volume(v), veh/h 293 977 7 17 1317 18 41 1 21 73 0 171 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1702 1585 1728 1870 1585 1728 1777 1585 Q Serve(g_s), s 11.7 13.2 0.1 0.4 16.4 0.5 0.8 0.0 0.9 1.4 0.0 4.8 Cycle Q Clear(g_c), s 11.7 13.2 0.1 0.4 16.4 0.5 0.8 0.0 0.9 1.4 0.0 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 338 1858 829 69 1801 559 134 135 115 365 471 210 V/C Ratio(X) 0.87 0.53 0.01 0.25 0.73 0.03 0.31 0.01 0.18 0.20 0.00 0.81 Avail Cap(c_a), veh/h 522 2388 1065 236 2285 709 236 691 586 875 1985 885 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.7 11.5 3.0 35.3 20.6 15.5 34.2 31.5 31.9 29.8 0.0 12.1 Incr Delay (d2), s/veh 6.0 0.2 0.0 0.7 0.9 0.0 0.5 0.0 0.8 0.1 0.0 7.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 4.2 0.0 0.1 5.8 0.2 0.3 0.0 0.4 0.6 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 34.7 11.7 3.0 35.9 21.5 15.5 34.6 31.5 32.6 29.9 0.0 19.6 LnGrp LOS C B A D C B C C C C B Approach Vol, veh/h 1277 1352 63 244 Approach Delay, s/veh 16.9 21.6 33.9 22.7 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 44.0 8.2 14.8 18.5 31.6 12.3 10.7 Change Period (Y+Rc), s 4.6 5.8 5.4 * 5.1 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 5.0 49.1 5.0 * 41 21.4 32.7 18.5 27.0 Max Q Clear Time (g_c+I1), s 2.4 15.2 2.8 6.8 13.7 18.4 3.4 2.9 Green Ext Time (p_c), s 0.0 7.4 0.0 0.5 0.3 7.3 0.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 19.9 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. r <a t v |v H f fl Mt f fl t f fl ++f HCM 7th AWSC Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7 Intersection Intersection Delay, s/veh387.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 234 704 30 213 4 992 119 34 11 137 55 Future Vol, veh/h 21 234 704 30 213 4 992 119 34 11 137 55 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 244 733 31 222 4 1033 124 35 11 143 57 Number of Lanes 1 1 1 1 1 1 1 1 1 1 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay, s/veh229.5 30.3 661.6 21.3 HCM LOS F D F C Lane NBLn1NBLn2NBLn3EBLn1 EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 992 119 34 21 234 704 30 213 4 11 137 55 LT Vol 992 0 0 21 0 0 30 0 0 11 0 0 Through Vol 0 119 0 0 234 0 0 213 0 0 137 0 RT Vol 0 0 34 0 0 704 0 0 4 0 0 55 Lane Flow Rate 1033 124 35 22 244 733 31 222 4 11 143 57 Geometry Grp 6 6 6 6 6 6 6 6 6 6 6 6 Degree of Util (X) 2.629 0.299 0.079 0.055 0.575 1.59 0.088 0.597 0.01 0.033 0.393 0.147 Departure Headway (Hd) 9.901 9.401 8.70111.31110.81110.11113.16112.66111.96113.28312.78312.083 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 382 384 414 319 336 367 274 288 301 271 284 299 Service Time 7.601 7.101 6.401 9.011 8.511 7.81110.86110.361 9.66110.98310.483 9.783 HCM Lane V/C Ratio 2.704 0.323 0.085 0.069 0.726 1.997 0.113 0.771 0.013 0.041 0.504 0.191 HCM Control Delay, s/veh 761.3 16.1 12.1 14.7 27.2 303.2 17.1 32.5 14.8 16.4 23.5 16.9 HCM Lane LOS F C B B D F C D B C C C HCM 95th-tile Q 78.6 1.2 0.3 0.2 3.4 32.7 0.3 3.6 0 0.1 1.8 0.5 Timings Ventana (JN 13804) 13: Citrus Ave. & Knox Ave./Casa Grande Ave. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 77 24 258 42 410 87 346 127 234 403 Future Volume (vph) 77 24 258 42 410 87 346 127 234 403 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 32.8 9.6 30.8 30.8 9.6 26.8 26.8 9.6 22.8 Total Split (s) 22.0 40.0 19.0 37.0 37.0 25.0 39.0 39.0 22.0 36.0 Total Split (%) 18.3% 33.3% 15.8% 30.8% 30.8% 20.8% 32.5% 32.5% 18.3% 30.0% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 8.0 11.3 14.8 16.4 16.4 8.4 13.6 13.6 16.5 24.3 Actuated g/C Ratio 0.11 0.15 0.20 0.22 0.22 0.11 0.19 0.19 0.23 0.33 v/c Ratio 0.41 0.21 0.75 0.11 0.63 0.45 0.55 0.34 0.61 0.43 Control Delay (s/veh) 39.7 18.3 45.9 26.8 8.0 39.9 31.8 8.3 35.7 22.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 39.7 18.3 45.9 26.8 8.0 39.9 31.8 8.3 35.7 22.8 LOS D B D C A D C A D C Approach Delay (s/veh) 30.5 22.9 27.8 27.0 Approach LOS C C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 73.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay (s/veh): 26.1 Intersection LOS: C Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 13: Citrus Ave. & Knox Ave./Casa Grande Ave. <t A I H IT* 01 02 Z"03 ”*04 22 s 1 39 s 19 s |40s 1 05 1 06 07 08 25 s |36s |22 s 137 s n HCM 7th Signalized Intersection Summary Ventana (JN 13804) 13: Citrus Ave. & Knox Ave./Casa Grande Ave. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 24 34 258 42 410 87 346 127 234 403 77 Future Volume (veh/h) 77 24 34 258 42 410 87 346 127 234 403 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 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 80 25 24 269 44 399 91 360 126 244 420 77 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 104 153 147 316 550 465 118 594 263 292 795 145 Arrive On Green 0.06 0.18 0.18 0.18 0.29 0.29 0.07 0.17 0.17 0.16 0.26 0.26 Sat Flow, veh/h 1781 873 838 1781 1870 1582 1781 3554 1576 1781 3002 546 Grp Volume(v), veh/h 80 0 49 269 44 399 91 360 126 244 247 250 Grp Sat Flow(s),veh/h/ln 1781 0 1711 1781 1870 1582 1781 1777 1576 1781 1777 1771 Q Serve(g_s), s 2.9 0.0 1.6 9.6 1.1 15.6 3.3 6.2 4.8 8.7 7.8 7.9 Cycle Q Clear(g_c), s 2.9 0.0 1.6 9.6 1.1 15.6 3.3 6.2 4.8 8.7 7.8 7.9 Prop In Lane 1.00 0.49 1.00 1.00 1.00 1.00 1.00 0.31 Lane Grp Cap(c), veh/h 104 0 300 316 550 465 118 594 263 292 471 469 V/C Ratio(X) 0.77 0.00 0.16 0.85 0.08 0.86 0.77 0.61 0.48 0.84 0.53 0.53 Avail Cap(c_a), veh/h 471 0 890 390 888 751 553 1795 796 471 816 813 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 30.5 0.0 23.0 26.2 16.8 21.9 30.2 25.4 24.8 26.6 20.6 20.7 Incr Delay (d2), s/veh 4.4 0.0 0.3 11.9 0.1 5.7 3.9 1.0 1.3 3.4 0.9 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.6 4.7 0.4 5.7 1.4 2.4 1.7 3.6 2.9 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 34.9 0.0 23.3 38.2 16.8 27.6 34.1 26.4 26.1 30.0 21.5 21.6 LnGrp LOS C C D B C C C C C C C Approach Vol, veh/h 129 712 577 741 Approach Delay, s/veh 30.5 30.9 27.5 24.3 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.4 16.8 16.2 17.3 9.0 23.2 8.4 25.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 17.4 33.2 14.4 34.2 20.4 30.2 17.4 31.2 Max Q Clear Time (g_c+I1), s 10.7 8.2 11.6 3.6 5.3 9.9 4.9 17.6 Green Ext Time (p_c), s 0.2 2.5 0.1 0.2 0.1 2.6 0.1 1.4 Intersection Summary HCM 7th Control Delay, s/veh 27.7 HCM 7th LOS C Timings Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 95 159 181 161 262 98 575 252 96 114 273 160 Future Volume (vph) 95 159 181 161 262 98 575 252 96 114 273 160 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 10.8 34.8 34.8 10.8 34.8 34.8 10.8 31.8 31.8 10.8 31.8 31.8 Total Split (s) 12.0 35.0 35.0 24.0 47.0 47.0 25.0 46.0 46.0 15.0 36.0 36.0 Total Split (%) 10.0% 29.2% 29.2% 20.0% 39.2% 39.2% 20.8% 38.3% 38.3% 12.5% 30.0% 30.0% Yellow Time (s) 3.9 4.8 4.8 3.9 4.8 4.8 3.9 4.8 4.8 3.9 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 5.8 5.8 4.9 5.8 5.8 4.9 5.8 5.8 4.9 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Max Max None Max Max Act Effct Green (s) 7.1 10.7 10.7 13.4 17.0 17.0 20.2 40.8 40.8 9.6 30.3 30.3 Actuated g/C Ratio 0.07 0.11 0.11 0.14 0.18 0.18 0.21 0.43 0.43 0.10 0.32 0.32 v/c Ratio 0.76 0.42 0.53 0.68 0.44 0.25 1.61 0.17 0.13 0.67 0.25 0.26 Control Delay (s/veh) 79.5 43.9 10.9 53.8 37.0 2.6 317.4 18.5 1.0 62.3 26.1 3.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 79.5 43.9 10.9 53.8 37.0 2.6 317.4 18.5 1.0 62.3 26.1 3.1 LOS E D B D D A F B A E C A Approach Delay (s/veh) 37.9 35.8 202.8 26.9 Approach LOS D D F C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 96 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.61 Intersection Signal Delay (s/veh): 97.7 Intersection LOS: F Intersection Capacity Utilization 76.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 14: Citrus Ave. & Summit Ave. <A t Z V I V ft f *i ft f *i f f i**i f f i* HCM 7th Signalized Intersection Summary Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2027 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 159 181 161 262 98 575 252 96 114 273 160 Future Volume (veh/h) 95 159 181 161 262 98 575 252 96 114 273 160 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 0.99 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 166 156 168 273 93 599 262 85 119 284 160 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 125 491 218 202 644 287 374 1571 685 148 1120 500 Arrive On Green 0.07 0.14 0.14 0.11 0.18 0.18 0.21 0.44 0.44 0.08 0.32 0.32 Sat Flow, veh/h 1781 3554 1575 1781 3554 1582 1781 3554 1550 1781 3554 1585 Grp Volume(v), veh/h 99 166 156 168 273 93 599 262 85 119 284 160 Grp Sat Flow(s),veh/h/ln 1781 1777 1575 1781 1777 1582 1781 1777 1550 1781 1777 1585 Q Serve(g_s), s 5.2 4.0 9.1 8.8 6.5 4.9 20.1 4.3 3.1 6.3 5.7 7.4 Cycle Q Clear(g_c), s 5.2 4.0 9.1 8.8 6.5 4.9 20.1 4.3 3.1 6.3 5.7 7.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 125 491 218 202 644 287 374 1571 685 148 1120 500 V/C Ratio(X) 0.79 0.34 0.72 0.83 0.42 0.32 1.60 0.17 0.12 0.80 0.25 0.32 Avail Cap(c_a), veh/h 132 1083 480 355 1528 681 374 1571 685 188 1120 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.8 37.3 39.5 41.6 34.8 34.1 37.8 16.1 15.8 43.1 24.4 25.0 Incr Delay (d2), s/veh 23.6 0.4 4.4 3.4 0.4 0.6 283.4 0.2 0.4 14.0 0.5 1.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 1.7 3.6 3.9 2.7 1.8 37.7 1.6 1.1 3.2 2.3 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 67.5 37.7 43.8 45.0 35.2 34.8 321.3 16.3 16.2 57.2 25.0 26.7 LnGrp LOS E D D D D C F B B E C C Approach Vol, veh/h 421 534 946 563 Approach Delay, s/veh 47.0 38.2 209.4 32.3 Approach LOS D D F C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.9 48.1 15.7 19.0 25.0 36.0 11.6 23.2 Change Period (Y+Rc), s 4.9 5.8 4.9 5.8 4.9 5.8 4.9 5.8 Max Green Setting (Gmax), s 10.1 40.2 19.1 29.2 20.1 30.2 7.1 41.2 Max Q Clear Time (g_c+I1), s 8.3 6.3 10.8 11.1 22.1 9.4 7.2 8.5 Green Ext Time (p_c), s 0.0 1.8 0.1 1.3 0.0 2.1 0.0 1.9 Intersection Summary HCM 7th Control Delay, s/veh 104.1 HCM 7th LOS F ft ft +f +f Timings Ventana (JN 13804) 3: I-15 SB Ramp & Duncan Canyon Rd. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1 Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 364 212 455 644 262 0 85 Future Volume (vph) 364 212 455 644 262 0 85 Turn Type NA Perm Prot NA Perm NA Perm Protected Phases 4 3 8 6 Permitted Phases 4 6 6 Detector Phase 4 4 3 8 6 6 6 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 34.0 34.0 12.0 29.0 13.0 13.0 13.0 Total Split (s) 61.0 61.0 27.0 88.0 32.0 32.0 32.0 Total Split (%) 50.8% 50.8% 22.5% 73.3% 26.7% 26.7% 26.7% Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Max C-Max None C-Max None None None Act Effct Green (s) 68.3 68.3 22.7 95.0 16.0 16.0 16.0 Actuated g/C Ratio 0.57 0.57 0.19 0.79 0.13 0.13 0.13 v/c Ratio 0.20 0.24 0.78 0.26 0.65 0.65 0.32 Control Delay (s/veh) 14.2 2.7 47.3 3.9 61.9 62.2 11.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 14.2 2.7 47.3 3.9 61.9 62.2 11.5 LOS B A D A E E B Approach Delay (s/veh) 10.0 21.9 49.7 Approach LOS A C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay (s/veh): 23.2 Intersection LOS: C Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 3: I-15 SB Ramp & Duncan Canyon Rd. ++f Vi H *1 4 f /"03 T*04 (R)f 27 s 1 61 s 1106 <— 08 (R)1 88 s 1 HCM 7th Signalized Intersection Summary Ventana (JN 13804) 3: I-15 SB Ramp & Duncan Canyon Rd. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 364 212 455 644 0 0 0 0 262 0 85 Future Volume (veh/h) 0 364 212 455 644 0 0 0 0 262 0 85 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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 404 219 506 716 0 291 0 68 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 2215 988 563 2912 0 376 0 165 Arrive On Green 0.00 0.62 0.62 0.33 1.00 0.00 0.11 0.00 0.11 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1563 Grp Volume(v), veh/h 0 404 219 506 716 0 291 0 68 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1563 Q Serve(g_s), s 0.0 5.8 7.2 16.7 0.0 0.0 9.5 0.0 4.9 Cycle Q Clear(g_c), s 0.0 5.8 7.2 16.7 0.0 0.0 9.5 0.0 4.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2215 988 563 2912 0 376 0 165 V/C Ratio(X) 0.00 0.18 0.22 0.90 0.25 0.00 0.77 0.00 0.41 Avail Cap(c_a), veh/h 0 2215 988 662 2912 0 802 0 352 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.86 0.86 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 9.6 9.9 39.5 0.0 0.0 52.3 0.0 50.2 Incr Delay (d2), s/veh 0.0 0.2 0.5 12.1 0.2 0.0 3.4 0.0 1.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.3 2.6 6.9 0.1 0.0 4.4 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 0.0 9.8 10.4 51.6 0.2 0.0 55.7 0.0 51.8 LnGrp LOS A B D A E D Approach Vol, veh/h 623 1222 359 Approach Delay, s/veh 10.0 21.5 55.0 Approach LOS B C D Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 23.6 78.8 17.7 102.3 Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 Max Green Setting (Gmax), s 23.0 57.0 27.0 84.0 Max Q Clear Time (g_c+I1), s 18.7 9.2 11.5 2.0 Green Ext Time (p_c), s 0.8 3.8 1.1 6.0 Intersection Summary HCM 7th Control Delay, s/veh 23.7 HCM 7th LOS C Notes User approved volume balancing among the lanes for turning movement. Timings Ventana (JN 13804) 5: I-15 NB Ramp & Duncan Canyon Rd. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Configurations Traffic Volume (vph) 119 507 763 249 13 737 Future Volume (vph) 119 507 763 249 13 737 Turn Type Prot NA NA Perm NA Perm Protected Phases 7 4 8 2 Permitted Phases 8 2 Detector Phase 7 4 8 8 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 12.0 30.0 36.0 36.0 13.0 13.0 Total Split (s) 25.0 71.0 46.0 46.0 49.0 49.0 Total Split (%) 20.8% 59.2% 38.3% 38.3% 40.8% 40.8% Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max None None Act Effct Green (s) 14.1 75.2 57.0 57.0 35.8 35.8 Actuated g/C Ratio 0.12 0.63 0.48 0.48 0.30 0.30 v/c Ratio 0.63 0.25 0.50 0.31 0.73 0.69 Control Delay (s/veh) 65.1 12.5 25.1 3.9 45.2 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 65.1 12.5 25.1 3.9 45.2 14.6 LOS E B C A D B Approach Delay (s/veh) 22.5 19.9 24.5 Approach LOS C B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay (s/veh): 22.3 Intersection LOS: C Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: I-15 NB Ramp & Duncan Canyon Rd. <t A 1 ft M f 4 ff 02 ”04 (R)f 49 s 71s 07 08 (R)f _25s | HCM 7th Signalized Intersection Summary Ventana (JN 13804) 5: I-15 NB Ramp & Duncan Canyon Rd. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 119 507 0 0 763 249 338 13 737 0 0 0 Future Volume (veh/h) 119 507 0 0 763 249 338 13 737 0 0 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 0.98 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 131 557 0 0 838 262 371 14 802 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 157 2118 0 0 1686 752 566 21 898 Arrive On Green 0.18 1.00 0.00 0.00 0.47 0.47 0.33 0.33 0.33 Sat Flow, veh/h 1781 3647 0 0 3647 1585 1719 65 2731 Grp Volume(v), veh/h 131 557 0 0 838 262 385 0 802 Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1777 1585 1784 0 1365 Q Serve(g_s), s 8.5 0.0 0.0 0.0 19.5 12.5 22.2 0.0 33.5 Cycle Q Clear(g_c), s 8.5 0.0 0.0 0.0 19.5 12.5 22.2 0.0 33.5 Prop In Lane 1.00 0.00 0.00 1.00 0.96 1.00 Lane Grp Cap(c), veh/h 157 2118 0 0 1686 752 587 0 898 V/C Ratio(X) 0.83 0.26 0.00 0.00 0.50 0.35 0.66 0.00 0.89 Avail Cap(c_a), veh/h 312 2118 0 0 1686 752 654 0 1001 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.00 0.00 0.80 0.80 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.5 0.0 0.0 0.0 21.7 19.9 34.4 0.0 38.2 Incr Delay (d2), s/veh 10.4 0.3 0.0 0.0 0.8 1.0 2.0 0.0 9.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.1 0.0 0.0 8.2 4.8 9.9 0.0 12.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 58.9 0.3 0.0 0.0 22.5 20.9 36.5 0.0 47.8 LnGrp LOS E A C C D D Approach Vol, veh/h 688 1100 1187 Approach Delay, s/veh 11.5 22.1 44.1 Approach LOS B C D Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 44.5 75.5 14.6 60.9 Change Period (Y+Rc), s 5.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 44.0 67.0 21.0 42.0 Max Q Clear Time (g_c+I1), s 35.5 2.0 10.5 21.5 Green Ext Time (p_c), s 4.0 4.4 0.2 7.0 Intersection Summary HCM 7th Control Delay, s/veh 28.4 HCM 7th LOS C Timings Ventana (JN 13804) 8: John Previti Av. & Duncan Canyon Rd. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 202 1025 18 27 858 13 18 17 22 1 136 Future Volume (vph) 202 1025 18 27 858 13 18 17 22 1 136 Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot NA Perm Protected Phases 5 2 1 6 3 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 27.8 27.8 9.6 23.8 23.8 9.6 32.4 23.1 32.4 32.4 Total Split (s) 29.0 54.9 54.9 9.6 35.5 35.5 9.6 32.4 23.1 45.9 45.9 Total Split (%) 24.2% 45.8% 45.8% 8.0% 29.6% 29.6% 8.0% 27.0% 19.3% 38.3% 38.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.4 3.6 4.4 4.4 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.4 4.6 5.4 5.4 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Act Effct Green (s) 14.1 36.7 36.7 5.5 20.5 20.5 5.5 13.1 10.3 13.3 13.3 Actuated g/C Ratio 0.21 0.54 0.54 0.08 0.30 0.30 0.08 0.19 0.15 0.20 0.20 v/c Ratio 0.60 0.58 0.02 0.11 0.61 0.02 0.07 0.03 0.05 0.00 0.34 Control Delay (s/veh) 35.1 14.7 0.1 39.6 24.0 0.1 40.0 0.1 37.5 28.0 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 35.1 14.7 0.1 39.6 24.0 0.1 40.0 0.1 37.5 28.0 7.9 LOS D B A D C A D A D C A Approach Delay (s/veh) 17.8 24.1 12.1 Approach LOS B C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 68.1 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay (s/veh): 19.9 Intersection LOS: B Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: John Previti Av. & Duncan Canyon Rd. <A A V |V 1 tt f Yi iff f Yl f Tl ft f c 0 L^4 02 0 =1 04 9.6 s 54.9 s 9.6 s 45.9 s 05 06 07 08 29 s 35.5 s 1 23.1 s 1 32.4 s | HCM 7th Signalized Intersection Summary Ventana (JN 13804) 8: John Previti Av. & Duncan Canyon Rd. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 202 1025 18 27 858 13 18 0 17 22 1 136 Future Volume (veh/h) 202 1025 18 27 858 13 18 0 17 22 1 136 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 220 1114 20 29 933 14 20 0 18 24 1 121 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 273 1573 702 111 1641 509 82 172 146 278 528 236 Arrive On Green 0.15 0.44 0.44 0.03 0.32 0.32 0.02 0.00 0.09 0.08 0.15 0.15 Sat Flow, veh/h 1781 3554 1585 3456 5106 1585 3456 1870 1585 3456 3554 1585 Grp Volume(v), veh/h 220 1114 20 29 933 14 20 0 18 24 1 121 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1702 1585 1728 1870 1585 1728 1777 1585 Q Serve(g_s), s 6.9 14.7 0.4 0.5 8.8 0.3 0.3 0.0 0.6 0.4 0.0 4.1 Cycle Q Clear(g_c), s 6.9 14.7 0.4 0.5 8.8 0.3 0.3 0.0 0.6 0.4 0.0 4.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 273 1573 702 111 1641 509 82 172 146 278 528 236 V/C Ratio(X) 0.80 0.71 0.03 0.26 0.57 0.03 0.24 0.00 0.12 0.09 0.00 0.51 Avail Cap(c_a), veh/h 752 3018 1346 299 2623 814 299 873 740 1106 2489 1110 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.6 13.1 9.1 27.3 16.3 13.4 27.7 0.0 24.1 24.6 21.0 22.7 Incr Delay (d2), s/veh 2.1 0.6 0.0 0.5 0.3 0.0 0.6 0.0 0.4 0.0 0.0 1.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 4.5 0.1 0.2 2.8 0.1 0.1 0.0 0.2 0.1 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 25.8 13.7 9.1 27.8 16.6 13.5 28.3 0.0 24.5 24.7 21.0 24.4 LnGrp LOS C B A C B B C C C C C Approach Vol, veh/h 1354 976 38 146 Approach Delay, s/veh 15.6 16.9 26.5 24.4 Approach LOS B B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.5 31.4 6.0 14.0 13.5 24.4 9.3 10.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 5.0 49.1 5.0 40.5 24.4 29.7 18.5 27.0 Max Q Clear Time (g_c+I1), s 2.5 16.7 2.3 6.1 8.9 10.8 2.4 2.6 Green Ext Time (p_c), s 0.0 8.9 0.0 0.4 0.2 5.9 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 16.8 HCM 7th LOS B HCM 7th AWSC Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7 Intersection Intersection Delay, s/veh245.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 61 211 783 20 143 13 732 106 22 7 81 38 Future Vol, veh/h 61 211 783 20 143 13 732 106 22 7 81 38 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 64 220 816 21 149 14 763 110 23 7 84 40 Number of Lanes 1 1 1 1 1 1 1 1 1 1 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay, s/veh234.5 19.4 339.7 16.2 HCM LOS F C F C Lane NBLn1NBLn2NBLn3EBLn1 EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 732 106 22 61 211 783 20 143 13 7 81 38 LT Vol 732 0 0 61 0 0 20 0 0 7 0 0 Through Vol 0 106 0 0 211 0 0 143 0 0 81 0 RT Vol 0 0 22 0 0 783 0 0 13 0 0 38 Lane Flow Rate 763 110 23 64 220 816 21 149 14 7 84 40 Geometry Grp 6 6 6 6 6 6 6 6 6 6 6 6 Degree of Util (X) 1.811 0.247 0.047 0.147 0.478 1.618 0.057 0.384 0.032 0.02 0.223 0.097 Departure Headway (Hd) 9.321 8.821 8.121 9.576 9.076 8.37611.58111.08110.38111.75611.25610.556 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 397 410 444 377 400 440 311 328 347 306 321 342 Service Time 7.021 6.521 5.821 7.276 6.776 6.076 9.281 8.781 8.081 9.456 8.956 8.256 HCM Lane V/C Ratio 1.922 0.268 0.052 0.17 0.55 1.855 0.068 0.454 0.04 0.023 0.262 0.117 HCM Control Delay, s/veh 396.7 14.4 11.2 13.9 19.8 309.6 15 20.5 13.4 14.7 17.2 14.4 HCM Lane LOS F B B B C F B C B B C B HCM 95th-tile Q 45 1 0.1 0.5 2.5 39.8 0.2 1.7 0.1 0.1 0.8 0.3 Timings Ventana (JN 13804) 13: Citrus Ave. & Knox Ave./Casa Grande Ave. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 51 38 197 35 275 52 501 285 399 337 Future Volume (vph) 51 38 197 35 275 52 501 285 399 337 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 32.8 9.6 30.8 30.8 9.6 26.8 26.8 9.6 22.8 Total Split (s) 13.7 32.8 22.5 41.6 41.6 13.6 27.5 27.5 37.2 51.1 Total Split (%) 11.4% 27.3% 18.8% 34.7% 34.7% 11.3% 22.9% 22.9% 31.0% 42.6% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 7.4 10.7 15.7 17.0 17.0 7.3 19.5 19.5 26.1 41.4 Actuated g/C Ratio 0.08 0.12 0.18 0.19 0.19 0.08 0.22 0.22 0.29 0.47 v/c Ratio 0.36 0.23 0.65 0.10 0.53 0.37 0.66 0.51 0.79 0.25 Control Delay (s/veh) 51.0 36.3 48.6 34.8 8.7 51.3 38.7 7.8 42.8 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 51.0 36.3 48.6 34.8 8.7 51.3 38.7 7.8 42.8 16.4 LOS D D D C A D D A D B Approach Delay (s/veh) 43.7 26.0 29.0 29.6 Approach LOS D C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 88.8 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay (s/veh): 29.2 Intersection LOS: C Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 13: Citrus Ave. & Knox Ave./Casa Grande Ave. <t A I it i t r itt f i +t» 01 1 02 Z"03 04 37.2 s 1 27.5 s 1 22.5 s 32.8 s 1 05 1 06 07 08 13.6 s |51.1s 113.7 s 141.6 s HCM 7th Signalized Intersection Summary Ventana (JN 13804) 13: Citrus Ave. & Knox Ave./Casa Grande Ave. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 38 13 197 35 275 52 501 285 399 337 59 Future Volume (veh/h) 51 38 13 197 35 275 52 501 285 399 337 59 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 53 39 13 203 36 284 54 516 294 411 347 61 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 77 166 55 243 406 344 77 809 361 454 1329 231 Arrive On Green 0.04 0.12 0.12 0.14 0.22 0.22 0.04 0.23 0.23 0.25 0.44 0.44 Sat Flow, veh/h 1781 1342 447 1781 1870 1585 1781 3554 1585 1781 3026 527 Grp Volume(v), veh/h 53 0 52 203 36 284 54 516 294 411 202 206 Grp Sat Flow(s),veh/h/ln 1781 0 1790 1781 1870 1585 1781 1777 1585 1781 1777 1776 Q Serve(g_s), s 2.4 0.0 2.1 9.0 1.2 13.8 2.4 10.6 14.2 18.1 5.8 5.9 Cycle Q Clear(g_c), s 2.4 0.0 2.1 9.0 1.2 13.8 2.4 10.6 14.2 18.1 5.8 5.9 Prop In Lane 1.00 0.25 1.00 1.00 1.00 1.00 1.00 0.30 Lane Grp Cap(c), veh/h 77 0 221 243 406 344 77 809 361 454 780 780 V/C Ratio(X) 0.69 0.00 0.23 0.84 0.09 0.83 0.70 0.64 0.81 0.91 0.26 0.26 Avail Cap(c_a), veh/h 201 0 598 395 829 702 198 954 426 719 996 995 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 38.1 0.0 32.0 34.0 25.3 30.2 38.1 28.2 29.6 29.2 14.3 14.4 Incr Delay (d2), s/veh 4.1 0.0 0.5 3.8 0.1 5.0 4.2 1.1 10.1 6.9 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 0.9 4.0 0.5 5.6 1.1 4.5 6.2 8.3 2.3 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 42.2 0.0 32.5 37.8 25.3 35.2 42.3 29.3 39.7 36.1 14.5 14.6 LnGrp LOS D C D C D D C D D B B Approach Vol, veh/h 105 523 864 819 Approach Delay, s/veh 37.4 35.5 33.6 25.4 Approach LOS D D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.2 24.2 15.6 15.8 8.1 41.3 8.1 23.3 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 32.6 21.7 17.9 27.0 9.0 45.3 9.1 35.8 Max Q Clear Time (g_c+I1), s 20.1 16.2 11.0 4.1 4.4 7.9 4.4 15.8 Green Ext Time (p_c), s 0.5 2.2 0.2 0.2 0.0 2.6 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 31.3 HCM 7th LOS C Timings Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 155 528 403 164 410 95 864 377 131 73 259 87 Future Volume (vph) 155 528 403 164 410 95 864 377 131 73 259 87 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 34.8 34.8 9.6 34.8 34.8 9.6 31.8 31.8 9.6 31.8 31.8 Total Split (s) 11.4 34.8 34.8 17.8 41.2 41.2 35.0 55.8 55.8 11.6 32.4 32.4 Total Split (%) 9.5% 29.0% 29.0% 14.8% 34.3% 34.3% 29.2% 46.5% 46.5% 9.7% 27.0% 27.0% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 6.8 24.4 24.4 12.9 30.5 30.5 30.6 37.5 37.5 6.9 13.8 13.8 Actuated g/C Ratio 0.07 0.24 0.24 0.13 0.30 0.30 0.30 0.37 0.37 0.07 0.13 0.13 v/c Ratio 1.44 0.68 0.66 0.80 0.42 0.18 1.78 0.32 0.22 0.67 0.59 0.25 Control Delay (s/veh) 272.6 40.3 10.7 71.6 30.4 2.1 385.1 24.8 4.2 76.7 47.8 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 272.6 40.3 10.7 71.6 30.4 2.1 385.1 24.8 4.2 76.7 47.8 1.6 LOS F D B E C A F C A E D A Approach Delay (s/veh) 62.4 36.5 249.8 43.2 Approach LOS E D F D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 102.6 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.78 Intersection Signal Delay (s/veh): 127.7 Intersection LOS: F Intersection Capacity Utilization 97.5% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 14: Citrus Ave. & Summit Ave. <A t Z V I V ft f *i ft f *i f f i**i f f f 01 P 02 Z"03 “F*04 11.6 s 1 55.8 s 117.8 s 1 1 34.8s 1 05 44-06 07 08 35 s 1 32.4 s 41.2 s ll HCM 7th Signalized Intersection Summary Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2027 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 528 403 164 410 95 864 377 131 73 259 87 Future Volume (veh/h) 155 528 403 164 410 95 864 377 131 73 259 87 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 0.99 1.00 1.00 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 168 574 345 178 446 93 939 410 106 79 282 93 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 119 910 400 209 1089 485 532 1299 563 101 440 193 Arrive On Green 0.07 0.26 0.26 0.12 0.31 0.31 0.30 0.37 0.37 0.06 0.12 0.12 Sat Flow, veh/h 1781 3554 1561 1781 3554 1582 1781 3554 1540 1781 3554 1560 Grp Volume(v), veh/h 168 574 345 178 446 93 939 410 106 79 282 93 Grp Sat Flow(s),veh/h/ln 1781 1777 1561 1781 1777 1582 1781 1777 1540 1781 1777 1560 Q Serve(g_s), s 6.8 14.6 21.5 10.0 10.1 4.4 30.4 8.4 4.8 4.5 7.7 5.7 Cycle Q Clear(g_c), s 6.8 14.6 21.5 10.0 10.1 4.4 30.4 8.4 4.8 4.5 7.7 5.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 119 910 400 209 1089 485 532 1299 563 101 440 193 V/C Ratio(X) 1.41 0.63 0.86 0.85 0.41 0.19 1.77 0.32 0.19 0.78 0.64 0.48 Avail Cap(c_a), veh/h 119 1012 445 231 1236 550 532 1745 756 122 928 408 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.5 33.6 36.2 44.1 28.0 26.0 35.7 23.2 22.0 47.4 42.5 41.6 Incr Delay (d2), s/veh 227.7 1.1 14.8 21.7 0.2 0.2 352.1 0.1 0.2 18.7 1.6 1.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.5 6.3 9.7 5.6 4.3 1.7 64.9 3.5 1.7 2.5 3.5 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 275.2 34.7 50.9 65.8 28.2 26.2 387.8 23.3 22.2 66.1 44.0 43.4 LnGrp LOS F C D E C C F C C E D D Approach Vol, veh/h 1087 717 1455 454 Approach Delay, s/veh 77.0 37.3 258.5 47.7 Approach LOS E D F D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.4 43.0 16.5 31.9 35.0 18.4 11.4 37.0 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 7.0 50.0 13.2 29.0 30.4 26.6 6.8 35.4 Max Q Clear Time (g_c+I1), s 6.5 10.4 12.0 23.5 32.4 9.7 8.8 12.1 Green Ext Time (p_c), s 0.0 3.4 0.0 2.5 0.0 1.9 0.0 3.3 Intersection Summary HCM 7th Control Delay, s/veh 136.9 HCM 7th LOS F ft ft +f +f 13804-16 TA Memo 31 Ventana Master Plan APPENDIX 5: OPENING YEAR (2030) WITH PROJECT INTERSECTION ANALYSIS WORKSHEETS Timings Ventana (JN 13804) 3: I-15 SB Ramp & Duncan Canyon Rd. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1 Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 411 579 1172 426 368 13 57 Future Volume (vph) 411 579 1172 426 368 13 57 Turn Type NA Perm Prot NA Perm NA Perm Protected Phases 4 3 8 6 Permitted Phases 4 6 6 Detector Phase 4 4 3 8 6 6 6 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 34.0 34.0 12.0 29.0 13.0 13.0 13.0 Total Split (s) 46.0 46.0 52.0 98.0 22.0 22.0 22.0 Total Split (%) 38.3% 38.3% 43.3% 81.7% 18.3% 18.3% 18.3% Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Max C-Max None C-Max None None None Act Effct Green (s) 42.7 42.7 47.5 94.3 16.7 16.7 16.7 Actuated g/C Ratio 0.36 0.36 0.40 0.79 0.14 0.14 0.14 v/c Ratio 0.36 0.88 0.96 0.17 0.91 0.89 0.23 Control Delay (s/veh) 29.8 36.3 62.7 3.7 90.7 87.5 13.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 29.8 36.3 62.7 3.7 90.7 87.5 13.4 LOS C D E A F F B Approach Delay (s/veh) 33.6 47.0 79.3 Approach LOS C D E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay (s/veh): 47.3 Intersection LOS: D Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 3: I-15 SB Ramp & Duncan Canyon Rd. ++f Vi H *1 4 f [22s Isas I /"03 T*04 (R)f 52 s 1 46 s 1106 4— 08 (R)1 HCM 7th Signalized Intersection Summary Ventana (JN 13804) 3: I-15 SB Ramp & Duncan Canyon Rd. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 411 579 1172 426 0 0 0 0 368 13 57 Future Volume (veh/h) 0 411 579 1172 426 0 0 0 0 368 13 57 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 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 457 575 1302 473 0 419 0 47 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1313 586 1342 2811 0 477 0 212 Arrive On Green 0.00 0.37 0.37 0.65 1.00 0.00 0.13 0.00 0.13 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 457 575 1302 473 0 419 0 47 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 11.2 43.1 42.9 0.0 0.0 13.9 0.0 3.2 Cycle Q Clear(g_c), s 0.0 11.2 43.1 42.9 0.0 0.0 13.9 0.0 3.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1313 586 1342 2811 0 477 0 212 V/C Ratio(X) 0.00 0.35 0.98 0.97 0.17 0.00 0.88 0.00 0.22 Avail Cap(c_a), veh/h 0 1313 586 1382 2811 0 505 0 225 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.56 0.56 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.4 37.4 20.4 0.0 0.0 51.0 0.0 46.4 Incr Delay (d2), s/veh 0.0 0.7 33.0 11.8 0.1 0.0 15.5 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.7 21.1 12.4 0.0 0.0 7.0 0.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 0.0 28.1 70.5 32.3 0.1 0.0 66.5 0.0 46.9 LnGrp LOS C E C A E D Approach Vol, veh/h 1032 1775 466 Approach Delay, s/veh 51.7 23.7 64.5 Approach LOS D C E Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 50.6 48.3 21.1 98.9 Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 Max Green Setting (Gmax), s 48.0 42.0 17.0 94.0 Max Q Clear Time (g_c+I1), s 44.9 45.1 15.9 2.0 Green Ext Time (p_c), s 1.7 0.0 0.2 3.1 Intersection Summary HCM 7th Control Delay, s/veh 38.3 HCM 7th LOS D Notes User approved volume balancing among the lanes for turning movement. Timings Ventana (JN 13804) 5: I-15 NB Ramp & Duncan Canyon Rd. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Configurations Traffic Volume (vph) 108 670 1448 347 2 729 Future Volume (vph) 108 670 1448 347 2 729 Turn Type Prot NA NA Perm NA Perm Protected Phases 7 4 8 2 Permitted Phases 8 2 Detector Phase 7 4 8 8 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 12.0 30.0 36.0 36.0 13.0 13.0 Total Split (s) 25.0 86.0 61.0 61.0 34.0 34.0 Total Split (%) 20.8% 71.7% 50.8% 50.8% 28.3% 28.3% Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max None None Act Effct Green (s) 13.4 87.9 70.5 70.5 23.1 23.1 Actuated g/C Ratio 0.11 0.73 0.59 0.59 0.19 0.19 v/c Ratio 0.61 0.28 0.77 0.36 0.49 0.87 Control Delay (s/veh) 45.5 8.8 23.8 5.2 46.8 29.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 45.5 8.8 23.8 5.2 46.8 29.5 LOS D A C A D C Approach Delay (s/veh) 13.9 20.2 32.5 Approach LOS B C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay (s/veh): 21.9 Intersection LOS: C Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 5: I-15 NB Ramp & Duncan Canyon Rd. <t A 1 ft M f 4 ff 02 —04 (R)f 34 s |86s 1 07 08 (R)f 25 s 61s 1 HCM 7th Signalized Intersection Summary Ventana (JN 13804) 5: I-15 NB Ramp & Duncan Canyon Rd. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 670 0 0 1448 347 150 2 729 0 0 0 Future Volume (veh/h) 108 670 0 0 1448 347 150 2 729 0 0 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 119 736 0 0 1591 381 165 2 724 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 145 2428 0 0 2021 901 426 5 674 Arrive On Green 0.16 1.00 0.00 0.00 0.57 0.57 0.24 0.24 0.24 Sat Flow, veh/h 1781 3647 0 0 3647 1585 1761 21 2790 Grp Volume(v), veh/h 119 736 0 0 1591 381 167 0 724 Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1777 1585 1782 0 1395 Q Serve(g_s), s 7.7 0.0 0.0 0.0 42.0 16.4 9.4 0.0 29.0 Cycle Q Clear(g_c), s 7.7 0.0 0.0 0.0 42.0 16.4 9.4 0.0 29.0 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 145 2428 0 0 2021 901 431 0 674 V/C Ratio(X) 0.82 0.30 0.00 0.00 0.79 0.42 0.39 0.00 1.07 Avail Cap(c_a), veh/h 312 2428 0 0 2021 901 431 0 674 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.00 0.00 0.92 0.92 1.00 0.00 1.00 Uniform Delay (d), s/veh 49.4 0.0 0.0 0.0 20.2 14.7 38.1 0.0 45.5 Incr Delay (d2), s/veh 9.2 0.3 0.0 0.0 2.9 1.3 0.6 0.0 56.2 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 3.5 0.1 0.0 0.0 16.4 5.8 4.1 0.0 14.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 58.7 0.3 0.0 0.0 23.1 16.0 38.6 0.0 101.7 LnGrp LOS E A C B D F Approach Vol, veh/h 855 1972 891 Approach Delay, s/veh 8.4 21.8 89.9 Approach LOS A C F Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 34.0 86.0 13.8 72.2 Change Period (Y+Rc), s 5.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 29.0 82.0 21.0 57.0 Max Q Clear Time (g_c+I1), s 31.0 2.0 9.7 44.0 Green Ext Time (p_c), s 0.0 5.4 0.2 9.3 Intersection Summary HCM 7th Control Delay, s/veh 35.0 HCM 7th LOS D Timings Ventana (JN 13804) 8: Lytle Creek Dr. & Duncan Canyon Rd. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 270 997 106 99 64 2 98 3 113 37 3 233 Future Volume (vph) 270 997 106 99 64 2 98 3 113 37 3 233 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 27.8 27.8 9.6 27.8 27.8 9.6 32.4 32.4 9.6 32.4 32.4 Total Split (s) 23.0 60.0 60.0 13.0 50.0 50.0 13.0 37.0 37.0 10.0 34.0 34.0 Total Split (%) 19.2% 50.0% 50.0% 10.8% 41.7% 41.7% 10.8% 30.8% 30.8% 8.3% 28.3% 28.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.4 4.4 3.6 4.4 4.4 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.4 5.4 4.6 5.4 5.4 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None NoneNone None None None None None None Act Effct Green (s) 24.3 34.4 34.4 7.3 23.1 23.1 7.3 17.0 17.0 5.8 13.4 13.4 Actuated g/C Ratio 0.31 0.44 0.44 0.09 0.30 0.30 0.09 0.22 0.22 0.07 0.17 0.17 v/c Ratio 0.27 0.69 0.15 0.34 0.05 0.00 0.33 0.01 0.27 0.16 0.00 0.53 Control Delay (s/veh) 31.1 22.1 4.0 43.2 20.4 0.0 43.2 31.3 4.9 44.5 33.3 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 31.1 22.1 4.0 43.2 20.4 0.0 43.2 31.3 4.9 44.5 33.3 9.2 LOS C C A D C A D C A D C A Approach Delay (s/veh) 22.5 33.9 22.9 14.2 Approach LOS C C C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 78 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay (s/veh): 22.3 Intersection LOS: C Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Lytle Creek Dr. & Duncan Canyon Rd. SZE MO!11|SOS s£j 80|K 90 S0 size s£i|s 09|S£T £0 20 „*10 J II I III II A t V I V > HCM 7th Signalized Intersection Summary Ventana (JN 13804) 8: Lytle Creek Dr. & Duncan Canyon Rd. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 270 997 106 99 64 2 98 3 113 37 3 233 Future Volume (veh/h) 270 997 106 99 64 2 98 3 113 37 3 233 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 293 1084 115 108 70 2 107 3 123 40 3 253 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 395 1457 650 210 1819 565 209 397 337 131 675 301 Arrive On Green 0.11 0.41 0.41 0.06 0.36 0.36 0.06 0.21 0.21 0.04 0.19 0.19 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 1870 1585 3456 3554 1585 Grp Volume(v), veh/h 293 1084 115 108 70 2 107 3 123 40 3 253 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1870 1585 1728 1777 1585 Q Serve(g_s), s 6.0 18.9 3.4 2.2 0.7 0.1 2.2 0.1 4.8 0.8 0.1 11.3 Cycle Q Clear(g_c), s 6.0 18.9 3.4 2.2 0.7 0.1 2.2 0.1 4.8 0.8 0.1 11.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 395 1457 650 210 1819 565 209 397 337 131 675 301 V/C Ratio(X) 0.74 0.74 0.18 0.51 0.04 0.00 0.51 0.01 0.37 0.30 0.00 0.84 Avail Cap(c_a), veh/h 869 2633 1174 397 3085 958 397 808 685 255 1389 620 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.3 18.3 13.7 33.3 15.4 15.2 33.3 22.7 24.6 34.2 24.0 28.6 Incr Delay (d2), s/veh 1.0 0.8 0.1 0.7 0.0 0.0 0.7 0.0 0.7 0.5 0.0 6.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 6.7 1.1 0.9 0.2 0.0 0.9 0.0 1.7 0.3 0.0 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.4 19.1 13.9 34.0 15.4 15.2 34.0 22.7 25.3 34.7 24.0 34.8 LnGrp LOS C B B C B B C C C C C C Approach Vol, veh/h 1492 180 233 296 Approach Delay, s/veh 21.3 26.6 29.3 34.7 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.0 35.8 9.0 19.3 13.0 31.9 7.4 20.9 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 8.4 54.2 8.4 28.6 18.4 44.2 5.4 31.6 Max Q Clear Time (g_c+I1), s 4.2 20.9 4.2 13.3 8.0 2.7 2.8 6.8 Green Ext Time (p_c), s 0.1 9.0 0.1 0.7 0.4 0.4 0.0 0.4 Intersection Summary HCM 7th Control Delay, s/veh 24.4 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 7th AWSC Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7 Intersection Intersection Delay, s/veh563.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 260 854 31 247 5 1185 121 35 14 142 78 Future Vol, veh/h 36 260 854 31 247 5 1185 121 35 14 142 78 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 38 271 890 32 257 5 1234 126 36 15 148 81 Number of Lanes 1 1 1 1 1 1 1 1 1 1 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay, s/veh371.7 42.7 932.6 24.6 HCM LOS F E F C Lane NBLn1NBLn2NBLn3EBLn1 EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1185 121 35 36 260 854 31 247 5 14 142 78 LT Vol 1185 0 0 36 0 0 31 0 0 14 0 0 Through Vol 0 121 0 0 260 0 0 247 0 0 142 0 RT Vol 0 0 35 0 0 854 0 0 5 0 0 78 Lane Flow Rate 1234 126 36 38 271 890 32 257 5 15 148 81 Geometry Grp 6 6 6 6 6 6 6 6 6 6 6 6 Degree of Util (X) 3.277 0.318 0.085 0.097 0.662 2.008 0.094 0.712 0.013 0.043 0.42 0.216 Departure Headway (Hd) 10.70910.209 9.50912.50212.00211.30214.91814.41813.71815.13114.63113.931 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 358 354 379 288 303 329 242 255 263 238 248 260 Service Time 8.409 7.909 7.20910.202 9.702 9.00212.61812.11811.41812.83112.33111.631 HCM Lane V/C Ratio 3.447 0.356 0.095 0.132 0.894 2.705 0.132 1.008 0.019 0.063 0.597 0.312 HCM Control Delay, s/veh 1053.2 17.6 13.1 16.5 35.4 489.1 19.2 46.2 16.6 18.5 27.5 20.4 HCM Lane LOS F C B C E F C F C C D C HCM 95th-tile Q 99.8 1.3 0.3 0.3 4.4 45.4 0.3 4.8 0 0.1 2 0.8 Timings Ventana (JN 13804) 13: Citrus Ave. & Knox Ave./Casa Grande Ave. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 79 26 313 44 500 90 420 149 286 499 Future Volume (vph) 79 26 313 44 500 90 420 149 286 499 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 32.8 9.6 30.8 30.8 9.6 26.8 26.8 9.6 22.8 Total Split (s) 22.0 40.0 19.0 37.0 37.0 25.0 39.0 39.0 22.0 36.0 Total Split (%) 18.3% 33.3% 15.8% 30.8% 30.8% 20.8% 32.5% 32.5% 18.3% 30.0% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 8.3 12.5 14.9 17.4 17.4 8.9 16.2 16.2 18.0 28.1 Actuated g/C Ratio 0.11 0.16 0.19 0.22 0.22 0.11 0.21 0.21 0.23 0.36 v/c Ratio 0.44 0.21 0.97 0.11 0.72 0.47 0.60 0.35 0.74 0.49 Control Delay (s/veh) 44.1 18.8 80.3 28.6 10.4 44.1 33.0 7.6 44.6 24.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 44.1 18.8 80.3 28.6 10.4 44.1 33.0 7.6 44.6 24.3 LOS D B F C B D C A D C Approach Delay (s/veh) 33.1 36.9 28.8 31.0 Approach LOS C D C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 78.8 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay (s/veh): 32.6 Intersection LOS: C Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 13: Citrus Ave. & Knox Ave./Casa Grande Ave. <t A I H IT* 01 02 Z"03 ”*04 22 s 1 39 s 19 s |40s 1 05 1 06 07 08 25 s |36s |22 s 137 s n HCM 7th Signalized Intersection Summary Ventana (JN 13804) 13: Citrus Ave. & Knox Ave./Casa Grande Ave. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 26 35 313 44 500 90 420 149 286 499 79 Future Volume (veh/h) 79 26 35 313 44 500 90 420 149 286 499 79 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 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 82 27 25 326 46 313 94 438 149 298 520 79 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 106 132 122 346 529 448 122 661 293 340 955 145 Arrive On Green 0.06 0.15 0.15 0.19 0.28 0.28 0.07 0.19 0.19 0.19 0.31 0.31 Sat Flow, veh/h 1781 889 823 1781 1870 1582 1781 3554 1577 1781 3094 468 Grp Volume(v), veh/h 82 0 52 326 46 313 94 438 149 298 298 301 Grp Sat Flow(s),veh/h/ln 1781 0 1712 1781 1870 1582 1781 1777 1577 1781 1777 1785 Q Serve(g_s), s 3.4 0.0 2.0 13.4 1.3 13.1 3.9 8.5 6.3 12.1 10.3 10.4 Cycle Q Clear(g_c), s 3.4 0.0 2.0 13.4 1.3 13.1 3.9 8.5 6.3 12.1 10.3 10.4 Prop In Lane 1.00 0.48 1.00 1.00 1.00 1.00 1.00 0.26 Lane Grp Cap(c), veh/h 106 0 255 346 529 448 122 661 293 340 549 551 V/C Ratio(X) 0.77 0.00 0.20 0.94 0.09 0.70 0.77 0.66 0.51 0.88 0.54 0.55 Avail Cap(c_a), veh/h 418 0 789 346 786 665 490 1589 705 418 723 726 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 34.4 0.0 27.7 29.5 19.6 23.8 34.0 28.1 27.2 29.2 21.3 21.3 Incr Delay (d2), s/veh 4.4 0.0 0.4 33.6 0.1 2.0 3.9 1.1 1.4 14.1 0.8 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.8 8.4 0.5 4.6 1.7 3.4 2.3 6.0 3.9 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 38.8 0.0 28.1 63.1 19.6 25.8 37.9 29.2 28.5 43.2 22.1 22.2 LnGrp LOS D C E B C D C C D C C Approach Vol, veh/h 134 685 681 897 Approach Delay, s/veh 34.7 43.1 30.2 29.2 Approach LOS C D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.8 19.6 19.0 16.8 9.7 28.7 9.0 26.8 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 17.4 33.2 14.4 34.2 20.4 30.2 17.4 31.2 Max Q Clear Time (g_c+I1), s 14.1 10.5 15.4 4.0 5.9 12.4 5.4 15.1 Green Ext Time (p_c), s 0.2 3.1 0.0 0.2 0.1 3.1 0.1 1.1 Intersection Summary HCM 7th Control Delay, s/veh 33.8 HCM 7th LOS C Timings Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 112 170 198 170 280 121 684 287 104 143 317 193 Future Volume (vph) 112 170 198 170 280 121 684 287 104 143 317 193 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 34.8 34.8 9.6 34.8 34.8 9.6 31.8 31.8 9.6 31.8 31.8 Total Split (s) 12.0 35.0 35.0 24.0 47.0 47.0 25.0 46.0 46.0 15.0 36.0 36.0 Total Split (%) 10.0% 29.2% 29.2% 20.0% 39.2% 39.2% 20.8% 38.3% 38.3% 12.5% 30.0% 30.0% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Max Max None Max Max Act Effct Green (s) 7.4 11.1 11.1 13.8 17.5 17.5 20.5 40.3 40.3 10.4 30.3 30.3 Actuated g/C Ratio 0.08 0.12 0.12 0.14 0.18 0.18 0.21 0.42 0.42 0.11 0.31 0.31 v/c Ratio 0.86 0.43 0.57 0.70 0.46 0.31 1.90 0.20 0.15 0.78 0.30 0.32 Control Delay (s/veh) 94.5 44.0 12.7 54.7 37.2 5.5 441.3 19.2 1.8 71.2 26.9 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 94.5 44.0 12.7 54.7 37.2 5.5 441.3 19.2 1.8 71.2 26.9 5.5 LOS F D B D D A F B A E C A Approach Delay (s/veh) 42.9 35.7 286.3 30.3 Approach LOS D D F C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 96.5 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.90 Intersection Signal Delay (s/veh): 132.6 Intersection LOS: F Intersection Capacity Utilization 83.2% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 14: Citrus Ave. & Summit Ave. <A t Z V I V ft f *i ft f *i f f i**i f f i* HCM 7th Signalized Intersection Summary Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2030 With Project -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 170 198 170 280 121 684 287 104 143 317 193 Future Volume (veh/h) 112 170 198 170 280 121 684 287 104 143 317 193 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 0.99 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 177 173 177 292 117 712 299 93 149 330 194 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 135 527 234 211 677 301 373 1489 649 180 1103 492 Arrive On Green 0.08 0.15 0.15 0.12 0.19 0.19 0.21 0.42 0.42 0.10 0.31 0.31 Sat Flow, veh/h 1781 3554 1575 1781 3554 1583 1781 3554 1550 1781 3554 1585 Grp Volume(v), veh/h 117 177 173 177 292 117 712 299 93 149 330 194 Grp Sat Flow(s),veh/h/ln 1781 1777 1575 1781 1777 1583 1781 1777 1550 1781 1777 1585 Q Serve(g_s), s 6.3 4.3 10.2 9.5 7.1 6.3 20.4 5.2 3.6 8.0 6.9 9.4 Cycle Q Clear(g_c), s 6.3 4.3 10.2 9.5 7.1 6.3 20.4 5.2 3.6 8.0 6.9 9.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 135 527 234 211 677 301 373 1489 649 180 1103 492 V/C Ratio(X) 0.86 0.34 0.74 0.84 0.43 0.39 1.91 0.20 0.14 0.83 0.30 0.39 Avail Cap(c_a), veh/h 135 1066 473 355 1504 670 373 1489 649 190 1103 492 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.5 37.2 39.7 42.0 34.8 34.4 38.5 17.9 17.5 42.9 25.5 26.4 Incr Delay (d2), s/veh 38.8 0.4 4.6 3.5 0.4 0.8 418.2 0.3 0.5 22.6 0.7 2.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 1.8 4.1 4.2 3.0 2.4 51.8 2.0 1.3 4.5 2.8 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 83.2 37.5 44.2 45.5 35.2 35.3 456.6 18.2 17.9 65.5 26.2 28.7 LnGrp LOS F D D D D D F B B E C C Approach Vol, veh/h 467 586 1104 673 Approach Delay, s/veh 51.5 38.3 300.9 35.7 Approach LOS D D F D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.4 46.6 16.1 20.2 25.0 36.0 12.0 24.3 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 10.4 40.2 19.4 29.2 20.4 30.2 7.4 41.2 Max Q Clear Time (g_c+I1), s 10.0 7.2 11.5 12.2 22.4 11.4 8.3 9.1 Green Ext Time (p_c), s 0.0 2.1 0.1 1.4 0.0 2.4 0.0 2.1 Intersection Summary HCM 7th Control Delay, s/veh 142.3 HCM 7th LOS F ft ft +f +f Timings Ventana (JN 13804) 3: I-15 SB Ramp & Duncan Canyon Rd. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1 Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 412 232 634 721 321 0 95 Future Volume (vph) 412 232 634 721 321 0 95 Turn Type NA Perm Prot NA Perm NA Perm Protected Phases 4 3 8 6 Permitted Phases 4 6 6 Detector Phase 4 4 3 8 6 6 6 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 34.0 34.0 12.0 29.0 13.0 13.0 13.0 Total Split (s) 59.0 59.0 29.0 88.0 32.0 32.0 32.0 Total Split (%) 49.2% 49.2% 24.2% 73.3% 26.7% 26.7% 26.7% Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Max C-Max None C-Max None None None Act Effct Green (s) 59.2 59.2 29.3 92.5 18.5 18.5 18.5 Actuated g/C Ratio 0.49 0.49 0.24 0.77 0.15 0.15 0.15 v/c Ratio 0.26 0.28 0.84 0.29 0.69 0.69 0.32 Control Delay (s/veh) 19.0 3.1 45.7 6.8 60.9 61.1 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 19.0 3.1 45.7 6.8 60.9 61.1 10.1 LOS B A D A E E B Approach Delay (s/veh) 13.3 25.0 49.4 Approach LOS B C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay (s/veh): 26.1 Intersection LOS: C Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: I-15 SB Ramp & Duncan Canyon Rd. ++f Vi H *1 4 f /"03 T*04 (R)f 29 s 1 59 s 1106 <— 08 (R)1 88 s 1 HCM 7th Signalized Intersection Summary Ventana (JN 13804) 3: I-15 SB Ramp & Duncan Canyon Rd. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 412 232 634 721 0 0 0 0 321 0 95 Future Volume (veh/h) 0 412 232 634 721 0 0 0 0 321 0 95 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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 458 241 704 801 0 357 0 80 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1984 885 720 2843 0 446 0 195 Arrive On Green 0.00 0.56 0.56 0.42 1.00 0.00 0.13 0.00 0.13 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1563 Grp Volume(v), veh/h 0 458 241 704 801 0 357 0 80 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1563 Q Serve(g_s), s 0.0 7.8 9.5 24.1 0.0 0.0 11.7 0.0 5.7 Cycle Q Clear(g_c), s 0.0 7.8 9.5 24.1 0.0 0.0 11.7 0.0 5.7 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1984 885 720 2843 0 446 0 195 V/C Ratio(X) 0.00 0.23 0.27 0.98 0.28 0.00 0.80 0.00 0.41 Avail Cap(c_a), veh/h 0 1984 885 720 2843 0 802 0 352 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.63 0.63 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 13.4 13.8 34.7 0.0 0.0 51.0 0.0 48.4 Incr Delay (d2), s/veh 0.0 0.3 0.8 21.4 0.2 0.0 3.4 0.0 1.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.2 3.6 10.3 0.1 0.0 5.4 0.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 0.0 13.7 14.6 56.1 0.2 0.0 54.4 0.0 49.8 LnGrp LOS B B E A D D Approach Vol, veh/h 699 1505 437 Approach Delay, s/veh 14.0 26.3 53.6 Approach LOS B C D Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 29.0 71.0 20.0 100.0 Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 Max Green Setting (Gmax), s 25.0 55.0 27.0 84.0 Max Q Clear Time (g_c+I1), s 26.1 11.5 13.7 2.0 Green Ext Time (p_c), s 0.0 4.4 1.3 7.0 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. Timings Ventana (JN 13804) 5: I-15 NB Ramp & Duncan Canyon Rd. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Configurations Traffic Volume (vph) 126 606 985 293 14 978 Future Volume (vph) 126 606 985 293 14 978 Turn Type Prot NA NA Perm NA Perm Protected Phases 7 4 8 2 Permitted Phases 8 2 Detector Phase 7 4 8 8 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 12.0 30.0 36.0 36.0 13.0 13.0 Total Split (s) 19.0 70.0 51.0 51.0 50.0 50.0 Total Split (%) 15.8% 58.3% 42.5% 42.5% 41.7% 41.7% Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max None None Act Effct Green (s) 13.2 68.7 51.5 51.5 42.3 42.3 Actuated g/C Ratio 0.11 0.57 0.43 0.43 0.35 0.35 v/c Ratio 0.71 0.33 0.71 0.38 0.67 0.88 Control Delay (s/veh) 71.8 16.1 32.5 4.6 38.7 32.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 71.8 16.1 32.5 4.6 38.7 32.1 LOS E B C A D C Approach Delay (s/veh) 25.7 26.1 33.9 Approach LOS C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay (s/veh): 29.2 Intersection LOS: C Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: I-15 NB Ramp & Duncan Canyon Rd. <t A 1 ft M f 4 ff *V 02 —04 (R)f 50 s 70s 07 08 (R)f 19 s Ml 51 s | HCM 7th Signalized Intersection Summary Ventana (JN 13804) 5: I-15 NB Ramp & Duncan Canyon Rd. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 126 606 0 0 985 293 370 14 978 0 0 0 Future Volume (veh/h) 126 606 0 0 985 293 370 14 978 0 0 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 0.98 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 138 666 0 0 1082 310 407 15 1067 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 163 1955 0 0 1511 674 645 24 1024 Arrive On Green 0.18 1.00 0.00 0.00 0.43 0.43 0.38 0.38 0.38 Sat Flow, veh/h 1781 3647 0 0 3647 1585 1721 63 2731 Grp Volume(v), veh/h 138 666 0 0 1082 310 422 0 1067 Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1777 1585 1784 0 1366 Q Serve(g_s), s 9.0 0.0 0.0 0.0 30.2 16.8 23.2 0.0 45.0 Cycle Q Clear(g_c), s 9.0 0.0 0.0 0.0 30.2 16.8 23.2 0.0 45.0 Prop In Lane 1.00 0.00 0.00 1.00 0.96 1.00 Lane Grp Cap(c), veh/h 163 1955 0 0 1511 674 669 0 1024 V/C Ratio(X) 0.85 0.34 0.00 0.00 0.72 0.46 0.63 0.00 1.04 Avail Cap(c_a), veh/h 223 1955 0 0 1511 674 669 0 1024 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.00 0.00 0.87 0.87 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.2 0.0 0.0 0.0 28.5 24.7 30.7 0.0 37.5 Incr Delay (d2), s/veh 18.1 0.4 0.0 0.0 2.6 2.0 1.9 0.0 39.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.1 0.0 0.0 13.2 6.6 10.3 0.0 20.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 66.2 0.4 0.0 0.0 31.1 26.6 32.6 0.0 77.1 LnGrp LOS E A C C C F Approach Vol, veh/h 804 1392 1489 Approach Delay, s/veh 11.7 30.1 64.5 Approach LOS B C E Timer - Assigned Phs 2 4 7 8 Phs Duration (G+Y+Rc), s 50.0 70.0 15.0 55.0 Change Period (Y+Rc), s 5.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 45.0 66.0 15.0 47.0 Max Q Clear Time (g_c+I1), s 47.0 2.0 11.0 32.2 Green Ext Time (p_c), s 0.0 5.5 0.1 7.8 Intersection Summary HCM 7th Control Delay, s/veh 40.0 HCM 7th LOS D Timings Ventana (JN 13804) 8: Lytle Creek Dr. & Duncan Canyon Rd. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 202 1201 156 118 974 13 168 3 102 22 4 136 Future Volume (vph) 202 1201 156 118 974 13 168 3 102 22 4 136 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 27.4 27.4 9.6 23.4 23.4 9.6 32.8 32.8 9.6 32.8 32.8 Total Split (s) 17.7 60.2 60.2 12.0 54.5 54.5 15.0 38.2 38.2 9.6 32.8 32.8 Total Split (%) 14.8% 50.2% 50.2% 10.0% 45.4% 45.4% 12.5% 31.8% 31.8% 8.0% 27.3% 27.3% Yellow Time (s) 3.6 4.4 4.4 3.6 4.4 4.4 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.4 5.4 4.6 5.4 5.4 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None None Act Effct Green (s) 10.4 42.0 42.0 7.1 38.7 38.7 9.1 20.5 20.5 5.1 12.9 12.9 Actuated g/C Ratio 0.11 0.46 0.46 0.08 0.42 0.42 0.10 0.22 0.22 0.06 0.14 0.14 v/c Ratio 0.57 0.81 0.21 0.49 0.50 0.02 0.54 0.01 0.24 0.13 0.01 0.39 Control Delay (s/veh) 47.4 26.7 4.4 51.4 21.0 0.1 49.0 32.0 3.5 49.5 36.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 47.4 26.7 4.4 51.4 21.0 0.1 49.0 32.0 3.5 49.5 36.8 5.2 LOS D C A D C A D C A D D A Approach Delay (s/veh) 27.2 24.0 31.8 12.0 Approach LOS C C C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 92 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay (s/veh): 25.7 Intersection LOS: C Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 8: Lytle Creek Dr. & Duncan Canyon Rd. <A t Z V I V n +t f ’rt m r a +r a w r f 01 T*02 03 04 12 s 1 60.2 s 115 s 1 32.8 s 1 05 06 0[1*08 17.7 s 1 54.5 s 19.6s |3£2s | HCM 7th Signalized Intersection Summary Ventana (JN 13804) 8: Lytle Creek Dr. & Duncan Canyon Rd. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 202 1201 156 118 974 13 168 3 102 22 4 136 Future Volume (veh/h) 202 1201 156 118 974 13 168 3 102 22 4 136 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 220 1305 99 128 1059 14 183 3 111 24 4 148 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 309 1685 752 209 2273 706 268 329 278 90 442 197 Arrive On Green 0.09 0.47 0.47 0.06 0.45 0.45 0.08 0.18 0.18 0.03 0.12 0.12 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 1870 1585 3456 3554 1585 Grp Volume(v), veh/h 220 1305 99 128 1059 14 183 3 111 24 4 148 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1870 1585 1728 1777 1585 Q Serve(g_s), s 4.8 23.6 2.7 2.8 11.2 0.4 4.0 0.1 4.8 0.5 0.1 7.0 Cycle Q Clear(g_c), s 4.8 23.6 2.7 2.8 11.2 0.4 4.0 0.1 4.8 0.5 0.1 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 309 1685 752 209 2273 706 268 329 278 90 442 197 V/C Ratio(X) 0.71 0.77 0.13 0.61 0.47 0.02 0.68 0.01 0.40 0.27 0.01 0.75 Avail Cap(c_a), veh/h 585 2516 1122 330 3239 1005 464 783 663 223 1240 553 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 16.9 11.4 35.5 15.0 12.0 34.8 26.3 28.3 37.0 29.7 32.7 Incr Delay (d2), s/veh 1.1 0.9 0.1 1.1 0.1 0.0 1.2 0.0 0.9 0.6 0.0 5.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 8.2 0.9 1.1 3.8 0.1 1.6 0.0 1.8 0.2 0.0 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.4 17.8 11.5 36.6 15.2 12.0 35.9 26.4 29.2 37.6 29.7 38.4 LnGrp LOS D B B D B B D C C D C D Approach Vol, veh/h 1624 1201 297 176 Approach Delay, s/veh 19.8 17.4 33.3 38.1 Approach LOS B B C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 42.1 10.6 15.4 11.5 39.9 6.6 19.4 Change Period (Y+Rc), s 4.6 5.4 4.6 5.8 4.6 5.4 4.6 5.8 Max Green Setting (Gmax), s 7.4 54.8 10.4 27.0 13.1 49.1 5.0 32.4 Max Q Clear Time (g_c+I1), s 4.8 25.6 6.0 9.0 6.8 13.2 2.5 6.8 Green Ext Time (p_c), s 0.0 11.1 0.1 0.4 0.2 8.2 0.0 0.3 Intersection Summary HCM 7th Control Delay, s/veh 21.1 HCM 7th LOS C HCM 7th AWSC Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7 Intersection Intersection Delay, s/veh415.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 86 246 987 20 171 16 919 111 23 9 84 59 Future Vol, veh/h 86 246 987 20 171 16 919 111 23 9 84 59 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 90 256 1028 21 178 17 957 116 24 9 88 61 Number of Lanes 1 1 1 1 1 1 1 1 1 1 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay, s/veh403 24.7 566.1 18.6 HCM LOS F C F C Lane NBLn1NBLn2NBLn3EBLn1 EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 919 111 23 86 246 987 20 171 16 9 84 59 LT Vol 919 0 0 86 0 0 20 0 0 9 0 0 Through Vol 0 111 0 0 246 0 0 171 0 0 84 0 RT Vol 0 0 23 0 0 987 0 0 16 0 0 59 Lane Flow Rate 957 116 24 90 256 1028 21 178 17 9 88 61 Geometry Grp 6 6 6 6 6 6 6 6 6 6 6 6 Degree of Util (X) 2.37 0.271 0.052 0.213 0.576 2.114 0.058 0.473 0.041 0.027 0.239 0.156 Departure Headway (Hd) 10.146 9.646 8.94610.61610.116 9.41613.33212.83212.13213.52813.02812.328 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 373 375 403 340 359 401 270 283 297 266 277 293 Service Time 7.846 7.346 6.646 8.316 7.816 7.11611.03210.532 9.83211.22810.72810.028 HCM Lane V/C Ratio 2.566 0.309 0.06 0.265 0.713 2.564 0.078 0.629 0.057 0.034 0.318 0.208 HCM Control Delay, s/veh 646.4 15.9 12.1 16.2 25.7 530.7 16.9 26.5 15.4 16.6 19.8 17.3 HCM Lane LOS F C B C D F C D C C C C HCM 95th-tile Q 65.6 1.1 0.2 0.8 3.4 58.4 0.2 2.4 0.1 0.1 0.9 0.5 Timings Ventana (JN 13804) 13: Citrus Ave. & Knox Ave./Casa Grande Ave. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 53 40 236 37 349 54 611 346 497 424 Future Volume (vph) 53 40 236 37 349 54 611 346 497 424 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 32.8 9.6 30.8 30.8 9.6 26.8 26.8 9.6 22.8 Total Split (s) 13.9 32.8 21.3 40.2 40.2 13.6 27.4 27.4 38.5 52.3 Total Split (%) 11.6% 27.3% 17.8% 33.5% 33.5% 11.3% 22.8% 22.8% 32.1% 43.6% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 7.4 10.2 16.8 18.2 18.2 7.3 21.7 21.7 34.1 50.6 Actuated g/C Ratio 0.07 0.10 0.17 0.18 0.18 0.07 0.22 0.22 0.34 0.51 v/c Ratio 0.42 0.28 0.82 0.11 0.62 0.43 0.82 0.59 0.85 0.28 Control Delay (s/veh) 55.4 39.0 64.4 36.7 9.3 56.0 48.3 9.4 46.8 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 55.4 39.0 64.4 36.7 9.3 56.0 48.3 9.4 46.8 16.2 LOS E D E D A E D A D B Approach Delay (s/veh) 47.2 31.8 35.4 31.7 Approach LOS D C D C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 100 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay (s/veh): 33.7 Intersection LOS: C Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 13: Citrus Ave. & Knox Ave./Casa Grande Ave. <t A I it i t r itt f i +t» 01 02 f 03 04 38.5 s 27.4 s 1 21.3 s 32.8 s 1 05 1 06 07 08 52.3 s |13.9s 140.2 s HCM 7th Signalized Intersection Summary Ventana (JN 13804) 13: Citrus Ave. & Knox Ave./Casa Grande Ave. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 53 40 14 236 37 349 54 611 346 497 424 61 Future Volume (veh/h) 53 40 14 236 37 349 54 611 346 497 424 61 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 55 41 14 243 38 180 56 630 187 512 437 63 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 72 142 49 277 414 351 73 744 332 546 1482 212 Arrive On Green 0.04 0.11 0.11 0.16 0.22 0.22 0.04 0.21 0.21 0.31 0.48 0.48 Sat Flow, veh/h 1781 1333 455 1781 1870 1585 1781 3554 1585 1781 3120 447 Grp Volume(v), veh/h 55 0 55 243 38 180 56 630 187 512 248 252 Grp Sat Flow(s),veh/h/ln 1781 0 1788 1781 1870 1585 1781 1777 1585 1781 1777 1790 Q Serve(g_s), s 2.9 0.0 2.7 12.5 1.5 9.3 2.9 16.0 9.9 26.2 8.0 8.1 Cycle Q Clear(g_c), s 2.9 0.0 2.7 12.5 1.5 9.3 2.9 16.0 9.9 26.2 8.0 8.1 Prop In Lane 1.00 0.25 1.00 1.00 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 72 0 191 277 414 351 73 744 332 546 844 850 V/C Ratio(X) 0.76 0.00 0.29 0.88 0.09 0.51 0.77 0.85 0.56 0.94 0.29 0.30 Avail Cap(c_a), veh/h 177 0 515 317 686 582 171 819 365 644 882 888 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 44.5 0.0 38.6 38.7 29.0 32.0 44.5 35.6 33.2 31.6 15.0 15.0 Incr Delay (d2), s/veh 6.0 0.0 0.8 19.6 0.1 1.2 6.2 7.6 1.6 18.6 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 1.2 6.9 0.7 3.6 1.4 7.6 3.9 13.7 3.2 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.5 0.0 39.4 58.3 29.1 33.2 50.7 43.2 34.8 50.2 15.2 15.2 LnGrp LOS D D E C C D D C D B B Approach Vol, veh/h 110 461 873 1012 Approach Delay, s/veh 45.0 46.1 41.9 32.9 Approach LOS D D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 33.3 25.4 19.2 15.8 8.4 50.3 8.4 26.6 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 33.9 21.6 16.7 27.0 9.0 46.5 9.3 34.4 Max Q Clear Time (g_c+I1), s 28.2 18.0 14.5 4.7 4.9 10.1 4.9 11.3 Green Ext Time (p_c), s 0.5 1.7 0.1 0.2 0.0 3.3 0.0 0.8 Intersection Summary HCM 7th Control Delay, s/veh 39.1 HCM 7th LOS D Timings Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 191 558 440 176 433 126 1002 429 140 99 298 112 Future Volume (vph) 191 558 440 176 433 126 1002 429 140 99 298 112 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 34.8 34.8 9.6 34.8 34.8 9.6 31.8 31.8 9.6 31.8 31.8 Total Split (s) 11.4 34.8 34.8 17.8 41.2 41.2 35.0 55.8 55.8 11.6 32.4 32.4 Total Split (%) 9.5% 29.0% 29.0% 14.8% 34.3% 34.3% 29.2% 46.5% 46.5% 9.7% 27.0% 27.0% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 6.8 25.4 25.4 13.3 31.8 31.8 30.6 39.0 39.0 7.0 15.5 15.5 Actuated g/C Ratio 0.06 0.24 0.24 0.13 0.30 0.30 0.29 0.37 0.37 0.07 0.15 0.15 v/c Ratio 1.82 0.71 0.70 0.86 0.44 0.24 2.13 0.36 0.23 0.92 0.63 0.31 Control Delay (s/veh) 433.0 42.3 13.0 80.6 31.5 4.8 536.8 25.4 4.6 115.7 48.3 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 433.0 42.3 13.0 80.6 31.5 4.8 536.8 25.4 4.6 115.7 48.3 2.6 LOS F D B F C A F C A F D A Approach Delay (s/veh) 94.3 38.6 349.8 51.4 Approach LOS F D F D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 105.6 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.13 Intersection Signal Delay (s/veh): 178.8 Intersection LOS: F Intersection Capacity Utilization 106.6% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 14: Citrus Ave. & Summit Ave. <A t Z V I V ft f *i ft f *i f f i**i f f f 01 P 02 Z"03 “F*04 11.6 s 1 55.8 s 117.8 s 1 1 34.8s 1 05 44-06 07 08 35 s 1 32.4 s 41.2 s ll HCM 7th Signalized Intersection Summary Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2030 With Project -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 191 558 440 176 433 126 1002 429 140 99 298 112 Future Volume (veh/h) 191 558 440 176 433 126 1002 429 140 99 298 112 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 0.99 1.00 1.00 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 208 607 385 191 471 127 1089 466 116 108 324 120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 113 944 415 219 1156 515 504 1252 542 116 478 210 Arrive On Green 0.06 0.27 0.27 0.12 0.33 0.33 0.28 0.35 0.35 0.07 0.13 0.13 Sat Flow, veh/h 1781 3554 1562 1781 3554 1582 1781 3554 1539 1781 3554 1561 Grp Volume(v), veh/h 208 607 385 191 471 127 1089 466 116 108 324 120 Grp Sat Flow(s),veh/h/ln 1781 1777 1562 1781 1777 1582 1781 1777 1539 1781 1777 1561 Q Serve(g_s), s 6.8 16.2 25.8 11.3 11.1 6.3 30.4 10.5 5.7 6.5 9.3 7.7 Cycle Q Clear(g_c), s 6.8 16.2 25.8 11.3 11.1 6.3 30.4 10.5 5.7 6.5 9.3 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 113 944 415 219 1156 515 504 1252 542 116 478 210 V/C Ratio(X) 1.84 0.64 0.93 0.87 0.41 0.25 2.16 0.37 0.21 0.93 0.68 0.57 Avail Cap(c_a), veh/h 113 960 422 219 1172 522 504 1655 717 116 881 387 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.3 34.9 38.4 46.2 28.2 26.6 38.5 25.9 24.3 49.9 44.2 43.6 Incr Delay (d2), s/veh 411.6 1.4 26.6 28.6 0.2 0.2 527.9 0.2 0.2 61.0 1.7 2.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.9 7.2 12.8 6.7 4.7 2.4 87.0 4.4 2.1 4.8 4.2 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 461.9 36.3 65.0 74.8 28.4 26.8 566.4 26.1 24.5 110.9 45.9 46.0 LnGrp LOS F D E E C C F C C F D D Approach Vol, veh/h 1200 789 1671 552 Approach Delay, s/veh 119.3 39.4 378.1 58.7 Approach LOS F D F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.6 43.6 17.8 34.3 35.0 20.2 11.4 40.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 7.0 50.0 13.2 29.0 30.4 26.6 6.8 35.4 Max Q Clear Time (g_c+I1), s 8.5 12.5 13.3 27.8 32.4 11.3 8.8 13.1 Green Ext Time (p_c), s 0.0 3.9 0.0 0.7 0.0 2.2 0.0 3.6 Intersection Summary HCM 7th Control Delay, s/veh 199.1 HCM 7th LOS F ft ft +f +f 13804-16 TA Memo 32 Ventana Master Plan APPENDIX 6: HORIZON YEAR WITH PROJECT INTERSECTION ANALYSIS WORKSHEETS Timings Ventana PA3 & PA4 (JN 13804) 8: John Previti Av. & Duncan Canyon Rd. 03/30/2026 Horizon Year With Project -AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 227 1104 129 56 1548 35 180 56 42 102 50 86 Future Volume (vph) 227 1104 129 56 1548 35 180 56 42 102 50 86 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 33.2 33.2 9.6 28.2 28.2 9.6 37.2 37.2 9.6 37.2 37.2 Total Split (s) 16.0 59.1 59.1 9.6 52.7 52.7 14.1 38.5 38.5 12.8 37.2 37.2 Total Split (%) 13.3% 49.3% 49.3% 8.0% 43.9% 43.9% 11.8% 32.1% 32.1% 10.7% 31.0% 31.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 4.2 4.2 3.6 4.2 4.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 5.2 5.2 4.6 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None None Act Effct Green (s) 10.7 48.4 48.4 5.4 39.9 39.9 9.1 15.3 15.3 7.3 14.0 14.0 Actuated g/C Ratio 0.12 0.53 0.53 0.06 0.44 0.44 0.10 0.17 0.17 0.08 0.15 0.15 v/c Ratio 0.61 0.64 0.15 0.30 0.75 0.05 0.57 0.19 0.12 0.40 0.10 0.25 Control Delay (s/veh) 49.4 20.0 4.1 52.4 25.5 0.1 50.9 37.3 0.6 50.3 36.8 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 49.4 20.0 4.1 52.4 25.5 0.1 50.9 37.3 0.6 50.3 36.8 2.0 LOS D B A D C A D D A D D A Approach Delay (s/veh) 23.2 25.9 40.5 30.1 Approach LOS C C D C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 90.7 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay (s/veh): 26.2 Intersection LOS: C Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 8: John Previti Av. & Duncan Canyon Rd. <A t Z V I V n +t f ’rt m r a +r a w r 0L^*02 03 i 04 9.6 s I59.1s 14.1 s 37.2 s | 05 06 1 08 .16s 52.7 s ^8s [38^| HCM 7th Signalized Intersection Summary Ventana PA3 & PA4 (JN 13804) 8: John Previti Av. & Duncan Canyon Rd. 03/30/2026 Horizon Year With Project -AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 227 1104 129 56 1548 35 180 56 42 102 50 86 Future Volume (veh/h) 227 1104 129 56 1548 35 180 56 42 102 50 86 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 247 1200 140 61 1683 38 196 61 46 111 54 93 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 332 1771 790 160 2290 711 278 267 227 197 425 189 Arrive On Green 0.10 0.50 0.50 0.05 0.45 0.45 0.08 0.14 0.14 0.06 0.12 0.12 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 1870 1585 3456 3554 1585 Grp Volume(v), veh/h 247 1200 140 61 1683 38 196 61 46 111 54 93 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1870 1585 1728 1777 1585 Q Serve(g_s), s 5.6 20.6 3.9 1.4 21.8 1.1 4.5 2.3 2.1 2.5 1.1 4.4 Cycle Q Clear(g_c), s 5.6 20.6 3.9 1.4 21.8 1.1 4.5 2.3 2.1 2.5 1.1 4.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 332 1771 790 160 2290 711 278 267 227 197 425 189 V/C Ratio(X) 0.74 0.68 0.18 0.38 0.73 0.05 0.71 0.23 0.20 0.56 0.13 0.49 Avail Cap(c_a), veh/h 489 2333 1041 214 2947 915 407 773 655 352 1411 629 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.5 15.3 11.1 37.3 18.3 12.6 36.1 30.6 30.5 37.0 31.7 33.2 Incr Delay (d2), s/veh 1.4 0.5 0.1 0.6 0.7 0.0 1.2 0.4 0.4 0.9 0.1 2.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 6.9 1.3 0.6 7.3 0.4 1.9 1.0 0.8 1.1 0.5 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 36.9 15.8 11.2 37.9 19.0 12.6 37.4 31.0 30.9 38.0 31.9 35.1 LnGrp LOS D B B D B B D C C D C D Approach Vol, veh/h 1587 1782 303 258 Approach Delay, s/veh 18.7 19.5 35.1 35.7 Approach LOS B B D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 46.3 11.1 14.8 12.3 42.3 9.2 16.7 Change Period (Y+Rc), s 4.6 6.2 4.6 5.2 4.6 6.2 4.6 5.2 Max Green Setting (Gmax), s 5.0 52.9 9.5 32.0 11.4 46.5 8.2 33.3 Max Q Clear Time (g_c+I1), s 3.4 22.6 6.5 6.4 7.6 23.8 4.5 4.3 Green Ext Time (p_c), s 0.0 9.9 0.1 0.6 0.2 12.3 0.1 0.4 Intersection Summary HCM 7th Control Delay, s/veh 21.4 HCM 7th LOS C HCM 7th TWSC Ventana PA3 & PA4 (JN 13804) 21: John Previti Av. & Driveway 2 03/30/2026 Horizon Year With Project -AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 3 Intersection Int Delay, s/veh 7.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 149 1 99 21 15 27 165 102 7 7 112 116 Future Vol, veh/h 149 1 99 21 15 27 165 102 7 7 112 116 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 - - None - - None - - None - - None Storage Length 0 - - - - - 250 - - 250 - - Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 162 1 108 23 16 29 179 111 8 8 122 126 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 622 677 124 550 736 59 248 0 0 118 0 0 Stage 1 200 200 - 473 473 - - - - - - - Stage 2 422 477 - 77 263 - - - - - - - Critical Hdwy 6.5 6.54 6.94 6.5 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 444 373 904 490 345 994 1315 - - 1467 - - Stage 1 783 735 - 541 556 - - - - - - - Stage 2 580 554 - 924 689 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 357 320 904 370 296 994 1315 - - 1467 - - Mov Cap-2 Maneuver 434 434 - 435 405 - - - - - - - Stage 1 779 731 - 467 481 - - - - - - - Stage 2 469 479 - 808 686 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 14.72 12.32 4.92 0.22 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1315 - - 434 894 560 1467 - - HCM Lane V/C Ratio 0.136 - - 0.374 0.122 0.122 0.005 - - HCM Ctrl Dly (s/v) 8.2 - - 18.2 9.6 12.3 7.5 - - HCM Lane LOS A - - C A B A - - HCM 95th %tile Q(veh) 0.5 - - 1.7 0.4 0.4 0 - - *i 1*4**i +1**i +1* HCM 7th TWSC Ventana PA3 & PA4 (JN 13804) 22: John Previti Av. & Driveway 3 03/30/2026 Horizon Year With Project -AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 4 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 16 0 236 209 20 Future Vol, veh/h 0 16 0 236 209 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 17 0 257 227 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 124 - 0 - 0 Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 903 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 903 - - - - Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach EB NB SB HCM Ctrl Dly, s/v 9.07 0 0 HCM LOS A Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h) - 903 - - HCM Lane V/C Ratio - 0.019 - - HCM Ctrl Dly (s/v) - 9.1 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - 0.1 - - i*ff t1* HCM 7th TWSC Ventana PA3 & PA4 (JN 13804) 23: John Previti Av. & Driveway 4 03/30/2026 Horizon Year With Project -AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 5 Intersection Int Delay, s/veh 2.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 176 205 24 98 27 Future Vol, veh/h 8 176 205 24 98 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 191 223 26 107 29 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 249 0 - 0 349 124 Stage 1 - - - - 236 - Stage 2 - - - - 113 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 1314 - - - 622 903 Stage 1 - - - - 781 - Stage 2 - - - - 899 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1314 - - - 618 903 Mov Cap-2 Maneuver - - - - 656 - Stage 1 - - - - 776 - Stage 2 - - - - 899 - Approach EB WB SB HCM Ctrl Dly, s/v 0.34 0 11.41 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1314 - - - 698 HCM Lane V/C Ratio 0.007 - - - 0.195 HCM Ctrl Dly (s/v) 7.8 - - - 11.4 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.7 y HCM 7th TWSC Ventana PA3 & PA4 (JN 13804) 24: John Previti Av. & Driveway 5 03/30/2026 Horizon Year With Project -AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 6 Intersection Int Delay, s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 170 229 3 14 18 Future Vol, veh/h 5 170 229 3 14 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 185 249 3 15 20 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 252 0 - 0 354 126 Stage 1 - - - - 251 - Stage 2 - - - - 103 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 1310 - - - 618 901 Stage 1 - - - - 768 - Stage 2 - - - - 909 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1310 - - - 615 901 Mov Cap-2 Maneuver - - - - 652 - Stage 1 - - - - 765 - Stage 2 - - - - 909 - Approach EB WB SB HCM Ctrl Dly, s/v 0.22 0 9.88 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1310 - - - 772 HCM Lane V/C Ratio 0.004 - - - 0.045 HCM Ctrl Dly (s/v) 7.8 - - - 9.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 y Timings Ventana PA3 & PA4 (JN 13804) 8: John Previti Av. & Duncan Canyon Rd. 03/30/2026 Horizon Year With Project -PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 169 1113 169 92 1529 26 246 43 66 60 40 50 Future Volume (vph) 169 1113 169 92 1529 26 246 43 66 60 40 50 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 33.2 33.2 9.6 28.2 28.2 9.6 37.2 37.2 9.6 37.2 37.2 Total Split (s) 14.0 55.6 55.6 10.2 51.8 51.8 17.0 44.0 44.0 10.2 37.2 37.2 Total Split (%) 11.7% 46.3% 46.3% 8.5% 43.2% 43.2% 14.2% 36.7% 36.7% 8.5% 31.0% 31.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 4.2 4.2 3.6 4.2 4.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 5.2 5.2 4.6 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None None Act Effct Green (s) 8.9 45.9 45.9 5.9 39.5 39.5 11.3 18.7 18.7 5.8 14.0 14.0 Actuated g/C Ratio 0.10 0.51 0.51 0.06 0.44 0.44 0.12 0.21 0.21 0.06 0.15 0.15 v/c Ratio 0.55 0.68 0.21 0.45 0.75 0.04 0.63 0.12 0.17 0.30 0.08 0.14 Control Delay (s/veh) 50.7 22.8 4.8 54.8 25.8 0.1 48.9 32.3 2.4 51.6 36.6 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 50.7 22.8 4.8 54.8 25.8 0.1 48.9 32.3 2.4 51.6 36.6 0.8 LOS D C A D C A D C A D D A Approach Delay (s/veh) 24.0 27.0 38.2 30.7 Approach LOS C C D C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 90.8 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay (s/veh): 27.0 Intersection LOS: C Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 8: John Previti Av. & Duncan Canyon Rd. <A t Z V I V n +t f ’rt ttt r a +r a w r f 01 T4 02 03 I 04 10.2 s 55.6 s 17s 37.2 s 05 06 07 08 14s 51.8 s 44s | HCM 7th Signalized Intersection Summary Ventana PA3 & PA4 (JN 13804) 8: John Previti Av. & Duncan Canyon Rd. 03/30/2026 Horizon Year With Project -PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 1113 169 92 1529 26 246 43 66 60 40 50 Future Volume (veh/h) 169 1113 169 92 1529 26 246 43 66 60 40 50 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 184 1210 184 100 1662 28 267 47 72 65 43 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 266 1659 740 195 2277 707 356 312 264 167 398 177 Arrive On Green 0.08 0.47 0.47 0.06 0.45 0.45 0.10 0.17 0.17 0.05 0.11 0.11 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 1870 1585 3456 3554 1585 Grp Volume(v), veh/h 184 1210 184 100 1662 28 267 47 72 65 43 54 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1870 1585 1728 1777 1585 Q Serve(g_s), s 4.1 21.6 5.5 2.2 21.0 0.8 5.9 1.7 3.1 1.4 0.9 2.5 Cycle Q Clear(g_c), s 4.1 21.6 5.5 2.2 21.0 0.8 5.9 1.7 3.1 1.4 0.9 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 266 1659 740 195 2277 707 356 312 264 167 398 177 V/C Ratio(X) 0.69 0.73 0.25 0.51 0.73 0.04 0.75 0.15 0.27 0.39 0.11 0.30 Avail Cap(c_a), veh/h 413 2233 996 246 2961 919 545 923 782 246 1446 645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.4 17.0 12.6 36.0 17.9 12.3 34.3 28.0 28.6 36.3 31.4 32.1 Incr Delay (d2), s/veh 1.2 0.8 0.2 0.8 0.7 0.0 1.2 0.2 0.6 0.6 0.1 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 7.4 1.8 0.9 7.0 0.3 2.4 0.7 1.2 0.6 0.4 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 36.6 17.8 12.8 36.8 18.6 12.3 35.5 28.2 29.2 36.9 31.5 33.1 LnGrp LOS D B B D B B D C C D C C Approach Vol, veh/h 1578 1790 386 162 Approach Delay, s/veh 19.4 19.5 33.4 34.2 Approach LOS B B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.0 42.9 12.7 14.0 10.7 41.3 8.4 18.3 Change Period (Y+Rc), s 4.6 6.2 4.6 5.2 4.6 6.2 4.6 5.2 Max Green Setting (Gmax), s 5.6 49.4 12.4 32.0 9.4 45.6 5.6 38.8 Max Q Clear Time (g_c+I1), s 4.2 23.6 7.9 4.5 6.1 23.0 3.4 5.1 Green Ext Time (p_c), s 0.0 9.6 0.2 0.4 0.1 12.1 0.0 0.5 Intersection Summary HCM 7th Control Delay, s/veh 21.4 HCM 7th LOS C HCM 7th TWSC Ventana PA3 & PA4 (JN 13804) 21: John Previti Av. & Driveway 2 03/30/2026 Horizon Year With Project -PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 3 Intersection Int Delay, s/veh 9.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 175 44 213 5 26 7 195 173 9 9 175 116 Future Vol, veh/h 175 44 213 5 26 7 195 173 9 9 175 116 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 - - None - - None - - None - - None Storage Length 0 - - - - - 250 - - 250 - - Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 190 48 232 5 28 8 212 188 10 10 190 126 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 805 895 158 755 953 99 316 0 0 198 0 0 Stage 1 273 273 - 617 617 - - - - - - - Stage 2 532 622 - 139 336 - - - - - - - Critical Hdwy 6.5 6.54 6.94 6.5 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 345 279 859 370 258 938 1241 - - 1372 - - Stage 1 710 683 - 444 480 - - - - - - - Stage 2 499 477 - 850 640 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 262 230 859 197 212 938 1241 - - 1372 - - Mov Cap-2 Maneuver 348 354 - 293 326 - - - - - - - Stage 1 705 678 - 368 398 - - - - - - - Stage 2 381 396 - 573 636 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 19.17 16.13 4.4 0.23 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1241 - - 348 690 365 1372 - - HCM Lane V/C Ratio 0.171 - - 0.547 0.405 0.113 0.007 - - HCM Ctrl Dly (s/v) 8.5 - - 27.2 13.7 16.1 7.6 - - HCM Lane LOS A - - D B C A - - HCM 95th %tile Q(veh) 0.6 - - 3.1 2 0.4 0 - - *i 1*4**i +1**i +1* HCM 7th TWSC Ventana PA3 & PA4 (JN 13804) 22: John Previti Av. & Driveway 3 03/30/2026 Horizon Year With Project -PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 4 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 21 0 312 259 23 Future Vol, veh/h 0 21 0 312 259 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 23 0 339 282 25 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 153 - 0 - 0 Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 865 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 865 - - - - Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach EB NB SB HCM Ctrl Dly, s/v 9.27 0 0 HCM LOS A Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h) - 865 - - HCM Lane V/C Ratio - 0.026 - - HCM Ctrl Dly (s/v) - 9.3 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - 0.1 - - i*ff t1* HCM 7th TWSC Ventana PA3 & PA4 (JN 13804) 23: John Previti Av. & Driveway 4 03/30/2026 Horizon Year With Project -PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 5 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 23 293 246 146 84 13 Future Vol, veh/h 23 293 246 146 84 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 25 318 267 159 91 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 426 0 - 0 556 213 Stage 1 - - - - 347 - Stage 2 - - - - 209 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 1130 - - - 461 792 Stage 1 - - - - 687 - Stage 2 - - - - 805 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1130 - - - 451 792 Mov Cap-2 Maneuver - - - - 536 - Stage 1 - - - - 672 - Stage 2 - - - - 805 - Approach EB WB SB HCM Ctrl Dly, s/v 0.6 0 12.91 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1130 - - - 560 HCM Lane V/C Ratio 0.022 - - - 0.188 HCM Ctrl Dly (s/v) 8.3 - - - 12.9 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.7 y HCM 7th TWSC Ventana PA3 & PA4 (JN 13804) 24: John Previti Av. & Driveway 5 03/30/2026 Horizon Year With Project -PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 6 Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 15 299 232 27 16 9 Future Vol, veh/h 15 299 232 27 16 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 325 252 29 17 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 282 0 - 0 462 141 Stage 1 - - - - 267 - Stage 2 - - - - 195 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 1278 - - - 528 881 Stage 1 - - - - 754 - Stage 2 - - - - 819 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1278 - - - 522 881 Mov Cap-2 Maneuver - - - - 592 - Stage 1 - - - - 744 - Stage 2 - - - - 819 - Approach EB WB SB HCM Ctrl Dly, s/v 0.38 0 10.59 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1278 - - - 672 HCM Lane V/C Ratio 0.013 - - - 0.04 HCM Ctrl Dly (s/v) 7.9 - - - 10.6 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 y 13804-16 TA Memo 33 Ventana Master Plan APPENDIX 7: TRAFFIC SIGNAL WARRANTS California MUTCD 2026 Edition (FHWA's MUTCD 2023, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = Horizon Year (2040) With Project Conditions - Weekday PM Peak Hour Major Street Name =John Previti Av.Total of Both Approaches (VPH) =677 Number of Approach Lanes on Major Street =1 Minor Street Name =Driveway 2 High Volume Approach (VPH) =432 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane WARRANTED FOR A SIGNAL 67 7 432 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches California MUTCD 2026 (FHWA's MUTCD 2023, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ____________TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:John Previti Critical Approach Speed (Major)40 mph Minor Street:Driveway 2 Critical Approach Speed (Minor)25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes =1 lane Major Street Future ADT =6,680 vpd Minor Street Future ADT =4,209 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 6,680 1 4,209 8,000 5,600 2,400 *1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 6,680 1 4,209 12,000 8,400 1,200 *850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 84%56% Note:To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. XX on Higher-Volume 2040 WP CS CS 03/30/26 03/30/26 (Based on Estimated Average Daily Traffic - See Note) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day on Major Street RURAL (R) URBAN RURAL Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. (Total of Both Approaches) Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX (One Direction Only) Satisfied Not Satisfied XX CONDITION A - Minimum Vehicular Volume Vehicles Per Day Vehicles Per Day on Minor Street Approach (One Direction Only) Minimum Requirements EADT Vehicles Per Day on Higher-Volume Major Street (Total of Both Approaches) Minor Street Approach California MUTCD 2026 Edition (FHWA's MUTCD 2023, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = Horizon Year (2040) With Project Conditions - Weekday PM Peak Hour Major Street Name =John Previti Av.Total of Both Approaches (VPH) =708 Number of Approach Lanes on Major Street =1 Minor Street Name =Driveway 4 High Volume Approach (VPH) =97 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 70 8 97 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches California MUTCD 2026 Edition (FHWA's MUTCD 2023, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = Horizon Year (2040) With Project Conditions - Weekday PM Peak Hour Major Street Name =John Previti Av.Total of Both Approaches (VPH) =573 Number of Approach Lanes on Major Street =1 Minor Street Name =Driveway 5 High Volume Approach (VPH) =25 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 57 3 25 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 13804-16 TA Memo 34 Ventana Master Plan APPENDIX 8: OPENING YEAR (2027) WITH PROJECT INTERSECTION ANALYSIS WORKSHEETS WITH IMPROVEMENTS Timings Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2027 With Project With Improvements -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 21 234 704 30 213 992 119 34 11 137 Future Volume (vph) 21 234 704 30 213 992 119 34 11 137 Turn Type Prot NA pm+ov Prot NA Prot NA Perm Prot NA Protected Phases 7 4 5 3 8 5 2 1 6 Permitted Phases 4 2 Detector Phase 7 4 5 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.8 9.6 9.6 27.8 9.6 27.8 27.8 9.6 27.8 Total Split (s) 10.0 30.0 50.0 10.0 30.0 50.0 70.4 70.4 9.6 30.0 Total Split (%) 8.3% 25.0% 41.7% 8.3% 25.0% 41.7% 58.7% 58.7% 8.0% 25.0% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 4.8 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 5.8 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None Min None None None None None Act Effct Green (s) 5.6 16.9 54.0 5.6 18.8 30.9 45.9 45.9 5.3 11.5 Actuated g/C Ratio 0.07 0.21 0.66 0.07 0.23 0.38 0.56 0.56 0.06 0.14 v/c Ratio 0.18 0.64 0.61 0.26 0.53 0.80 0.12 0.04 0.10 0.39 Control Delay (s/veh) 49.0 40.7 5.3 50.3 35.3 28.5 11.5 0.1 48.1 31.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 49.0 40.7 5.3 50.3 35.3 28.5 11.5 0.1 48.1 31.3 LOS D D A D D C B A D C Approach Delay (s/veh) 14.9 37.1 25.9 32.2 Approach LOS B D C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 81.7 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay (s/veh): 23.4 Intersection LOS: C Intersection Capacity Utilization 70.4% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 12: Citrus Ave. & Duncan Canyon Rd. 0 L 1*02 0:“T4 04 9.6 s 70.4 s 10 s 30 s M 1 05 1 06 0:08 50 s 30s 1 I 30 s B 1 HCM 7th Signalized Intersection Summary Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2027 With Project With Improvements -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 234 704 30 213 4 992 119 34 11 137 55 Future Volume (veh/h) 21 234 704 30 213 4 992 119 34 11 137 55 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 22 244 551 31 222 4 1033 124 35 11 143 57 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 43 485 940 55 488 9 1153 827 701 24 307 117 Arrive On Green 0.02 0.26 0.26 0.03 0.27 0.27 0.33 0.44 0.44 0.01 0.12 0.12 Sat Flow, veh/h 1781 1870 1585 1781 1831 33 3456 1870 1585 1781 2514 961 Grp Volume(v), veh/h 22 244 551 31 0 226 1033 124 35 11 99 101 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1864 1728 1870 1585 1781 1777 1697 Q Serve(g_s), s 1.0 9.1 17.8 1.4 0.0 8.3 23.3 3.2 1.0 0.5 4.3 4.5 Cycle Q Clear(g_c), s 1.0 9.1 17.8 1.4 0.0 8.3 23.3 3.2 1.0 0.5 4.3 4.5 Prop In Lane 1.00 1.00 1.00 0.02 1.00 1.00 1.00 0.57 Lane Grp Cap(c), veh/h 43 485 940 55 0 497 1153 827 701 24 217 207 V/C Ratio(X) 0.51 0.50 0.59 0.56 0.00 0.46 0.90 0.15 0.05 0.46 0.46 0.49 Avail Cap(c_a), veh/h 117 553 997 117 0 551 1916 1475 1250 109 525 502 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/veh 39.5 25.8 10.4 39.1 0.0 25.1 25.9 13.6 13.0 40.1 33.4 33.6 Incr Delay (d2), s/veh 3.5 0.8 0.8 3.3 0.0 0.7 2.0 0.1 0.0 4.9 1.5 1.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.8 5.0 0.6 0.0 3.5 8.9 1.2 0.3 0.2 1.8 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 43.0 26.6 11.2 42.5 0.0 25.7 27.9 13.7 13.1 45.0 34.9 35.3 LnGrp LOS D C B D C C B B D C D Approach Vol, veh/h 817 257 1192 211 Approach Delay, s/veh 16.7 27.8 26.0 35.6 Approach LOS B C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.7 42.0 7.1 27.1 31.9 15.8 6.6 27.6 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 64.6 5.4 24.2 45.4 24.2 5.4 24.2 Max Q Clear Time (g_c+I1), s 2.5 5.2 3.4 19.8 25.3 6.5 3.0 10.3 Green Ext Time (p_c), s 0.0 0.8 0.0 1.5 2.0 0.9 0.0 0.9 Intersection Summary HCM 7th Control Delay, s/veh 23.9 HCM 7th LOS C Timings Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2027 With Project With Improvements -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 95 159 181 161 262 98 575 252 96 114 273 160 Future Volume (vph) 95 159 181 161 262 98 575 252 96 114 273 160 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 34.8 34.8 9.6 34.8 34.8 9.6 31.8 31.8 9.6 31.8 31.8 Total Split (s) 17.9 34.8 34.8 22.0 38.9 38.9 30.0 43.0 43.0 20.2 33.2 33.2 Total Split (%) 14.9% 29.0% 29.0% 18.3% 32.4% 32.4% 25.0% 35.8% 35.8% 16.8% 27.7% 27.7% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 9.0 10.5 10.5 11.9 16.0 16.0 17.5 20.1 20.1 9.8 12.3 12.3 Actuated g/C Ratio 0.12 0.14 0.14 0.16 0.22 0.22 0.24 0.27 0.27 0.13 0.17 0.17 v/c Ratio 0.46 0.31 0.49 0.59 0.34 0.22 0.71 0.26 0.20 0.50 0.48 0.41 Control Delay (s/veh) 39.6 32.7 10.6 38.8 29.1 2.4 31.4 22.7 5.7 39.4 32.1 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 39.6 32.7 10.6 38.8 29.1 2.4 31.4 22.7 5.7 39.4 32.1 8.9 LOS D C B D C A C C A D C A Approach Delay (s/veh) 25.0 27.1 26.4 26.8 Approach LOS C C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 73.6 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay (s/veh): 26.4 Intersection LOS: C Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 14: Citrus Ave. & Summit Ave. <A t Z V I V ’itt f 1 tt fTL+t f ++f 01 1 02 Z"03 04 20.2 s 43 s 22 s 1 34.8 s 14-06 05 07 08 33ij 30 s J17.9 s ;38.9 s 1 HCM 7th Signalized Intersection Summary Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2027 With Project With Improvements -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 159 181 161 262 98 575 252 96 114 273 160 Future Volume (veh/h) 95 159 181 161 262 98 575 252 96 114 273 160 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 0.99 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 166 100 168 273 60 599 262 85 119 284 125 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 128 628 265 212 804 340 739 1121 464 154 567 253 Arrive On Green 0.07 0.17 0.17 0.12 0.22 0.22 0.21 0.30 0.30 0.09 0.16 0.16 Sat Flow, veh/h 1781 3741 1577 1781 3741 1583 3563 3741 1549 1781 3554 1585 Grp Volume(v), veh/h 99 166 100 168 273 60 599 262 85 119 284 125 Grp Sat Flow(s),veh/h/ln 1781 1870 1577 1781 1870 1583 1781 1870 1549 1781 1777 1585 Q Serve(g_s), s 3.5 2.5 1.9 5.8 3.9 2.0 10.2 3.4 2.6 4.2 4.6 3.3 Cycle Q Clear(g_c), s 3.5 2.5 1.9 5.8 3.9 2.0 10.2 3.4 2.6 4.2 4.6 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 128 628 265 212 804 340 739 1121 464 154 567 253 V/C Ratio(X) 0.77 0.26 0.38 0.79 0.34 0.18 0.81 0.23 0.18 0.77 0.50 0.49 Avail Cap(c_a), veh/h 373 1707 719 488 1948 824 1424 2190 907 437 1532 683 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 23.0 6.6 27.2 21.1 20.3 24.0 16.8 16.5 28.4 24.4 12.6 Incr Delay (d2), s/veh 3.7 0.2 0.9 2.5 0.2 0.2 0.8 0.1 0.2 3.1 0.7 1.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.0 1.2 2.4 1.5 0.7 3.8 1.3 0.8 1.7 1.8 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.7 23.2 7.5 29.8 21.4 20.6 24.8 16.9 16.7 31.6 25.1 14.1 LnGrp LOS C C A C C C C B B C C B Approach Vol, veh/h 365 501 946 528 Approach Delay, s/veh 21.5 24.1 21.9 23.9 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.1 24.8 12.2 16.5 19.0 15.9 9.2 19.5 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 5.8 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 15.6 37.2 17.4 29.0 25.4 * 27 13.3 33.1 Max Q Clear Time (g_c+I1), s 6.2 5.4 7.8 4.5 12.2 6.6 5.5 5.9 Green Ext Time (p_c), s 0.1 1.8 0.1 1.2 1.0 1.9 0.1 1.8 Intersection Summary HCM 7th Control Delay, s/veh 22.8 HCM 7th LOS C Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. r <a t v |v ’itt f 1 tt f Vi M f ++f Timings Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2027 With Project With Improvements -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 61 211 783 20 142 732 106 22 7 81 Future Volume (vph) 61 211 783 20 142 732 106 22 7 81 Turn Type Prot NA pm+ov Prot NA Prot NA Perm Prot NA Protected Phases 7 4 5 3 8 5 2 1 6 Permitted Phases 4 2 Detector Phase 7 4 5 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.8 9.6 9.6 27.8 9.6 27.8 27.8 9.6 27.8 Total Split (s) 14.4 32.1 48.0 10.3 28.0 48.0 68.0 68.0 9.6 29.6 Total Split (%) 12.0% 26.8% 40.0% 8.6% 23.3% 40.0% 56.7% 56.7% 8.0% 24.7% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 4.8 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 5.8 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None Min None None None None None Act Effct Green (s) 7.7 19.3 50.8 5.9 13.7 23.1 31.7 31.7 5.6 11.3 Actuated g/C Ratio 0.11 0.28 0.74 0.09 0.20 0.34 0.46 0.46 0.08 0.16 v/c Ratio 0.32 0.42 0.61 0.14 0.44 0.66 0.13 0.03 0.05 0.21 Control Delay (s/veh) 39.0 27.5 3.9 39.5 33.4 24.9 12.9 0.1 39.0 24.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 39.0 27.5 3.9 39.5 33.4 24.9 12.9 0.1 39.0 24.6 LOS D C A D C C B A D C Approach Delay (s/veh) 10.7 34.1 22.8 25.4 Approach LOS B C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 68.9 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay (s/veh): 18.1 Intersection LOS: B Intersection Capacity Utilization 73.5% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 12: Citrus Ave. & Duncan Canyon Rd. 0 L 1*02 Z"0<"*04 9.6 s 1 68 s 10.3 s 32.1 s 05 1 06 07 <— 08 48s 29.6 s 114.4 s 1 28 s r| HCM 7th Signalized Intersection Summary Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2027 With Project With Improvements -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 211 783 20 142 13 732 106 22 7 81 38 Future Volume (veh/h) 61 211 783 20 142 13 732 106 22 7 81 38 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 64 220 556 21 148 14 762 110 23 7 84 40 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 89 554 880 42 455 43 894 722 612 16 325 146 Arrive On Green 0.05 0.30 0.30 0.02 0.27 0.27 0.26 0.39 0.39 0.01 0.14 0.14 Sat Flow, veh/h 1781 1870 1585 1781 1683 159 3456 1870 1585 1781 2385 1070 Grp Volume(v), veh/h 64 220 556 21 0 162 762 110 23 7 61 63 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1842 1728 1870 1585 1781 1777 1678 Q Serve(g_s), s 2.6 6.8 17.6 0.8 0.0 5.1 15.3 2.8 0.7 0.3 2.3 2.4 Cycle Q Clear(g_c), s 2.6 6.8 17.6 0.8 0.0 5.1 15.3 2.8 0.7 0.3 2.3 2.4 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 0.64 Lane Grp Cap(c), veh/h 89 554 880 42 0 498 894 722 612 16 242 229 V/C Ratio(X) 0.72 0.40 0.63 0.50 0.00 0.33 0.85 0.15 0.04 0.43 0.25 0.27 Avail Cap(c_a), veh/h 239 674 981 139 0 560 2055 1594 1351 122 579 547 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/veh 34.2 20.5 11.1 35.2 0.0 21.3 25.7 14.6 14.0 36.0 28.2 28.3 Incr Delay (d2), s/veh 4.1 0.5 1.1 3.3 0.0 0.4 0.9 0.1 0.0 6.7 0.5 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 2.9 5.5 0.4 0.0 2.2 6.1 1.1 0.2 0.2 1.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 38.3 20.9 12.3 38.5 0.0 21.7 26.7 14.7 14.0 42.6 28.7 28.9 LnGrp LOS D C B D C C B B D C C Approach Vol, veh/h 840 183 895 131 Approach Delay, s/veh 16.5 23.6 24.9 29.6 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.3 34.0 6.3 27.4 23.5 15.8 8.2 25.5 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 62.2 5.7 26.3 43.4 23.8 9.8 22.2 Max Q Clear Time (g_c+I1), s 2.3 4.8 2.8 19.6 17.3 4.4 4.6 7.1 Green Ext Time (p_c), s 0.0 0.7 0.0 2.1 1.6 0.6 0.0 0.7 Intersection Summary HCM 7th Control Delay, s/veh 21.6 HCM 7th LOS C Timings Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2027 With Project With Improvements -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 155 528 403 164 410 95 864 377 131 73 259 87 Future Volume (vph) 155 528 403 164 410 95 864 377 131 73 259 87 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 34.8 34.8 9.6 34.8 34.8 9.6 31.8 31.8 9.6 30.8 30.8 Total Split (s) 17.0 34.8 34.8 17.1 34.9 34.9 36.0 51.6 51.6 16.5 32.1 32.1 Total Split (%) 14.2% 29.0% 29.0% 14.3% 29.1% 29.1% 30.0% 43.0% 43.0% 13.8% 26.8% 26.8% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 18.2 23.9 23.9 12.6 18.3 18.3 31.6 38.8 38.8 8.8 13.7 13.7 Actuated g/C Ratio 0.18 0.23 0.23 0.12 0.18 0.18 0.31 0.38 0.38 0.09 0.13 0.13 v/c Ratio 0.54 0.66 0.65 0.82 0.67 0.25 0.86 0.29 0.21 0.52 0.60 0.25 Control Delay (s/veh) 47.3 39.9 9.4 75.4 45.0 2.5 44.3 25.0 3.7 59.0 47.9 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 47.3 39.9 9.4 75.4 45.0 2.5 44.3 25.0 3.7 59.0 47.9 1.5 LOS D D A E D A D C A E D A Approach Delay (s/veh) 29.6 46.4 35.1 40.2 Approach LOS C D D D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 102.7 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay (s/veh): 36.2 Intersection LOS: D Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 14: Citrus Ave. & Summit Ave. <A t Z V I V ’itt f 1 tt f Vi M f ++f 01 1 02 /"03 “F*04 16.5 s 1 s ~17.1s 1 34.8 s 1 05 14-06 08 07 36 s 34.9 s |17s | HCM 7th Signalized Intersection Summary Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2027 With Project With Improvements -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 528 403 164 410 95 864 377 131 73 259 87 Future Volume (veh/h) 155 528 403 164 410 95 864 377 131 73 259 87 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 0.98 1.00 1.00 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 168 574 291 178 446 87 939 410 106 79 282 93 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 309 895 374 211 642 271 1033 1347 554 102 452 199 Arrive On Green 0.17 0.24 0.24 0.12 0.17 0.17 0.29 0.36 0.36 0.06 0.13 0.13 Sat Flow, veh/h 1781 3741 1561 1781 3741 1580 3563 3741 1539 1781 3554 1560 Grp Volume(v), veh/h 168 574 291 178 446 87 939 410 106 79 282 93 Grp Sat Flow(s),veh/h/ln 1781 1870 1561 1781 1870 1580 1781 1870 1539 1781 1777 1560 Q Serve(g_s), s 8.0 12.8 16.1 9.1 10.4 3.6 23.5 7.3 4.4 4.0 7.0 3.4 Cycle Q Clear(g_c), s 8.0 12.8 16.1 9.1 10.4 3.6 23.5 7.3 4.4 4.0 7.0 3.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 309 895 374 211 642 271 1033 1347 554 102 452 199 V/C Ratio(X) 0.54 0.64 0.78 0.84 0.69 0.32 0.91 0.30 0.19 0.78 0.62 0.47 Avail Cap(c_a), veh/h 309 1172 489 241 1176 497 1209 1852 762 229 1010 444 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.9 31.6 32.9 39.9 36.0 21.3 31.7 21.3 20.3 43.0 38.3 16.2 Incr Delay (d2), s/veh 1.1 0.8 5.8 18.8 1.4 0.7 8.5 0.1 0.2 4.7 1.4 1.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 5.7 6.6 5.0 4.8 1.7 11.0 3.1 1.6 1.9 3.1 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 36.0 32.4 38.8 58.7 37.4 21.9 40.2 21.4 20.5 47.7 39.7 17.9 LnGrp LOS D C D E D C D C C D D B Approach Vol, veh/h 1033 711 1455 454 Approach Delay, s/veh 34.8 40.8 33.5 36.6 Approach LOS C D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.9 39.1 15.6 27.9 31.4 17.6 21.8 21.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 5.8 * 5.8 Max Green Setting (Gmax), s 11.9 45.8 12.5 29.0 31.4 26.3 12.4 * 29 Max Q Clear Time (g_c+I1), s 6.0 9.3 11.1 18.1 25.5 9.0 10.0 12.4 Green Ext Time (p_c), s 0.0 3.4 0.0 3.7 1.3 1.9 0.1 3.0 Intersection Summary HCM 7th Control Delay, s/veh 35.7 HCM 7th LOS D Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. r <a t v |v ’itt f 1 tt f Vi M f ++f 13804-16 TA Memo 35 Ventana Master Plan APPENDIX 9: OPENING YEAR (2030) WITH PROJECT INTERSECTION ANALYSIS WORKSHEETS WITH IMPROVEMENTS Timings Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2030 With Project With Improvements -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 36 260 854 31 247 1185 121 35 14 142 Future Volume (vph) 36 260 854 31 247 1185 121 35 14 142 Turn Type Prot NA pm+ov Prot NA Prot NA Perm Prot NA Protected Phases 7 4 5 3 8 5 2 1 6 Permitted Phases 4 2 Detector Phase 7 4 5 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.8 9.6 9.6 27.8 9.6 27.8 27.8 9.6 27.8 Total Split (s) 9.6 28.0 53.0 9.6 28.0 53.0 72.5 72.5 9.9 29.4 Total Split (%) 8.0% 23.3% 44.2% 8.0% 23.3% 44.2% 60.4% 60.4% 8.3% 24.5% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 4.8 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 5.8 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None Min None None None None None Act Effct Green (s) 5.2 18.8 64.9 5.2 18.8 40.0 53.0 53.0 5.4 11.5 Actuated g/C Ratio 0.06 0.20 0.70 0.06 0.20 0.43 0.57 0.57 0.06 0.12 v/c Ratio 0.38 0.71 0.72 0.32 0.69 0.83 0.12 0.04 0.15 0.47 Control Delay (s/veh) 60.2 48.3 8.2 57.6 47.0 29.6 12.0 0.1 52.4 31.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 60.2 48.3 8.3 57.6 47.0 29.6 12.0 0.1 52.4 31.3 LOS E D A E D C B A D C Approach Delay (s/veh) 19.0 48.2 27.3 32.6 Approach LOS B D C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 92.3 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay (s/veh): 26.5 Intersection LOS: C Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 12: Citrus Ave. & Duncan Canyon Rd. 0 1 02 /"0 3^*04 9.9 s 72.5 s 1 9.6 s |28 s 1 05 1 06 J .4— 7 08 53 s 29.4 s 1 28 s r| HCM 7th Signalized Intersection Summary Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2030 With Project With Improvements -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 260 854 31 247 5 1185 121 35 14 142 78 Future Volume (veh/h) 36 260 854 31 247 5 1185 121 35 14 142 78 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 38 271 708 32 257 5 1234 126 36 15 148 81 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 60 455 1002 54 439 9 1343 899 762 31 248 129 Arrive On Green 0.03 0.24 0.24 0.03 0.24 0.24 0.39 0.48 0.48 0.02 0.11 0.11 Sat Flow, veh/h 1781 1870 1585 1781 1828 36 3456 1870 1585 1781 2262 1174 Grp Volume(v), veh/h 38 271 708 32 0 262 1234 126 36 15 115 114 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1864 1728 1870 1585 1781 1777 1659 Q Serve(g_s), s 1.9 11.7 22.2 1.6 0.0 11.3 31.0 3.4 1.1 0.8 5.6 6.0 Cycle Q Clear(g_c), s 1.9 11.7 22.2 1.6 0.0 11.3 31.0 3.4 1.1 0.8 5.6 6.0 Prop In Lane 1.00 1.00 1.00 0.02 1.00 1.00 1.00 0.71 Lane Grp Cap(c), veh/h 60 455 1002 54 0 447 1343 899 762 31 195 182 V/C Ratio(X) 0.63 0.60 0.71 0.59 0.00 0.59 0.92 0.14 0.05 0.49 0.59 0.63 Avail Cap(c_a), veh/h 98 455 1002 98 0 454 1833 1367 1159 103 460 429 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/veh 43.5 30.5 11.2 43.7 0.0 30.7 26.5 13.2 12.6 44.4 38.7 38.8 Incr Delay (d2), s/veh 4.0 2.1 2.3 3.8 0.0 1.9 5.3 0.1 0.0 4.3 2.8 3.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 5.2 8.0 0.7 0.0 5.0 12.4 1.3 0.4 0.4 2.5 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 47.5 32.6 13.5 47.4 0.0 32.6 31.8 13.3 12.6 48.8 41.5 42.4 LnGrp LOS D C B D C C B B D D D Approach Vol, veh/h 1017 294 1396 244 Approach Delay, s/veh 19.8 34.2 29.6 42.4 Approach LOS B C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.2 49.7 7.4 28.0 40.1 15.8 7.7 27.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.3 66.7 5.0 22.2 48.4 23.6 5.0 22.2 Max Q Clear Time (g_c+I1), s 2.8 5.4 3.6 24.2 33.0 8.0 3.9 13.3 Green Ext Time (p_c), s 0.0 0.8 0.0 0.0 2.5 1.0 0.0 0.8 Intersection Summary HCM 7th Control Delay, s/veh 27.8 HCM 7th LOS C Timings Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2030 With Project With Improvements -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 112 170 198 170 280 121 684 287 104 143 317 193 Future Volume (vph) 112 170 198 170 280 121 684 287 104 143 317 193 Turn Type Prot NA pm+ov Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 5 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 5 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 34.8 9.6 9.6 34.8 34.8 9.6 31.8 31.8 9.6 31.8 31.8 Total Split (s) 20.0 34.8 32.8 20.5 35.3 35.3 32.8 41.8 41.8 22.9 31.9 31.9 Total Split (%) 16.7% 29.0% 27.3% 17.1% 29.4% 29.4% 27.3% 34.8% 34.8% 19.1% 26.6% 26.6% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 10.2 11.5 34.1 12.9 14.2 14.2 21.4 23.4 23.4 11.7 13.7 13.7 Actuated g/C Ratio 0.13 0.14 0.42 0.16 0.18 0.18 0.26 0.29 0.29 0.14 0.17 0.17 v/c Ratio 0.53 0.33 0.27 0.63 0.45 0.31 0.76 0.28 0.21 0.58 0.52 0.46 Control Delay (s/veh) 44.5 35.5 3.1 44.6 34.3 5.0 34.1 24.1 6.4 43.8 35.2 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 44.5 35.5 3.1 44.6 34.3 5.0 34.1 24.1 6.4 43.8 35.2 9.0 LOS D D A D C A C C A D D A Approach Delay (s/veh) 24.3 31.2 28.8 29.3 Approach LOS C C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 80.8 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay (s/veh): 28.6 Intersection LOS: C Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 14: Citrus Ave. & Summit Ave. <A t Z V I V ’itt f 1 tt f Vi M f ++f 01 1 02 Z"03 04 22.9 s 41.8 s 20.5 s |34.8 s 1 d4-06 05 07 08 31.9 s 1 32.8 s U20s 1 35.3 s 1 HCM 7th Signalized Intersection Summary Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2030 With Project With Improvements -AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 170 198 170 280 121 684 287 104 143 317 193 Future Volume (veh/h) 112 170 198 170 280 121 684 287 104 143 317 193 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 0.99 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 177 117 177 292 84 712 299 93 149 330 159 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 151 596 629 220 743 314 849 1126 466 189 565 240 Arrive On Green 0.08 0.16 0.16 0.12 0.20 0.20 0.24 0.30 0.30 0.11 0.15 0.15 Sat Flow, veh/h 1781 3741 1576 1781 3741 1583 3563 3741 1549 1781 3741 1585 Grp Volume(v), veh/h 117 177 117 177 292 84 712 299 93 149 330 159 Grp Sat Flow(s),veh/h/ln 1781 1870 1576 1781 1870 1583 1781 1870 1549 1781 1870 1585 Q Serve(g_s), s 4.3 2.8 1.0 6.5 4.6 3.0 12.8 4.1 3.0 5.5 5.5 4.6 Cycle Q Clear(g_c), s 4.3 2.8 1.0 6.5 4.6 3.0 12.8 4.1 3.0 5.5 5.5 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 151 596 629 220 743 314 849 1126 466 189 565 240 V/C Ratio(X) 0.78 0.30 0.19 0.80 0.39 0.27 0.84 0.27 0.20 0.79 0.58 0.66 Avail Cap(c_a), veh/h 408 1615 1058 422 1643 695 1496 2005 830 485 1454 616 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.1 24.9 3.4 28.6 23.4 22.8 24.4 17.8 17.5 29.3 26.5 13.9 Incr Delay (d2), s/veh 3.2 0.3 0.1 2.6 0.3 0.5 0.9 0.1 0.2 2.8 1.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 1.1 0.4 2.7 1.8 1.0 4.8 1.6 1.0 2.3 2.3 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 33.3 25.2 3.5 31.2 23.7 23.2 25.2 18.0 17.7 32.0 27.5 17.0 LnGrp LOS C C A C C C C B B C C B Approach Vol, veh/h 411 553 1104 638 Approach Delay, s/veh 21.3 26.1 22.6 25.9 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.7 26.0 12.9 16.5 21.8 16.0 10.3 19.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 5.8 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 18.3 36.0 15.9 29.0 28.2 * 26 15.4 29.5 Max Q Clear Time (g_c+I1), s 7.5 6.1 8.5 4.8 14.8 7.5 6.3 6.6 Green Ext Time (p_c), s 0.1 2.1 0.1 1.3 1.2 2.3 0.1 1.9 Intersection Summary HCM 7th Control Delay, s/veh 23.9 HCM 7th LOS C Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. r <a t v |v ’itt f 1 tt f Vi M f ++f Timings Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2030 With Project With Improvements -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 86 246 987 20 171 919 111 23 9 84 Future Volume (vph) 86 246 987 20 171 919 111 23 9 84 Turn Type Prot NA pm+ov Prot NA Prot NA Perm Prot NA Protected Phases 7 4 5 3 8 5 2 1 6 Permitted Phases 4 2 Detector Phase 7 4 5 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.8 9.6 9.6 27.8 9.6 27.8 27.8 9.6 27.8 Total Split (s) 14.0 32.2 50.0 9.6 27.8 50.0 68.6 68.6 9.6 28.2 Total Split (%) 11.7% 26.8% 41.7% 8.0% 23.2% 41.7% 57.2% 57.2% 8.0% 23.5% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 4.8 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 5.8 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None Min None None None None None Act Effct Green (s) 8.4 22.1 59.6 5.2 15.2 31.4 45.4 45.4 5.2 10.7 Actuated g/C Ratio 0.10 0.26 0.71 0.06 0.18 0.37 0.54 0.54 0.06 0.13 v/c Ratio 0.51 0.52 0.80 0.19 0.58 0.75 0.12 0.03 0.08 0.32 Control Delay (s/veh) 52.3 33.4 8.9 49.4 41.5 27.9 12.7 0.0 47.4 26.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 52.3 33.4 8.9 49.4 41.5 27.9 12.7 0.0 47.4 26.6 LOS D C A D D C B A D C Approach Delay (s/veh) 16.3 42.3 25.7 27.8 Approach LOS B D C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 84.4 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay (s/veh): 22.5 Intersection LOS: C Intersection Capacity Utilization 86.1% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 12: Citrus Ave. & Duncan Canyon Rd. 1 s 8YS 1 s^T sS-8Z SOS 80 —£0 90 । S0 szze |s 9'6 s 9'89 s 9'6 1z0 n F 0yl 10 <+kd +kk4kil +k t 5 V |V HCM 7th Signalized Intersection Summary Ventana (JN 13804) 12: Citrus Ave. & Duncan Canyon Rd. 03/30/2026 2030 With Project With Improvements -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 86 246 987 20 171 16 919 111 23 9 84 59 Future Volume (veh/h) 86 246 987 20 171 16 919 111 23 9 84 59 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 90 256 768 21 178 17 957 116 24 9 88 61 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 115 575 980 41 447 43 1074 778 659 20 242 155 Arrive On Green 0.06 0.31 0.31 0.02 0.27 0.27 0.31 0.42 0.42 0.01 0.12 0.12 Sat Flow, veh/h 1781 1870 1585 1781 1681 161 3456 1870 1585 1781 2080 1329 Grp Volume(v), veh/h 90 256 768 21 0 195 957 116 24 9 74 75 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1841 1728 1870 1585 1781 1777 1631 Q Serve(g_s), s 4.3 9.4 26.4 1.0 0.0 7.5 22.7 3.3 0.8 0.4 3.3 3.7 Cycle Q Clear(g_c), s 4.3 9.4 26.4 1.0 0.0 7.5 22.7 3.3 0.8 0.4 3.3 3.7 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 0.81 Lane Grp Cap(c), veh/h 115 575 980 41 0 489 1074 778 659 20 207 190 V/C Ratio(X) 0.78 0.45 0.78 0.51 0.00 0.40 0.89 0.15 0.04 0.45 0.36 0.39 Avail Cap(c_a), veh/h 195 575 980 104 0 489 1827 1368 1159 104 464 426 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/veh 39.5 23.8 12.1 41.5 0.0 25.9 28.2 15.6 14.9 42.2 35.0 35.1 Incr Delay (d2), s/veh 4.3 0.5 4.2 3.7 0.0 0.5 1.6 0.1 0.0 5.7 1.0 1.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 4.1 10.4 0.5 0.0 3.3 9.2 1.4 0.3 0.2 1.5 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 43.8 24.4 16.3 45.1 0.0 26.4 29.8 15.7 14.9 47.9 36.0 36.5 LnGrp LOS D C B D C C B B D D D Approach Vol, veh/h 1114 216 1097 158 Approach Delay, s/veh 20.4 28.2 28.0 36.9 Approach LOS C C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.6 41.5 6.6 32.2 31.3 15.8 10.2 28.6 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 62.8 5.0 26.4 45.4 22.4 9.4 22.0 Max Q Clear Time (g_c+I1), s 2.4 5.3 3.0 28.4 24.7 5.7 6.3 9.5 Green Ext Time (p_c), s 0.0 0.8 0.0 0.0 2.0 0.7 0.0 0.8 Intersection Summary HCM 7th Control Delay, s/veh 25.3 HCM 7th LOS C Timings Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2030 With Project With Improvements -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 191 558 440 176 433 126 1002 429 140 99 298 112 Future Volume (vph) 191 558 440 176 433 126 1002 429 140 99 298 112 Turn Type Prot NA pm+ov Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 5 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 5 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 34.8 9.6 9.6 34.8 34.8 9.6 31.8 31.8 9.6 30.8 30.8 Total Split (s) 16.0 34.8 38.0 16.0 34.8 34.8 38.0 52.4 52.4 16.8 31.2 31.2 Total Split (%) 13.3% 29.0% 31.7% 13.3% 29.0% 29.0% 31.7% 43.7% 43.7% 14.0% 26.0% 26.0% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None None Act Effct Green (s) 14.6 22.6 57.4 11.5 19.5 19.5 33.6 38.6 38.6 9.9 14.9 14.9 Actuated g/C Ratio 0.14 0.22 0.55 0.11 0.19 0.19 0.32 0.37 0.37 0.10 0.14 0.14 v/c Ratio 0.84 0.75 0.52 0.97 0.67 0.33 0.95 0.34 0.23 0.64 0.61 0.35 Control Delay (s/veh) 72.7 44.2 7.6 107.1 44.3 6.9 52.3 25.0 4.9 63.8 47.1 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 72.7 44.2 7.6 107.1 44.3 6.9 52.3 25.0 4.9 63.8 47.1 6.3 LOS E D A F D A D C A E D A Approach Delay (s/veh) 35.2 52.9 40.7 41.4 Approach LOS D D D D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 103.5 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay (s/veh): 41.4 Intersection LOS: D Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 14: Citrus Ave. & Summit Ave. <A t Z V I V ’itt f 1 tt f Vi M f ++f 01 1 02 T4 04 Z"03 16.8 s 52.4 s 34.8 s 16 s 05 4-06 08 07 38 s 31.2 s n 34.8 s 16 s 1 HCM 7th Signalized Intersection Summary Ventana (JN 13804) 14: Citrus Ave. & Summit Ave. 03/30/2026 2030 With Project With Improvements -PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 191 558 440 176 433 126 1002 429 140 99 298 112 Future Volume (veh/h) 191 558 440 176 433 126 1002 429 140 99 298 112 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 0.98 1.00 1.00 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 208 607 478 191 471 121 1089 466 116 108 324 120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 287 828 861 207 659 278 1159 1401 577 136 470 196 Arrive On Green 0.16 0.22 0.22 0.12 0.18 0.18 0.33 0.37 0.37 0.08 0.13 0.13 Sat Flow, veh/h 1781 3741 1561 1781 3741 1580 3563 3741 1540 1781 3741 1560 Grp Volume(v), veh/h 208 607 478 191 471 121 1089 466 116 108 324 120 Grp Sat Flow(s),veh/h/ln 1781 1870 1561 1781 1870 1580 1781 1870 1540 1781 1870 1560 Q Serve(g_s), s 10.9 14.8 8.0 10.4 11.7 5.2 29.2 8.7 3.2 5.9 8.1 5.0 Cycle Q Clear(g_c), s 10.9 14.8 8.0 10.4 11.7 5.2 29.2 8.7 3.2 5.9 8.1 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 287 828 861 207 659 278 1159 1401 577 136 470 196 V/C Ratio(X) 0.72 0.73 0.56 0.92 0.71 0.43 0.94 0.33 0.20 0.80 0.69 0.61 Avail Cap(c_a), veh/h 287 1104 976 207 1104 466 1211 1774 730 221 967 403 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.1 35.5 4.3 43.0 38.1 21.9 32.2 21.9 8.6 44.6 41.1 19.6 Incr Delay (d2), s/veh 7.6 1.7 0.6 41.3 1.5 1.1 13.2 0.1 0.2 4.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 6.9 3.0 6.9 5.4 2.6 14.3 3.8 1.7 2.7 3.8 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 46.7 37.3 4.8 84.3 39.6 23.0 45.5 22.1 8.8 48.6 42.9 22.7 LnGrp LOS D D A F D C D C A D D C Approach Vol, veh/h 1293 783 1671 552 Approach Delay, s/veh 26.8 47.9 36.4 39.7 Approach LOS C D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.1 42.6 16.0 27.6 36.6 18.1 20.4 23.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 12.2 46.6 11.4 29.0 33.4 25.4 11.4 29.0 Max Q Clear Time (g_c+I1), s 7.9 10.7 12.4 16.8 31.2 10.1 12.9 13.7 Green Ext Time (p_c), s 0.0 3.9 0.0 4.8 0.8 2.2 0.0 3.1 Intersection Summary HCM 7th Control Delay, s/veh 36.0 HCM 7th LOS D 13804-16 TA Memo 36 Ventana Master Plan APPENDIX 10: JOHN PREVITI AVENUE QUEUING ANALYSIS WORKSHEETS Queuing and Blocking Report Horizon Year With Project -AM Peak Hour 03/30/2026 HY AM Ventana PA3 & PA4 (JN 13804) SimTraffic Report Urban Crossroads, Inc. Page 1 Intersection: 8: John Previti Av. & Duncan Canyon Rd. Movement EB EB EB EB EB WB WB WB WB WB WB NB Directions Served L L T T R L L T T T R L Maximum Queue (ft) 202 316 445 364 112 33 339 614 546 318 65 122 Average Queue (ft) 78 137 213 161 19 4 71 393 312 168 15 49 95th Queue (ft) 179 232 354 291 68 22 228 580 514 300 43 104 Link Distance (ft) 798 798 909 909 909 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 200 250 Storage Blk Time (%) 0 4 1 29 2 Queuing Penalty (veh) 1 10 1 16 1 Intersection: 8: John Previti Av. & Duncan Canyon Rd. Movement NB NB NB SB SB SB SB SB Directions Served L T R L L T T R Maximum Queue (ft) 143 98 58 130 154 70 77 79 Average Queue (ft) 82 40 22 11 71 13 21 26 95th Queue (ft) 129 81 48 68 130 45 58 53 Link Distance (ft) 610 421 421 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 150 125 125 135 Storage Blk Time (%)0 2 0 0 Queuing Penalty (veh)0 0 0 0 Intersection: 21: John Previti Av. & Driveway 2 Movement EB EB WB NB SB SB Directions Served L TR LTR L L TR Maximum Queue (ft) 110 82 62 77 21 31 Average Queue (ft) 48 36 27 26 1 2 95th Queue (ft) 87 62 51 59 9 15 Link Distance (ft) 145 145 135 610 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Horizon Year With Project -AM Peak Hour 03/30/2026 HY AM Ventana PA3 & PA4 (JN 13804) SimTraffic Report Urban Crossroads, Inc. Page 2 Intersection: 22: John Previti Av. & Driveway 3 Movement EB Directions Served R Maximum Queue (ft) 49 Average Queue (ft) 19 95th Queue (ft) 46 Link Distance (ft) 170 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 23: John Previti Av. & Driveway 4 Movement EB SB Directions Served L LR Maximum Queue (ft) 24 89 Average Queue (ft) 2 43 95th Queue (ft) 14 70 Link Distance (ft) 168 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 24: John Previti Av. & Driveway 5 Movement EB SB Directions Served L LR Maximum Queue (ft) 12 44 Average Queue (ft) 0 17 95th Queue (ft) 6 41 Link Distance (ft) 90 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 28 Queuing and Blocking Report Horizon Year With Project -PM Peak Hour 03/30/2026 HY PM Ventana PA3 & PA4 (JN 13804) SimTraffic Report Urban Crossroads, Inc. Page 1 Intersection: 8: John Previti Av. & Duncan Canyon Rd. Movement EB EB EB EB EB WB WB WB WB WB WB NB Directions Served L L T T R L L T T T R L Maximum Queue (ft) 165 310 451 406 169 68 340 534 461 308 32 127 Average Queue (ft) 49 123 231 176 23 16 124 355 264 146 9 56 95th Queue (ft) 138 214 380 319 88 47 320 533 438 270 27 111 Link Distance (ft) 798 798 906 906 906 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 200 250 Storage Blk Time (%) 6 2 24 1 Queuing Penalty (veh) 12 2 21 0 Intersection: 8: John Previti Av. & Duncan Canyon Rd. Movement NB NB NB SB SB SB SB SB Directions Served L T R L L T T R Maximum Queue (ft) 161 111 92 54 125 59 65 70 Average Queue (ft) 88 39 28 2 50 13 16 23 95th Queue (ft) 137 87 63 26 101 41 46 51 Link Distance (ft) 605 421 421 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 150 125 125 135 Storage Blk Time (%)0 0 0 1 Queuing Penalty (veh)0 0 0 0 Intersection: 21: John Previti Av. & Driveway 2 Movement EB EB WB NB NB SB SB Directions Served L TR LTR L T L TR Maximum Queue (ft) 136 136 75 114 5 24 43 Average Queue (ft) 66 68 21 37 0 1 6 95th Queue (ft) 115 114 50 77 4 12 25 Link Distance (ft) 145 145 134 185 605 Upstream Blk Time (%) 1 1 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 250 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Horizon Year With Project -PM Peak Hour 03/30/2026 HY PM Ventana PA3 & PA4 (JN 13804) SimTraffic Report Urban Crossroads, Inc. Page 2 Intersection: 22: John Previti Av. & Driveway 3 Movement EB Directions Served R Maximum Queue (ft) 34 Average Queue (ft) 16 95th Queue (ft) 40 Link Distance (ft) 170 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 23: John Previti Av. & Driveway 4 Movement EB SB Directions Served L LR Maximum Queue (ft) 25 62 Average Queue (ft) 1 34 95th Queue (ft) 12 57 Link Distance (ft) 168 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 24: John Previti Av. & Driveway 5 Movement EB SB Directions Served L LR Maximum Queue (ft) 19 34 Average Queue (ft) 1 10 95th Queue (ft) 10 32 Link Distance (ft) 90 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 36 Appendix E SB 18 Consultation Package This document is confidential and is not included for public review.