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Appendix N.1 - TIA Appendices
Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank Traffic Impact Analysis -14-Al 2008 Preparation Guide This letter acknowledges the Riverside County Transportation Department requirements for traffic impact analysis of the following project. The analysis must follow the Riverside County Transportation Department Traffic Study Guidelines dated February 2005. Case No. (i.e. TR, PM, CUP, PP) Related Cases - SP No. EIR No. GPA No. CZ No. Project Name: Project Address: Project Description: Consultant Developer Name: Address: Telephone: Fax: A. Trip Generation Source: (ITE 7th Edition or other) Current GP Land Use Proposed Land Use Current Zoning Proposed Zoning Current Trip Generation Proposed Trip Generation In Out Total In Out Total AM Trips PM Trips Internal Trip Allowance Yes No (% Trip Discount) Pass-By Trip Allowance Yes No (% Trip Discount) A trip discount is allowed for appropriate land uses . The trips at adjacent study area intersections and project driveways shall be indicated on a report figure. B.Trip Geographic Distribution:N % S % E % W % (attach exhibit for detailed assignment) C. Background Traffic Phase Year(s) _________________ Annual Ambient Growth Rate: % Other area projects to be analyzed: Model/Forecast methodology tment requirements for traffic he Riverside County Transportation This letter acknowledges the City of Fontana Engineering Department requirements for traffic impact analysis of the following project. The analysis must follow the SBCTA Congestion Management Plan (CMP) Guidelines Updated 2016. Trip distribution varies by vehicle type 1.1-1 Traffic Impact Analysis -5- Preparation Guide D. Study intersections: 1. 2. 3. 4. 5. E. Study Roadway Segments: 1. 2. 3. 4. 5. E. Other Jurisdictional Impacts Is this project within a City’s Sphere of Influence or one-mile radius of City boundaries? Yes No If so, name of City Jurisdiction: F. Site Plan (please attach reduced copy) G. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline)(To be filled out by Transportation Department) H. Existing Conditions Traffic count data must be new or recent. Provide traffic count dates if using other than new counts. Date of counts______________________________________________________________________ NOTE* Traffic Study Submittal Form and appropriate fee must be submitted with, or prior to submittal of this form. Transportation Department staff will not process the Scoping Agreement prior to receipt of the fee. Recommended by: ______________________________ _________ Consultant’s Representative Date Scoping Agreement Submitted on _____________ Revised on ___________________ Approved Scoping Agreement: 6. 7. 8. 9. 10. 6. 7. 8. 9. 10. New counts to be conducted once scope has been approved - no adjustments proposed 11/08/2021 1.1-2 Traffic Impact Analysis -14-Al 2008 Preparation Guide This letter acknowledges the Riverside County Transportation Department requirements for traffic impact analysis of the following project. The analysis must follow the Riverside County Transportation Department Traffic Study Guidelines dated February 2005. Case No. (i.e. TR, PM, CUP, PP) Related Cases - SP No. EIR No. GPA No. CZ No. Project Name: Project Address: Project Description: Consultant Developer Name: Address: Telephone: Fax: A. Trip Generation Source: (ITE 7th Edition or other) Current GP Land Use Proposed Land Use Current Zoning Proposed Zoning Current Trip Generation Proposed Trip Generation In Out Total In Out Total AM Trips PM Trips Internal Trip Allowance Yes No (% Trip Discount) Pass-By Trip Allowance Yes No (% Trip Discount) A trip discount is allowed for appropriate land uses . The trips at adjacent study area intersections and project driveways shall be indicated on a report figure. B.Trip Geographic Distribution:N % S % E % W % (attach exhibit for detailed assignment) C. Background Traffic Phase Year(s) _________________ Annual Ambient Growth Rate: % Other area projects to be analyzed: Model/Forecast methodology tment requirements for traffic he Riverside County Transportation This letter acknowledges the City of Fontana Engineering Department requirements for traffic impact analysis of the following project. The analysis must follow the SBCTA Congestion Management Plan (CMP) Guidelines Updated 2016. Trip distribution varies by vehicle type 1.1-3 Traffic Impact Analysis -5- Preparation Guide D. Study intersections: 1. 2. 3. 4. 5. E. Study Roadway Segments: 1. 2. 3. 4. 5. E. Other Jurisdictional Impacts Is this project within a City’s Sphere of Influence or one-mile radius of City boundaries? Yes No If so, name of City Jurisdiction: F. Site Plan (please attach reduced copy) G. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline)(To be filled out by Transportation Department) H. Existing Conditions Traffic count data must be new or recent. Provide traffic count dates if using other than new counts. Date of counts______________________________________________________________________ NOTE* Traffic Study Submittal Form and appropriate fee must be submitted with, or prior to submittal of this form. Transportation Department staff will not process the Scoping Agreement prior to receipt of the fee. Recommended by: ______________________________ _________ Consultant’s Representative Date Scoping Agreement Submitted on _____________ Revised on ___________________ Approved Scoping Agreement: 6. 7. 8. 9. 10. 6. 7. 8. 9. 10. New counts to be conducted once scope has been approved - no adjustments proposed 11/8/2021 1.1-4 13682-02 TA Scope REV November 5, 2021 Mr. Mahmoud Khodr City of Fontana 8353 Sierra Avenue Fontana, CA 92335 SUBJECT: SCOPING AGREEMENT FOR THE BIRTCHER LOGISTICS CENTER TRAFFIC ASSESSMENT Dear Mr. Mahmoud Khodr: The firm of Urban Crossroads, Inc. is pleased to submit this letter documenting the recommended Scope of Work for the traffic assessment in support of the proposed Birtcher Logistics Center development (Project), which is located on the southwest corner of Banana Avenue and Santa Ana Avenue in the City of Fontana. Exhibit 1 depicts the location of the proposed Project in relation to the existing roadway network. It is our understanding that the Project is to amend the existing Specific Plan and consists of 341,838 square feet of warehousing use (of which 20% will be evaluated assuming high-cube cold storage use and 80% of warehousing use). A preliminary site plan for the proposed Project is shown on Exhibit 2. As indicated on Exhibit 2, access to the Project site will be provided to Santa Ana Avenue via 1 full access driveway for trucks and Banana Avenue via 2 driveways (both full access one for passenger cars and the other serving both cars and trucks). Our goal is to obtain comments from City of Fontana staff, to ensure that the traffic assessment fully addresses the potential impacts of the proposed Project. The remainder of this letter describes the draft proposed analysis methodology, project trip generation, trip distribution, and project traffic assignment/project trips on the surrounding roadway network, which have been used to establish the draft proposed project study area and analysis locations. STUDY AREA The purpose of this traffic analysis is to evaluate the peak hour operations of study area intersections based on the proposed distribution of Project traffic. Exhibit 3 presents the proposed study area intersection analysis locations (and listed on Table 1), and study roadway segments are identified on Table 2. The study area intersections will be evaluated using the HCM 6th Edition methodology. 1.1-5 Mr. Mahmoud Khodr City of Fontana November 5, 2021 Page 2 of 8 13682-02 TA Scope REV TABLE 1: STUDY AREA INTERSECTIONS TABLE 2:STUDY AREA ROADWAY SEGMENTS ANALYSIS SCENARIOS The analysis of peak hour operations at study area intersections will be provided for the following analysis scenarios: Existing (2021) Conditions Opening Year Cumulative (2024) Without Project Conditions Opening Year Cumulative (2024) With Project Conditions EXISTING COUNT DATA New traffic counts will be conducted for the study area intersections and roadway segments as identified in Tables 1 and 2 since the local Fontana Unified School District is back to in-person instruction. Existing intersection turning movement counts will be collected at the study area intersection locations during the weekday AM (7-9AM) and weekday PM (4-6PM). TRIP GENERATION Trip generation represents the amount of traffic that is attracted and produced by a development and is based upon the specific land uses planned for a given project. In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021) was used to estimate the trip generation. Trip generation rates for the Project are shown in Table 3. # Intersection 1 Driveway 1 & Santa Ana Av. 2 Banana Av. & Santa Ana Av. 3 Banana Av. & Driveway 2 4 Banana Av. & Driveway 3 5 Cherry Av. & Slover Av. 6 Cherry Av. & Santa Ana Av. # Roadway Segments 1 Santa Ana Av. east of Banana Av. 2 Banana Av. south of Santa Ana Av. 1.1-6 Mr. Mahmoud Khodr City of Fontana November 5, 2021 Page 3 of 8 13682-02 TA Scope REV TABLE 3: TRIP GENERATION RATES For purposes of this analysis, we are proposing to use the following ITE land use code and vehicle mix for the Project: ITE land use code 150 (Warehousing) has been used to derive site specific trip generation estimates for up to 273,470 square feet (80% of the building square footage). A warehouse is primarily devoted to the storage of materials but may also include office and maintenance ITE LU AM Peak Hour PM Peak Hour Land Use1 Units2 Code In Out Total In Out Total Actual Vehicle Trip Generation Rates: Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars 0.114 0.034 0.148 0.043 0.110 0.153 1.248 2-Axle Trucks 0.003 0.001 0.004 0.001 0.003 0.005 0.077 3-Axle Trucks 0.004 0.001 0.005 0.002 0.004 0.006 0.096 4+-Axle Trucks 0.011 0.003 0.014 0.005 0.012 0.017 0.289 High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.032 0.088 0.120 2.120 Passenger Cars 0.062 0.018 0.080 0.025 0.067 0.092 1.378 2-Axle Trucks 0.008 0.002 0.010 0.003 0.007 0.010 0.257 3-Axle Trucks 0.003 0.001 0.003 0.001 0.002 0.003 0.082 4+-Axle Trucks 0.012 0.004 0.016 0.004 0.011 0.015 0.403 Passenger Car Equivalent (PCE) Trip Generation Rates:4 Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars 0.114 0.034 0.148 0.043 0.110 0.153 1.248 2-Axle Trucks (PCE = 2.0)0.006 0.002 0.007 0.003 0.006 0.009 0.154 3-Axle Trucks (PCE = 2.5)0.009 0.003 0.011 0.004 0.010 0.014 0.239 4+-Axle Trucks (PCE = 3.0)0.032 0.010 0.042 0.014 0.037 0.051 0.867 High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.032 0.088 0.120 2.120 Passenger Cars 0.062 0.018 0.080 0.025 0.067 0.092 1.378 2-Axle Trucks (PCE = 2.0)0.016 0.005 0.021 0.005 0.014 0.019 0.515 3-Axle Trucks (PCE = 2.5)0.006 0.002 0.008 0.002 0.006 0.008 0.204 4+-Axle Trucks (PCE = 3.0)0.037 0.011 0.048 0.012 0.033 0.045 1.209 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet 3 Vehicle Mix Source: ITE Trip Generation Handbook Supplement (2020), Appendix C. Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type. Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks. Normalized % - With Cold Storage: 34.7% 2-Axle trucks, 11.0% 3-Axle trucks, 54.3% 4-Axle trucks. 4 PCE factors per City's Guidelines: 2-axle = 2.0; 3-axle = 2.5; 4+-axle = 3.0. Daily 1.1-7 Mr. Mahmoud Khodr City of Fontana November 5, 2021 Page 4 of 8 13682-02 TA Scope REV areas. The vehicle mix has been obtained from the ITE’s Trip Generation Manual Supplement (dated February 2020). This study provides the following vehicle mix: AM Peak Hour: 87.0% passenger cars and 13.0% trucks; PM Peak Hour: 85.0% passenger cars and 15.0% trucks; Weekday Daily: 73.0% passenger cars and 27.0% trucks. The truck percentages were further broken down by axle type per the following SCAQMD recommended truck mix: 2-Axle = 16.7%; 3-Axle = 20.7%; 4+-Axle = 62.6%. ITE land use code 157 (High-Cube Cold Storage Warehouse) has been used to derive site specific trip generation estimates for up to 68,368 square feet (20% of the building square footage). High-cube cold storage warehouses include warehouses characterized by the storage and/or consolidation of manufactured goods (and to a lesser extent, raw materials) prior to their distribution to retail locations or other warehouses. High-cube cold storage warehouses are facilities typified by temperature-controlled environments for frozen food or other perishable products. The High-Cube Cold Storage Warehouse vehicle mix (passenger cars versus trucks) has been obtained from the ITE’s Trip Generation Manual Supplement (dated February 2020). This study provides the following vehicle mix: AM Peak Hour: 73.0% passenger cars and 27.0% trucks; PM Peak Hour: 77.0% passenger cars and 23.0% trucks; Weekday Daily: 65.0% passenger cars and 35.0% trucks. The truck percentages were further broken down by axle type per the following SCAQMD recommended truck mix: 2-Axle = 34.7%; 3-Axle = 11.0%; 4+-Axle = 54.3%. The trip generation summary for the Project in actual vehicles is shown on Table 4. As shown on Table 4, the Project is anticipated to generate a total of 616 two-way trips per day with 53 AM peak hour trips and 56 PM peak hour trips. The trip generation summary for the Project in PCE is also shown on Table 4. As shown on Table 4, the Project is anticipated to generate a total of 916 PCE two-way trips per day with 67 PCE AM peak hour trips and 74 PCE PM peak hour trips. 1.1-8 Mr. Mahmoud Khodr City of Fontana November 5, 2021 Page 5 of 8 13682-02 TA Scope REV TABLE 4:TRIP GENERATION SUMMARY Land Use Quantity Units 1 In Out Total In Out Total Daily Actual Vehicles: Warehousing (80%)273.470 TSF Passenger Cars: 31 9 40 12 30 42 342 2-axle Trucks: 1 0 1 0 1 1 22 3-axle Trucks: 1 0 1 0 1 1 26 4+-axle Trucks: 3 1 4 1 3 4 80 Total Trucks:5 1 6 1 5 6 128 Total Trips (Actual Vehicles)2 36 10 46 13 35 48 470 High-Cube Cold Storage Warehouse (20%)68.368 TSF Passenger Cars: 4 1 5 2 5 7 94 2-axle Trucks: 1 0 1 0 0 0 18 3-axle Trucks: 0 0 0 0 0 0 6 4+-axle Trucks: 1 0 1 0 1 1 28 Total Trucks:2 0 2 0 1 1 52 Total Trips (Actual Vehicles)2 6 1 7 2 6 8 146 Total Passenger Cars 35 10 45 14 35 49 436 Total Trucks 7 1 8 1 6 7 180 Project Total Trips (Actual Vehicles)2 42 11 53 15 41 56 616 Passenger Car Equivalent (PCE): Warehousing (75%)273.470 TSF Passenger Cars: 31 9 40 12 30 42 342 2-axle Trucks: 2 0 2 1 2 3 42 3-axle Trucks: 2 1 3 1 3 4 66 4+-axle Trucks: 9 3 12 4 10 14 238 Total Trucks (PCE):13 4 17 6 15 21 346 Total Trips (PCE)2 44 13 57 18 45 63 688 High-Cube Cold Storage Warehouse (25%)68.368 TSF Passenger Cars: 4 1 5 2 5 7 94 2-axle Trucks: 1 0 1 0 1 1 36 3-axle Trucks: 0 0 0 0 0 0 14 4+-axle Trucks: 3 1 4 1 2 3 84 Total Trucks (PCE):4 1 5 1 3 4 134 Total Trips (PCE)2 8 2 10 3 8 11 228 Total Passenger Cars 35 10 45 14 35 49 436 Total Trucks 17 5 22 7 18 25 480 Project Total Trips (PCE)2 52 15 67 21 53 74 916 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 1.1-9 Mr. Mahmoud Khodr City of Fontana November 5, 2021 Page 6 of 8 13682-02 TA Scope REV TRIP DISTRIBUTION 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. Exhibits 4 and 5 illustrate the passenger car and truck trip distribution patterns through the study area intersections, respectively. LEVEL OF SERVICE (LOS) CRITERIA The City of Fontana has set the goal for acceptable LOS as LOS C or better, wherever feasible (see Goal #1, Policy #12 of the City of Fontana General Plan Circulation Element). However, in some instances maintaining the LOS C threshold within a built environment may require extensive roadway widening that could affect existing uses, property rights and substantial costs associated with implementing these improvements. In the event that the improvements required to maintain LOS C is determined to be infeasible, the City of Fontana recognizes that LOS D may be considered the worst acceptable level of service in urbanized areas of the City. DEFICIENCY CRITERIA – INTERSECTIONS For the intersections that lie within the City of Fontana, determination of whether the Project has an adverse effect on intersection operations will be based on a comparison of without and with project levels of service. A deficiency occurs if project traffic increases the average delay at an intersection by more than the thresholds identified on Table 5. The thresholds for LOS A, B, and C do not apply to projects consistent with the General Plan. The deficiency criteria will be applied to Opening Year Cumulative traffic conditions to determine off-site construct obligations and will recommend improvements needed to reduce delays to pre-project conditions (as applicable). TABLE 5: INTERSECTION DEFICIENCY CRITERIA Pre-Project LOS Deficiency Criteria1 LOS A/B 10.0 Seconds LOS C 8.0 Seconds LOS D 5.0 Seconds LOS E 2.0 Seconds LOS F 1.0 Second 1 Increase in delay. 1.1-10 Mr. Mahmoud Khodr City of Fontana November 5, 2021 Page 7 of 8 13682-02 TA Scope REV AMBIENT GROWTH Consistent with other studies performed in the area, an ambient growth rate of 1.16% per year is proposed for the study area intersections to approximate background traffic growth not identified by nearby cumulative development projects. The rate will be compounded over a three-year period (i.e., 1.01163years = 1.0352 or 3.52% for 2024). SPECIAL ISSUES The following special issues will also be addressed as part of the focused traffic assessment: Conduct traffic signal warrant analysis for all existing and future unsignalized study area intersections. Provide a queuing analysis for Project driveways and the site adjacent intersection of Banana Avenue at Santa Ana Avenue. Vehicle miles traveled (VMT) will be addressed under separate cover, but the findings will be summarized in the traffic study. CUMULATIVE DEVELOPMENT PROJECTS (OPEN ITEM) We request that City staff review the attached list/map (Table 6 and Exhibit 6) of cumulative projects for inclusion in the traffic study. Please provide any changes or any additional cumulative projects to be included. TABLE 6: SUMMARY OF CUMULATIVE DEVELOPMENT PROJECTS SIGNAL TIMING It is requested that the City provide any signal timing that should be considered for signalized study area intersections within the City. TAZ Land Use 1 Warehousing 355.370 TSF 2 Fontana Trailer Storage Yard Truck Trailer Storage Yard 17.4 AC 3 Warehouse 15.570 TSF 4 Warehouse 64.692 TSF 5 Warehouse 174.280 TSF 6 Warhouse 174.000 TSF 7 Warhouse 85.730 TSF 1 TSF = Thousand Square Feet; AC = Acres Project Quantity1 Fontana Corporate Center Banana & Rose Calabash Industrial Building Cherry Av. Warehouse Beech & Santa Ana Warehouse MG Home International Warehouse 1.1-11 Mr. Mahmoud Khodr City of Fontana November 5, 2021 Page 8 of 8 13682-02 TA Scope REV The analysis findings and recommendations (if applicable) will be presented in a draft report for the City’s review. If you have any questions, please contact me directly at (949) 861-0177. Respectfully submitted, Charlene So, PE Associate Principal 1.1-12 13682-02 TA Scope REV EXHIBIT 1: LOCATION MAP 1.1-13 13682-02 TA Scope REV EXHIBIT 2:PRELIMINARY SITE PLAN 1.1-14 13682-02 TA Scope REV EXHIBIT 3:STUDY AREA 1.1-15 13682-02 TA Scope REV EXHIBIT 4:PROJECT (PASSENGER CAR)TRIP DISTRIBUTION 1.1-16 13682-02 TA Scope REV EXHIBIT 5:PROJECT (TRUCK)TRIP DISTRIBUTION 1.1-17 13682-02 TA Scope REV EXHIBIT 6:CUMULATIVE DEVELOPMENT LOCATION MAP 1.1-18 Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 1.2: SITE ADJACENT QUEUES Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank Queuing and Blocking Report Opening Year Cumulative (2024) With Project - AM Peak Hour WITH IMPROVEMENTS01/05/2022 2024 WP AM Birtcher Logistics Center (JN 13682)SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 1: Driveway 1 & Santa Ana Av. Movement WB NB Directions Served LT LR Maximum Queue (ft)36 36 Average Queue (ft)3 7 95th Queue (ft)20 29 Link Distance (ft)890 320 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Banana Av. & Santa Ana Av. Movement EB WB NB NB SB Directions Served LTR LTR LT R LTR Maximum Queue (ft)56 96 49 53 65 Average Queue (ft)38 48 25 27 34 95th Queue (ft)55 79 44 46 53 Link Distance (ft)890 2544 140 140 668 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Banana Av. & Driveway 2 Movement EB NB Directions Served LR LT Maximum Queue (ft)30 23 Average Queue (ft)5 1 95th Queue (ft)23 11 Link Distance (ft)64 288 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) 1.2-1 Queuing and Blocking Report Opening Year Cumulative (2024) With Project - AM Peak Hour WITH IMPROVEMENTS01/05/2022 2024 WP AM Birtcher Logistics Center (JN 13682)SimTraffic Report Urban Crossroads, Inc.Page 2 Intersection: 4: Banana Av. & Driveway 3 Movement EB NB Directions Served LR LT Maximum Queue (ft)30 42 Average Queue (ft)6 3 95th Queue (ft)26 19 Link Distance (ft)202 1650 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 1.2-2 Queuing and Blocking Report Opening Year Cumulative (2024) With Project - PM Peak Hour WITH IMPROVEMENTS01/05/2022 2024 WP PM Birtcher Logistics Center (JN 13682)SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 1: Driveway 1 & Santa Ana Av. Movement NB Directions Served LR Maximum Queue (ft)31 Average Queue (ft)7 95th Queue (ft)28 Link Distance (ft)320 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Banana Av. & Santa Ana Av. Movement EB WB NB NB SB Directions Served LTR LTR LT R LTR Maximum Queue (ft)82 67 48 58 64 Average Queue (ft)46 31 25 33 33 95th Queue (ft)69 55 42 50 55 Link Distance (ft)890 2544 140 140 668 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Banana Av. & Driveway 2 Movement EB Directions Served LR Maximum Queue (ft)41 Average Queue (ft)17 95th Queue (ft)42 Link Distance (ft)64 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) 1.2-3 Queuing and Blocking Report Opening Year Cumulative (2024) With Project - PM Peak Hour WITH IMPROVEMENTS01/05/2022 2024 WP PM Birtcher Logistics Center (JN 13682)SimTraffic Report Urban Crossroads, Inc.Page 2 Intersection: 4: Banana Av. & Driveway 3 Movement EB NB Directions Served LR LT Maximum Queue (ft)48 16 Average Queue (ft)16 1 95th Queue (ft)43 9 Link Distance (ft)202 1650 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 1.2-4 Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 3.1: EXISTING TRAFFIC COUNTS Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank Page 1 of 2 1: Driveway 1 & Santa Ana Av. PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021:66 109 175 2‐Axle:7613 3‐Axle:8816 4+‐Axle:51722 2021 Adj. Actual: 000000066001090175 2021 Adj. PCE: 000000095001610256 Project (Actual): 0000000203106 Project (PCE): 027070022246050 Cumulative (Actual): 0000000230024047 Cumulative (PCE): 00000005400630117 OYC 2024 NP (Actual): 000000091001370228 OYC 2024 NP (PCE): 0000000152002300382 OYC 2024 WP (Actual): 000000093031380234 OYC 2024 WP (PCE): 02707001542242360432 2: Banana Av. & Santa Ana Av. PHF:0.907 7:30 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021: 4 40 42 9 37 21 2 54 10 60 84 7 370 2‐Axle: 04313107035027 3‐Axle: 01112307125023 4+‐Axle: 1551520411014250 2021 Adj. Actual: 44042 9 3721 2 54106084 7370 2021 Adj. PCE: 65657145331 2 80148612511532 Project (Actual): 125070002202039 Project (PCE): 127070022246051 Cumulative (Actual): 12607002222024084 Cumulative (PCE): 128070053226630162 OYC 2024 NP (Actual):5 43 49 9 45 22 2 78 12 82 111 7 467 OYC 2024 NP (PCE):7 59 66 14 62 32 2 135 16 115 192 11 712 OYC 2024 WP (Actual):6 45 54 9 52 22 2 78 14 102 113 7 506 OYC 2024 WP (PCE):8 61 73 14 69 32 2 137 18 139 198 11 763 3: Banana Av. & Driveway 2 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021: 86 107 193 2‐Axle: 7 6 13 3‐Axle: 2 5 7 4+‐Axle: 11 16 27 2021 Adj. Actual: 086001070000000193 2021 Adj. PCE: 0118001530000000271 Project (Actual): 4300121850100043 Project (PCE): 4500161850100049 Cumulative (Actual): 080029000000037 Cumulative (PCE): 0110035000000046 OYC 2024 NP (Actual): 097001400000000237 OYC 2024 NP (PCE): 0133001930000000326 OYC 2024 WP (Actual): 41000015218501000280 OYC 2024 WP (PCE): 41380020918501000375 11/10/2021 Volume Development AM Peak Hour 3.1-1 Page 2 of 2 Volume Development AM Peak Hour 4: Banana Av. & Driveway 3 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021: 86 107 193 2‐Axle: 7 6 13 3‐Axle: 2 5 7 4+‐Axle: 11 16 27 2021 Adj. Actual: 086001070000000193 2021 Adj. PCE: 0118001530000000271 Project (Actual): 740011230200029 Project (PCE): 940011640300037 Cumulative (Actual): 080029000000037 Cumulative (PCE): 0110035000000046 OYC 2024 NP (Actual): 097001400000000237 OYC 2024 NP (PCE): 0133001930000000326 OYC 2024 WP (Actual): 71010014112302000266 OYC 2024 WP (PCE): 91370019416403000363 5: Cherry Av. & Slover Av. PHF:0.884 7:15 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021: 19 937 39 328 978 606 225 101 20 48 159 210 3,670 2‐Axle: 0 30 6 8 27 25 27 13 6 4 14 18 178 3‐Axle: 017 3 2719362412 3 3 1411169 4+‐Axle: 857 3 4038936915 2 0 2048393 2021 Adj. Actual: 19 937 39 328 978 606 225 101 20 48 159 210 3,670 2021 Adj. PCE: 35 1,107 56 457 1,110 871 426 162 35 57 234 341 4,888 Project (Actual): 050021000000026 Project (PCE): 080029000000037 Cumulative (Actual): 0307325300003015140 Cumulative (PCE): 06795411600004028278 OYC 2024 NP (Actual):20 1,000 47 372 1,065 627 233 105 21 53 165 232 3,939 OYC 2024 NP (PCE):36 1,212 66 527 1,265 902 441 168 36 62 242 380 5,338 OYC 2024 WP (Actual):20 1,005 47 372 1,086 627 233 105 21 53 165 232 3,965 OYC 2024 WP (PCE):36 1,220 66 527 1,294 902 441 168 36 62 242 380 5,375 6: Cherry Av. & Santa Ana Av. PHF:0.928 7:30 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021: 23 649 16 31 678 297 250 41 63 4 18 24 2,094 2‐Axle: 1282528575112287 3‐Axle: 291110581101140 4+‐Axle: 1261217141011131087 2021 Adj. Actual: 23 649 16 31 678 297 250 41 63 4 18 24 2,094 2021 Adj. PCE: 29 743 22 42 755 338 289 50 68 7 28 48 2,415 Project (Actual): 000002151002029 Project (PCE): 000002981002040 Cumulative (Actual): 0700353301002096 Cumulative (PCE): 090041166710030200 OYC 2024 NP (Actual):24 679 17 32 705 360 289 43 65 4 21 25 2,264 OYC 2024 NP (PCE):30 778 22 43 786 465 366 52 70 7 31 49 2,700 OYC 2024 WP (Actual):24 679 17 32 705 381 294 44 65 4 23 25 2,293 OYC 2024 WP (PCE):30 778 22 43 786 494 374 53 70 7 33 49 2,740 11/10/2021 11/10/2021 3.1-2 Page 1 of 2 1: Driveway 1 & Santa Ana Av. PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021:147 51 198 2‐Axle:8816 3‐Axle:426 4+‐Axle:14 8 22 2021 Adj. Actual: 000000014700510198 2021 Adj. PCE: 000000018900780267 2021 ADT: Project (Actual): 0020000100205 Project (PCE): 00700001032013 Project ADT: Cumulative (Actual): 0000000220024046 Cumulative (PCE): 00000004400580102 Cumulative ADT: OYC 2024 NP (Actual): 000000017400770251 OYC 2024 NP (PCE): 0000000240001390378 OYC 2024 NP ADT: OYC 2024 WP (Actual): 002000017500790256 OYC 2024 WP (PCE): 0070000241031410391 OYC 2024 WP ADT: 2: Banana Av. & Santa Ana Av. PHF:0.847 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021: 3 44 58 9 60 7 4 130 13 27 41 4 400 2‐Axle: 06405208026033 3‐Axle: 0010101300208 4+‐Axle: 104223014004030 2021 Adj. Actual: 3 44 58 9 60 7 4 130 13 27 41 4 400 2021 Adj. PCE: 5 50 72 13 71 15 6 171 13 29 58 4 505 2021 ADT: Project (Actual): 272003002170042 Project (PCE): 2725030062102057 Project ADT: Cumulative (Actual): 26210200211823084 Cumulative (PCE): 2627020044111560149 Cumulative ADT: OYC 2024 NP (Actual): 5 52 81 9 64 7 4 156 14 36 65 4 498 OYC 2024 NP (PCE): 7 58 101 13 75 16 6 221 14 41 116 4 672 OYC 2024 NP ADT: OYC 2024 WP (Actual): 7 59 101 9 67 7 4 158 15 43 65 4 540 OYC 2024 WP (PCE):9 65 126 13 78 16 6 227 16 51 118 4 729 OYC 2024 WP ADT: 3: Banana Av. & Driveway 2 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021: 105 100 205 2‐Axle: 10 7 17 3‐Axle: 1 1 2 4+‐Axle: 5 2 7 2021 Adj. Actual: 0105001000000000205 2021 Adj. PCE: 0127001130000000239 2021 ADT: Project (Actual): 1110047180400045 Project (PCE): 0000000000000 Project ADT: Cumulative (Actual): 0290011000000040 Cumulative (PCE): 0350014000000049 Cumulative ADT: OYC 2024 NP (Actual): 0138001150000000252 OYC 2024 NP (PCE): 0166001300000000296 OYC 2024 NP ADT: OYC 2024 WP (Actual): 11490011971804000297 OYC 2024 WP (PCE): 0166001300000000296 OYC 2024 WP ADT: 616 616 368 3,144 94 354 2,915 0 11/10/2021 368 368 0 0 2,674 2,674 72 234 408 262 0 2,696 2,768 1,403 2,460 22 2,460 1,285 1,988 00 72 0 2,915 2,674 0 2,460 02,915 3,149 3,323 262 0 0 0 1,988 1,988 72 0 Volume Development PM Peak Hour 94 0 1,491 2,768 4,485 616 00 876 408 88 4,131 3,323 3.1-3 Page 2 of 2 Volume Development PM Peak Hour 4: Banana Av. & Driveway 3 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021: 105 100 205 2‐Axle: 10 7 17 3‐Axle: 1 1 2 4+‐Axle: 5 2 7 2021 Adj. Actual: 0105001000000000205 2021 Adj. PCE: 0127001130000000239 2021 ADT: Project (Actual): 210044110600028 Project (PCE): 420046160900041 Project ADT: Cumulative (Actual): 0290011000000040 Cumulative (PCE): 0350014000000049 Cumulative ADT: OYC 2024 NP (Actual): 0138001150000000252 OYC 2024 NP (PCE): 0166001300000000296 OYC 2024 NP ADT: OYC 2024 WP (Actual): 21390011941106000280 OYC 2024 WP (PCE): 41680013461609000337 OYC 2024 WP ADT: 5: Cherry Av. & Slover Av. PHF:0.985 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021: 27 784 73 343 886 275 377 528 40 67 163 311 3,874 2‐Axle: 136338231521292369186 3‐Axle: 417 0 1711263310 6 1 1813156 4+‐Axle: 331 7 3631683926 2 2 2520290 2021 Adj. Actual: 27 784 73 343 886 275 377 528 40 67 163 311 3,874 2021 Adj. PCE: 40 908 90 479 988 465 526 624 55 76 246 380 4,874 2021 ADT: Project (Actual): 020007000000027 Project (PCE): 0290012000000041 Project ADT: Cumulative (Actual): 0513173400007031143 Cumulative (PCE): 01005327800009048272 Cumulative ADT: OYC 2024 NP (Actual): 28 863 79 372 951 285 390 547 41 76 169 353 4,153 OYC 2024 NP (PCE): 41 1,039 98 527 1,100 481 544 646 57 87 255 441 5,318 OYC 2024 NP ADT: OYC 2024 WP (Actual): 28 883 79 372 958 285 390 547 41 76 169 353 4,180 OYC 2024 WP (PCE):41 1,068 98 527 1,112 481 544 646 57 87 255 441 5,359 OYC 2024 WP ADT: 6: Cherry Av. & Santa Ana Av. PHF:0.908 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL Existing 2021: 8 638 8 37 855 63 159 59 15 18 8 46 1,914 2‐Axle: 0283121763001171 3‐Axle: 211109691000140 4+‐Axle: 11911016794201676 2021 Adj. Actual: 8 638 8 37 855 63 159 59 15 18 8 46 1,914 2021 Adj. PCE: 13 721 15 58 922 93 197 72 19 18 11 61 2,197 2021 ADT: Project (Actual): 000007202001030 Project (PCE): 0000012292001044 Project ADT: Cumulative (Actual): 0300734513001099 Cumulative (PCE): 050097810040010197 Cumulative ADT: OYC 2024 NP (Actual): 8 663 8 38 892 99 216 64 16 19 9 48 2,080 OYC 2024 NP (PCE): 13 751 15 60 963 174 303 78 20 19 12 63 2,471 OYC 2024 NP ADT: OYC 2024 WP (Actual): 8 663 8 38 892 106 236 66 16 19 10 48 2,110 OYC 2024 WP (PCE):13 751 15 60 963 186 332 80 20 19 13 63 2,515 OYC 2024 WP ADT: 2,915 2,915 0 0 154 232 282 0 368 368 0 0 002,460 2,460 3,069 3,147 282 0 11/10/2021 18,849 29,886 14,160 14,913 332 332 0 0 1,222 1,670 0 648 20,735 32,608 14,658 16,086 21,067 32,940 14,658 16,086 11/10/2021 15,795 18,417 3,196 1,803 16,451 20,287 4,470 1,906 16,451 20,619 4,824 1,928 0 332 354 22 100 1,222 1,162 40 3.1-4 T42321 DATE:LOCATION:PROJECT #:SC3184Wed, Nov 10, 21 NORTH & SOUTH:LOCATION #:1 EAST & WEST:CONTROL:STOP ALL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:0 1 1 0 1 0 0 1 0 0 1 0 0 0 0 0 X X X X 7:00 AM 1 10 11 3 3 4 1 15 2 8 9 1 68 0 0 0 0 0 0 0 0 07:15 AM 1 10 13 0 18 4 0 13 0 12 11 2 84 0 0 0 0 0 0 0 0 07:30 AM 2 13 11 1 12 7 1 19 2 16 17 1 102 0 0 0 0 0 0 0 0 07:45 AM 2 13 13 4 12 5 0 12 3 10 23 1 98 0 0 0 0 0 0 0 0 08:00 AM 0 7 10 1 7 4 0 12 3 12 23 2 81 0 1 0 0 1 0 0 0 08:15 AM 0 7 8 3 6 5 1 11 2 22 21 3 89 0 0 0 0 0 0 0 0 08:30 AM 2 8 16 3 9 7 1 14 2 11 17 2 92 0 0 0 0 0 0 0 0 08:45 AM 1 5 5 2 12 8 0 16 0 6 11 2 68 0 0 0 0 0 0 0 0 0VOLUMES9 73 87 17 79 44 4 112 14 97 132 14 682 0 1 0 0 1 0 0 0 0APPROACH %5%43%51%12%56%31%3%86%11%40%54%6%APP/DEPART 169 /92 140 /190 130 /215 243 /185 0 BEGIN PEAK HRVOLUMES 4 40 42 9 37 21 2 54 10 60 84 7 370 0 0 0 0APPROACH %5%47%49%13%55%31%3%82%15%40%56%5%PEAK HR FACTOR 0.768 0.798 0.750 0.821 0.907 APP/DEPART 86 /50 67 /107 66 /104 151 /109 0 4:00 PM 4 10 12 3 11 1 1 30 2 6 15 2 97 0 0 0 0 0 0 0 0 04:15 PM 1 7 7 1 13 1 1 27 0 4 11 0 73 0 0 0 0 0 0 0 0 04:30 PM 1 13 13 3 18 1 1 41 3 7 15 2 118 0 0 0 0 0 0 0 0 04:45 PM 1 15 14 2 14 2 1 28 3 4 8 0 92 0 0 0 0 0 0 0 0 05:00 PM 1 6 18 3 15 2 2 36 5 10 8 1 107 0 0 0 0 0 0 0 0 05:15 PM 0 10 13 1 13 2 0 25 2 6 10 1 83 0 0 0 0 0 0 0 0 05:30 PM 1 7 9 4 15 0 1 11 2 9 7 2 68 0 0 0 0 0 0 0 0 05:45 PM 1 8 12 1 14 1 0 11 2 6 7 0 63 0 0 0 0 0 0 0 0 0VOLUMES10 76 98 18 113 10 7 209 19 52 81 8 701 0 0 0 0 0 0 0 0 0APPROACH %5%41%53%13%80%7%3%89%8%37%57%6%APP/DEPART 184 /91 141 /184 235 /325 141 /101 0 BEGIN PEAK HRVOLUMES 3 44 58 9 60 7 4 130 13 27 41 4 400 0 0 0 0APPROACH %3%42%55%12%79%9%3%88%9%38%57%6%PEAK HR FACTOR 0.875 0.864 0.817 0.750 0.847 APP/DEPART 105 /52 76 /100 147 /197 72 /51 0 Banana NORTH SIDE Santa Ana WEST SIDE EAST SIDE Santa Ana SOUTH SIDE Banana E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 5:00 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0 5:15 PM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 5:30 PM 0 1 0 1 2 0 1 0 1 2 0 0 0 0 0 5:45 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 TOTAL 2 2 0 4 8 2 1 0 3 6 0 1 0 1 2 BICYCLE CROSSINGS AMPMAM7:30 AM PM4:30 PM ALL PED AND BIKE PEDESTRIAN CROSSINGS RTOR INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Fontana BananaSanta Ana U-TURNS Banana Banana Santa Ana Santa Ana Add U-Turns to Left Turns 3.1-5 281 54 192 35 TOTAL 183 141 10 113 18 PM 91 140 44 79 17 AM 92 243 141 384 286 101 185 14 8 22 132 81 213 TOTALPMAM97 52 149 11 7 4 AMPMTOTAL321 209 112 33 19 14 215 325 540 365 235 130 190 AM 9 73 87 169 184 PM 10 76 98 184 374 TOTAL 19 149 185 353 143 28 97 18 TOTAL 102 76 7 60 9 PM 52 67 21 37 9 AM 50 151 72 223 160 51 109 7 4 11 84 41 125 TOTALPMAMAM 7:30 AM 8:45 AM 60 27 87 6 4 2 #N/A AMPMTOTAL184 130 54 PM 4:30 PM 3:45 PM 23 13 10 104 197 301 213 147 66 107 AM 4 40 42 86 100 PM 3 44 58 105 207 Total 7 84 100 191 Banana AimTD LLC TURNING MOVEMENT COUNTS Banana Santa AnaSanta AnaFontana SC3184 ALL HOURS Banana Banana Santa AnaSanta AnaPEAK HOUR 3.1-6 DATE:LOCATION:Fontana PROJECT #: SC318411/10/21 NORTH & SOUTH: Banana LOCATION #: 1 WEDNESDAY EAST & WEST:Santa Ana CONTROL: STOP ALL CLASS 2: NOTES:AM ▲2-AXLE PM N WORK MD ◄ W E ► VEHICLES/OTHER S TRUCKS OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:011010010010 X X X X 7:00 AM 0 0 2 0 1 1 0 5 0 2 0 0 11 00000 00007:15 AM 0 0 2 0 0 0 0 0 0 0 2 0 4 00000 00007:30 AM 0 1 0 0 0 0 0 3 0 2 1 0 7 00000 00007:45 AM 0 2 1 0 2 0 0 1 0 0 1 0 7 00000 00008:00 AM 0 0 1 0 0 1 0 0 0 0 1 0 3 00000 00008:15 AM 0 1 1 1 1 0 0 3 0 1 2 0 10 00000 00008:30 AM 0 0 0 0 2 0 0 1 0 1 5 0 9 00000 00008:45 AM 0 1 0 0 1 0 0 0 0 1 2 0 5 00000 0000VOLUMES0 5 7 1 7 2 0 13 0 7 14 0 56 0000 0 0000APPROACH % 0% 42% 58% 10% 70% 20% 0% 100% 0% 33% 67% 0%APP/DEPART 12 /5 10 /14 13 /21 21 /16 0 BEGIN PEAK HRVOLUMES 0 4 3 1 3 1 0 7 0 3 5 0 27 0000APPROACH % 0% 57% 43% 20% 60% 20% 0% 100% 0% 38% 63% 0%PEAK HR FACTOR 0.583 0.625 0.583 0.667 0.675 APP/DEPART 7 /4 5 /6 7 /11 8 /6 0 4:00 PM 0 1 4 1 2 0 1 2 0 1 2 0 14 00000 00004:15 PM 0 0 0 0 2 0 0 2 0 0 2 0 6 00000 00004:30 PM 0 2 0 0 2 1 0 0 0 2 4 0 11 00000 00004:45 PM 0 4 1 0 2 0 0 1 0 0 1 0 9 00000 00005:00 PM 0 0 2 0 0 1 0 3 0 0 0 0 6 00000 00005:15 PM 0 0 1 0 1 0 0 4 0 0 1 0 7 00000 00005:30 PM 0 0 0 0 1 0 0 1 0 0 1 0 3 00000 00005:45 PM 0 1 1 0 0 0 0 1 1 0 0 0 4 00000 0000VOLUMES0 8 9 1 10 2 1 14 1 3 11 0 60 0000 0 0000APPROACH % 0% 47% 53% 8% 77% 15% 6% 88% 6% 21% 79% 0%APP/DEPART 17 /9 13 /14 16 /24 14 /13 0 BEGIN PEAK HRVOLUMES 0 6 4 0 5 2 0 8 0 2 6 0 33 0000APPROACH % 0% 60% 40% 0% 71% 29% 0% 100% 0% 25% 75% 0% PEAK HR FACTOR 0.500 0.583 0.500 0.333 0.750 APP/DEPART 10 /6 7 /7 8 /12 8 /8 0 Banana NORTH SIDE Santa Ana WEST SIDE EAST SIDE Santa Ana SOUTH SIDE BananaAM7:30 AM PM4:30 PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com RTORU-TURNS Banana Banana Santa Ana Santa Ana 3.1-7 DATE:LOCATION:Fontana PROJECT #: SC3184 11/10/21 NORTH & SOUTH: Banana LOCATION #: 1 WEDNESDAY EAST & WEST:Santa Ana CONTROL: STOP ALL CLASS 3: NOTES:AM ▲ 3-AXLE PM N TRUCKS MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:0110 1 0010010 X X X X 7:00 AM 0 0 1 0 0 1 0 1 0 1 0 0 4 00000 00007:15 AM 0 1 2 0 0 0 0 1 0 0 3 0 7 00000 00007:30 AM 0 1 1 0 0 0 0 2 0 1 0 0 5 00000 00007:45 AM 0 0 0 1 0 1 0 1 1 0 0 0 4 00000 00008:00 AM 0 0 0 0 0 1 0 4 0 0 3 0 8 00000 00008:15 AM 0 0 0 0 2 1 0 0 0 1 2 0 6 00000 00008:30 AM 0 1 2 1 0 1 0 4 0 0 0 1 10 00000 00008:45 AM 0 0 0 0 0 2 0 2 0 0 1 0 5 00000 0000VOLUMES0 3 6 2 2 7 0 15 1 3 9 1 49 0000 0 0000APPROACH % 0% 33% 67% 18% 18% 64% 0% 94% 6% 23% 69% 8%APP/DEPART 9 /4 11 /6 16 /23 13 /16 0 BEGIN PEAK HRVOLUMES 0 1 1 1 2 3 0 7 1 2 5 0 23 0000APPROACH % 0% 50% 50% 17% 33% 50% 0% 88% 13% 29% 71% 0%PEAK HR FACTOR 0.250 0.500 0.500 0.583 0.719 APP/DEPART 2 /1 6 /5 8 /9 7 /8 0 4:00 PM 0 1 0 0 0 0 0 2 0 0 1 0 4 00000 0000 4:15 PM 0 0 0 0 0 0 1 0 0 0 3 0 4 00000 0000 4:30 PM 0 0 0 0 1 0 1 1 0 0 1 0 4 00000 0000 4:45 PM 0 0 1 0 0 0 0 2 0 0 1 0 4 00000 0000 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000 5:30 PM 0 0 0 1 0 0 0 1 0 0 1 0 3 00000 0000 5:45 PM 0 0 0 0 1 0 0 0 0 0 1 0 2 00000 0000 VOLUMES 0 1 1 1 2 0 2 6 0 0 8 0 21 0000 0 0000 APPROACH % 0% 50% 50% 33% 67% 0% 25% 75% 0% 0% 100% 0% APP/DEPART 2 /3 3 /2 8 /8 8 /8 0 BEGIN PEAK HRVOLUMES 0 0 1 0 1 0 1 3 0 0 2 0 8 0000APPROACH % 0% 0% 100% 0% 100% 0% 25% 75% 0% 0% 100% 0%PEAK HR FACTOR 0.250 0.250 0.500 0.500 0.500 APP/DEPART 1 /1 1 /1 4 /4 2 /2 0 Banana NORTH SIDE Santa Ana WEST SIDE EAST SIDE Santa Ana SOUTH SIDE BananaAM7:30 AM PM4:30 PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com RTORU-TURNS Banana Banana Santa Ana Santa Ana 3.1-8 DATE:LOCATION:Fontana PROJECT #: SC318411/10/21 NORTH & SOUTH: Banana LOCATION #: 1 WEDNESDAY EAST & WEST:Santa Ana CONTROL: STOP ALL CLASS 4:NOTES:AM ▲ 4 OR MORE PM N AXLE MD ◄ W E ► TRUCKS OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:011010010010 X X X X 7:00 AM 0 1 0 1 0 0 0 1 0 2 0 0 5 00000 00007:15 AM 0 0 0 0 5 0 0 5 0 0 0 0 10 00000 00007:30 AM 1 0 4 0 3 0 0 2 0 2 2 1 15 00000 00007:45 AM 0 2 1 1 1 1 0 2 1 4 1 0 14 00000 00008:00 AM 0 0 0 0 0 0 0 0 0 3 5 1 9 00000 00008:15 AM 0 3 0 0 1 1 0 0 0 1 6 0 12 00000 00008:30 AM 1 0 0 1 0 0 0 0 1 3 1 0 7 00000 00008:45 AM 0 1 1 1 4 1 0 2 0 1 1 1 13 00000 0000VOLUMES2 7 6 4 14 3 0 12 2 16 16 3 85 0000 0 0000APPROACH % 13% 47% 40% 19% 67% 14% 0% 86% 14% 46% 46% 9%APP/DEPART 15 /10 21 /32 14 /22 35 /21 0 BEGIN PEAK HRVOLUMES 1 5 5 1 5 2 0 4 1 10 14 2 50 0000APPROACH % 9% 45% 45% 13% 63% 25% 0% 80% 20% 38% 54% 8%PEAK HR FACTOR 0.550 0.667 0.417 0.722 0.833 APP/DEPART 11 /7 8 /16 5 /10 26 /17 0 4:00 PM 1 0 1 2 0 0 0 1 1 1 1 1 9 00000 00004:15 PM 0 0 2 0 1 0 0 1 0 1 0 0 5 00000 00004:30 PM 0 0 1 0 0 0 0 5 0 0 1 0 7 00000 00004:45 PM 1 0 1 1 0 1 0 1 0 0 1 0 6 00000 00005:00 PM 0 0 2 1 1 1 0 4 0 0 1 0 10 00000 00005:15 PM 0 0 0 0 1 1 0 4 0 0 1 0 7 00000 00005:30 PM 0 0 2 0 1 0 0 0 0 2 0 0 5 00000 00005:45 PM 0 1 1 0 0 0 0 3 0 0 1 0 6 00000 0000VOLUMES2 1 10 4 4 3 0 19 1 4 6 1 55 0000 0 0000APPROACH % 15% 8% 77% 36% 36% 27% 0% 95% 5% 36% 55% 9%APP/DEPART 13 /2 11 /9 20 /33 11 /11 0 BEGIN PEAK HRVOLUMES 1 0 4 2 2 3 0 14 0 0 4 0 30 0000APPROACH % 20% 0% 80% 29% 29% 43% 0% 100% 0% 0% 100% 0% PEAK HR FACTOR 0.625 0.583 0.700 1.000 0.750 APP/DEPART 5 /0 7 /2 14 /20 4 /8 0 Banana NORTH SIDE Santa Ana WEST SIDE EAST SIDE Santa Ana SOUTH SIDE BananaAM7:30 AM PM4:30 PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com RTORU-TURNS Banana Banana Santa Ana Santa Ana 3.1-9 T42321 DATE:LOCATION:PROJECT #:SC3184Wed, Nov 10, 21 NORTH & SOUTH:LOCATION #:3 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1 3 0 1 3 1 2 2 0 2 2 1 0 0 0 0 0 0 0 0 7:00 AM 6 177 9 89 197 124 45 25 5 6 37 59 779 0 1 0 0 1 1 35 2 177:15 AM 3 222 12 69 208 148 56 21 3 20 31 57 850 0 1 0 2 3 2 46 1 187:30 AM 3 218 8 70 209 133 62 22 3 8 47 55 838 0 0 1 0 1 1 40 1 217:45 AM 6 242 13 112 293 183 40 35 7 5 53 49 1,038 0 0 0 1 1 1 59 0 188:00 AM 7 255 6 77 268 142 67 23 7 15 28 49 944 0 1 0 1 2 1 51 1 228:15 AM 6 181 9 82 213 115 58 39 4 10 42 59 818 0 0 0 0 0 2 33 1 248:30 AM 4 220 11 68 157 72 52 46 3 5 54 56 748 0 1 0 1 2 0 24 1 248:45 AM 4 154 14 64 130 118 47 28 9 9 35 46 658 0 0 0 0 0 1 41 3 14VOLUMES39 1,669 82 631 1,675 1,035 427 239 41 78 327 430 6,673 0 4 1 5 10 9 329 10 158APPROACH %2%93%5%19%50%31%60%34%6%9%39%51%APP/DEPART 1,790 /2,529 3,341 /1,789 707 /953 835 /1,402 0 BEGIN PEAK HRVOLUMES 19 937 39 328 978 606 225 101 20 48 159 210 3,670 5 196 3 79APPROACH %2%94%4%17%51%32%65%29%6%12%38%50%PEAK HR FACTOR 0.928 0.813 0.892 0.948 0.884 APP/DEPART 995 /1,373 1,912 /1,042 346 /470 417 /785 0 4:00 PM 11 181 20 70 195 88 84 155 2 8 46 76 936 0 2 0 3 5 1 30 0 244:15 PM 9 161 23 60 180 86 78 137 6 9 31 77 857 2 0 0 0 2 1 36 1 294:30 PM 9 218 20 75 223 63 96 132 4 15 40 88 983 0 1 0 0 1 1 14 2 284:45 PM 6 189 18 81 226 74 105 142 14 19 39 66 979 0 0 0 2 2 2 24 0 105:00 PM 9 172 18 98 194 58 95 148 13 17 53 95 970 0 0 0 0 0 0 21 4 355:15 PM 3 205 17 89 243 80 81 106 9 16 31 62 942 0 0 0 1 1 1 27 1 115:30 PM 5 165 18 64 196 61 77 122 4 12 47 88 859 0 0 0 0 0 3 27 0 355:45 PM 4 157 13 67 176 81 66 117 10 5 38 64 798 1 0 0 0 1 2 26 2 30VOLUMES56 1,448 147 604 1,633 591 682 1,059 62 101 325 616 7,324 3 3 0 6 12 11 205 10 202APPROACH %3%88%9%21%58%21%38%59%3%10%31%59%APP/DEPART 1,651 /2,749 2,828 /1,793 1,803 /1,813 1,042 /969 0 BEGIN PEAK HRVOLUMES 27 784 73 343 886 275 377 528 40 67 163 311 3,874 4 86 7 84APPROACH %3%89%8%23%59%18%40%56%4%12%30%57%PEAK HR FACTOR 0.895 0.913 0.905 0.820 0.985 APP/DEPART 884 /1,473 1,504 /990 945 /946 541 /465 0 Cherry NORTH SIDE Slover WEST SIDE EAST SIDE Slover SOUTH SIDE Cherry E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 7:15 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 7:30 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 7:45 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 8:00 AM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 8:15 AM 2 0 0 1 3 2 0 0 1 3 0 0 0 0 0 8:30 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 0 4 1 10 3 0 3 1 7 2 0 1 0 3 4:00 PM 3 0 0 1 4 2 0 0 1 3 1 0 0 0 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 4:45 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 5:00 PM 1 0 1 0 2 1 0 1 0 2 0 0 0 0 0 5:15 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 5:30 PM 1 0 1 0 2 1 0 1 0 2 0 0 0 0 0 5:45 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0 TOTAL 5 0 4 4 13 4 0 4 3 11 1 0 0 1 2 BICYCLE CROSSINGS AMPMAM7:15 AM PM4:30 PM ALL PED AND BIKE PEDESTRIAN CROSSINGS RTOR Queue NB AM/PM INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Fontana CherrySlover U-TURNS Cherry Cherry Slover Slover Add U-Turns to Left Turns 3.1-10 6,169 1,626 3,308 1,235 TOTAL 5,278 2,828 591 1,633 604 PM 2,749 3,341 1,035 1,675 631 AM 2,529 835 1,042 1,877 2,371 969 1,402 430 616 1,046 327 325 652 TOTALPMAM78 101 179 1,109 682 427 AMPMTOTAL1,298 1,059 239 103 62 41 953 1,813 2,766 2,510 1,803 707 1,789 AM 39 1,669 82 1,790 1,793 PM 56 1,448 147 1,651 3,582 TOTAL 95 3,117 229 3,441 3,416 881 1,864 671 TOTAL 2,846 1,504 275 886 343 PM 1,473 1,912 606 978 328 AM 1,373 417 541 958 1,250 465 785 210 311 521 159 163 322 TOTALPMAMAM 7:15 AM 8:45 AM 48 67 115 602 377 225 #N/A AMPMTOTAL629 528 101 PM 4:30 PM 3:45 PM 60 40 20 470 946 1,416 1,291 945 346 1,042 AM 19 937 39 995 990 PM 27 784 73 884 2,032 Total 46 1,721 112 1,879 Cherry AimTD LLC TURNING MOVEMENT COUNTS Cherry SloverSloverFontana SC3184 ALL HOURS Cherry Cherry SloverSloverPEAK HOUR 3.1-11 DATE:LOCATION:Fontana PROJECT #: SC318411/10/21 NORTH & SOUTH: Cherry LOCATION #: 3 WEDNESDAY EAST & WEST: Slover CONTROL: SIGNAL CLASS 2: NOTES:AM ▲2-AXLE PM N WORK MD ◄ W E ► VEHICLES/OTHER S TRUCKS OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:130131220221 0000 7:00 AM 1 14 0 10 11 8 4 5 0 1 3 2 59 00000 03017:15 AM 0 4 2 2 5 7 8 3 2 0 1 6 40 00000 11137:30 AM 0 10 0 2 5 5 6 4 1 1 5 4 43 00000 01037:45 AM 0 7 3 2 6 7 2 5 1 3 4 3 43 00011 14018:00 AM 0 9 1 2 11 6 11 1 2 1 4 5 53 00000 02038:15 AM 0 5 0 5 8 7 4 5 0 0 4 10 48 00000 00078:30 AM 1 12 2 5 12 7 4 1 0 1 12 8 65 00000 04018:45 AM 1 14 4 4 9 13 6 6 2 2 4 6 71 00000 0703VOLUMES3 75 12 32 67 60 45 30 8 9 37 44 422 0001 1 2 22 1 22APPROACH % 3% 83% 13% 20% 42% 38% 54% 36% 10% 10% 41% 49%APP/DEPART 90 /164 159 /83 83 /75 90 /100 0 BEGIN PEAK HRVOLUMES 0 30 6 8 27 25 27 13 6 4 14 18 179 2 8 1 10APPROACH % 0% 83% 17% 13% 45% 42% 59% 28% 13% 11% 38% 49%PEAK HR FACTOR 0.900 0.789 0.821 0.925 0.844 APP/DEPART 36 /75 60 /37 46 /28 37 /39 0 4:00 PM 0 5 1 6 7 8 3 7 1 1 5 3 47 01001 04014:15 PM 0 6 1 7 8 5 8 10 0 0 1 7 53 00000 01014:30 PM 0 9 0 9 5 6 3 5 0 0 1 3 41 00000 02004:45 PM 0 5 2 14 8 2 8 10 0 1 1 1 52 00000 01005:00 PM 1 10 0 8 5 2 3 8 1 1 2 4 45 00000 00035:15 PM 0 12 1 7 5 5 7 6 1 1 2 1 48 00000 01105:30 PM 0 3 0 1 5 4 4 7 0 0 2 4 30 00000 01015:45 PM 0 9 1 4 3 2 3 8 0 0 2 3 35 00000 0101VOLUMES1 59 6 56 46 34 39 61 3 4 16 26 351 0100 1 0 11 1 7APPROACH % 2% 89% 9% 41% 34% 25% 38% 59% 3% 9% 35% 57%APP/DEPART 66 /125 136 /53 103 /122 46 /51 0 BEGIN PEAK HRVOLUMES 1 36 3 38 23 15 21 29 2 3 6 9 186 0413APPROACH % 3% 90% 8% 50% 30% 20% 40% 56% 4% 17% 33% 50% PEAK HR FACTOR 0.769 0.792 0.722 0.643 0.894 APP/DEPART 40 /66 76 /28 52 /70 18 /22 0 Cherry NORTH SIDE Slover WEST SIDE EAST SIDE Slover SOUTH SIDE CherryAM7:15 AM PM4:30 PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com RTORU-TURNS Cherry Cherry Slover Slover 3.1-12 DATE:LOCATION:Fontana PROJECT #: SC3184 11/10/21 NORTH & SOUTH: Cherry LOCATION #: 3 WEDNESDAY EAST & WEST:Slover CONTROL: SIGNAL CLASS 3: NOTES:AM ▲ 3-AXLE PM N TRUCKS MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1301 3 1220221 0000 7:00 AM 1 3 0 7 4 6 1 2 1 0 0 3 28 00000 03037:15 AM 0 6 2 7 7 8 4 2 0 2 1 2 41 00000 15017:30 AM 0 4 1 10 0 5 9 2 1 0 5 2 39 00000 12107:45 AM 0 2 0 3 6 13 6 4 1 0 5 3 43 00000 02008:00 AM 0 5 0 7 6 10 5 4 1 1 3 4 46 00000 03038:15 AM 1 6 2 7 3 5 4 4 1 0 5 4 42 00000 00138:30 AM 0 4 1 9 5 8 5 3 0 0 3 8 46 00000 02038:45 AM 0 7 2 5 4 12 3 1 2 1 4 5 46 00000 0603VOLUMES2 37 8 55 35 67 37 22 7 4 26 31 331 0000 0 2 23 2 16APPROACH % 4% 79% 17% 35% 22% 43% 56% 33% 11% 7% 43% 51%APP/DEPART 47 /105 157 /46 66 /85 61 /95 0 BEGIN PEAK HRVOLUMES 0 17 3 27 19 36 24 12 3 3 14 11 169 2 12 1 4APPROACH % 0% 85% 15% 33% 23% 44% 62% 31% 8% 11% 50% 39%PEAK HR FACTOR 0.625 0.891 0.813 0.875 0.918 APP/DEPART 20 /52 82 /25 39 /42 28 /50 0 4:00 PM 2 5 1 3 5 3 6 5 0 0 4 2 36 00000 0001 4:15 PM 1 2 0 4 2 5 6 5 0 0 1 4 30 00000 0301 4:30 PM 0 6 0 3 2 9 9 2 0 0 4 2 37 00000 0200 4:45 PM 2 6 0 3 3 6 14 3 1 0 5 3 46 00000 0201 5:00 PM 1 3 0 8 1 4 8 3 2 0 5 5 40 00000 0111 5:15 PM 1 2 0 3 5 7 2 2 3 1 4 3 33 00000 0302 5:30 PM 0 3 0 1 3 2 5 2 0 0 1 2 19 00000 0001 5:45 PM 0 5 1 3 2 12 5 3 0 0 1 2 34 00000 0402 VOLUMES 7 32 2 28 23 48 55 25 6 1 25 23 275 0000 0 0 15 1 9 APPROACH % 17% 78% 5% 28% 23% 48% 64% 29% 7% 2% 51% 47% APP/DEPART 41 /110 99 /30 86 /55 49 /80 0 BEGIN PEAK HRVOLUMES 4 17 0 17 11 26 33 10 6 1 18 13 156 0814APPROACH % 19% 81% 0% 31% 20% 48% 67% 20% 12% 3% 56% 41%PEAK HR FACTOR 0.656 0.900 0.681 0.800 0.848 APP/DEPART 21 /63 54 /18 49 /27 32 /48 0 Cherry NORTH SIDE Slover WEST SIDE EAST SIDE Slover SOUTH SIDE CherryAM7:15 AM PM4:30 PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com RTORU-TURNS Cherry Cherry Slover Slover 3.1-13 DATE:LOCATION:Fontana PROJECT #: SC318411/10/21 NORTH & SOUTH: Cherry LOCATION #: 3 WEDNESDAY EAST & WEST:Slover CONTROL: SIGNAL CLASS 4:NOTES:AM ▲ 4 OR MORE PM N AXLE MD ◄ W E ► TRUCKS OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:130131220221 0000 7:00 AM 1 9 2 5 13 19 30 1 0 0 3 16 99 00000 06017:15 AM 1 21 1 10 7 25 18 2 0 0 4 8 97 00000 08027:30 AM 1 12 1 7 9 24 16 5 1 0 6 17 99 00000 06067:45 AM 4 11 0 12 8 27 18 3 1 0 6 15 105 00000 09058:00 AM 2 13 1 11 14 17 17 5 0 0 4 8 92 00000 07038:15 AM 2 4 0 8 7 25 22 9 0 0 7 19 103 00000 07068:30 AM 0 11 0 8 17 15 20 17 0 0 7 8 103 00000 03048:45 AM 0 15 1 14 12 23 16 6 2 1 7 9 106 00000 0613VOLUMES11 96 6 75 87 175 157 48 4 1 44 100 804 0000 0 0 52 1 30APPROACH % 10% 85% 5% 22% 26% 52% 75% 23% 2% 1% 30% 69%APP/DEPART 113 /353 337 /92 209 /129 145 /230 0 BEGIN PEAK HRVOLUMES 8 57 3 40 38 93 69 15 2 0 20 48 393 0 30 0 16APPROACH % 12% 84% 4% 23% 22% 54% 80% 17% 2% 0% 29% 71%PEAK HR FACTOR 0.739 0.910 0.977 0.739 0.936 APP/DEPART 68 /174 171 /40 86 /58 68 /121 0 4:00 PM 0 8 0 9 9 24 16 4 0 0 3 8 81 00000 06034:15 PM 3 7 1 10 6 19 12 17 0 1 4 6 86 00000 09014:30 PM 0 7 4 6 8 18 8 4 0 0 6 4 65 00000 03024:45 PM 1 6 0 6 8 17 9 8 0 1 6 6 68 00000 06015:00 PM 2 10 2 14 6 18 7 5 1 1 8 4 78 00000 08005:15 PM 0 8 1 10 9 15 15 9 1 0 5 6 79 00000 04035:30 PM 2 7 0 6 5 12 17 2 1 0 2 8 62 00000 07005:45 PM 1 4 0 7 8 16 13 6 1 0 1 3 60 00000 0400VOLUMES9 57 8 68 59 139 97 55 4 3 35 45 579 0000 0 0 47 0 10APPROACH % 12% 77% 11% 26% 22% 52% 62% 35% 3% 4% 42% 54%APP/DEPART 74 /199 266 /66 156 /131 83 /183 0 BEGIN PEAK HRVOLUMES 3 31 7 36 31 68 39 26 2 2 25 20 290 0 21 0 6APPROACH % 7% 76% 17% 27% 23% 50% 58% 39% 3% 4% 53% 43% PEAK HR FACTOR 0.732 0.888 0.670 0.904 0.918 APP/DEPART 41 /90 135 /35 67 /69 47 /96 0 Cherry NORTH SIDE Slover WEST SIDE EAST SIDE Slover SOUTH SIDE CherryAM7:15 AM PM4:30 PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com RTORU-TURNS Cherry Cherry Slover Slover 3.1-14 T42321 DATE:LOCATION:PROJECT #:SC3184Wed, Nov 10, 21 NORTH & SOUTH:LOCATION #:4 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1 3 0 1 3 0 0 1 1 0 1 1 0 0 0 0 0 0 0 0 7:00 AM 3 142 3 15 121 39 27 2 1 2 4 6 365 0 5 0 0 5 0 10 1 37:15 AM 1 194 2 14 169 67 36 3 4 3 6 12 511 0 4 0 0 4 0 12 1 77:30 AM 5 176 5 3 164 49 54 5 7 3 4 6 481 0 1 0 0 1 0 2 3 17:45 AM 3 184 3 11 178 66 52 8 17 0 5 8 535 0 0 0 0 0 0 5 11 78:00 AM 8 176 6 12 169 88 64 13 21 1 2 4 564 1 4 0 0 5 0 22 8 18:15 AM 7 113 2 5 167 94 80 15 18 0 7 6 514 0 1 0 0 1 2 20 8 18:30 AM 10 143 3 9 97 30 67 5 17 0 6 9 396 2 0 0 0 2 0 8 10 38:45 AM 2 140 5 16 104 27 30 3 3 1 3 5 339 1 3 0 0 4 0 5 2 3VOLUMES39 1,268 29 85 1,169 460 410 54 88 10 37 56 3,705 4 18 0 0 22 2 84 44 26APPROACH %3%95%2%5%68%27%74%10%16%10%36%54%APP/DEPART 1,336 /1,752 1,714 /1,271 552 /150 103 /532 0 BEGIN PEAK HRVOLUMES 23 649 16 31 678 297 250 41 63 4 18 24 2,094 2 49 30 10APPROACH %3%94%2%3%67%30%71%12%18%9%39%52%PEAK HR FACTOR 0.905 0.935 0.783 0.885 0.928 APP/DEPART 688 /929 1,006 /746 354 /82 46 /337 0 4:00 PM 1 155 4 7 195 21 36 18 5 1 4 11 458 1 2 0 0 3 0 3 1 74:15 PM 3 157 5 6 181 12 36 17 4 2 5 5 433 1 4 0 0 5 0 1 1 24:30 PM 2 154 4 10 189 14 42 16 4 5 2 13 455 0 3 0 0 3 0 0 2 94:45 PM 3 173 3 11 239 20 42 18 4 4 1 9 527 1 1 0 0 2 0 5 1 65:00 PM 1 153 0 7 196 13 42 14 3 5 5 13 452 0 2 0 0 2 0 0 1 75:15 PM 2 158 1 9 231 16 33 11 4 4 0 11 480 0 0 0 0 0 0 2 4 85:30 PM 3 152 3 4 199 14 14 7 5 0 1 10 412 0 0 0 0 0 0 0 5 105:45 PM 0 125 6 9 160 14 27 3 6 1 1 6 358 0 4 0 0 4 0 2 2 5VOLUMES15 1,227 26 63 1,590 124 272 104 35 22 19 78 3,575 3 16 0 0 19 0 13 17 54APPROACH %1%97%2%4%89%7%66%25%9%18%16%66%APP/DEPART 1,268 /1,593 1,777 /1,650 411 /177 119 /155 0 BEGIN PEAK HRVOLUMES 8 638 8 37 855 63 159 59 15 18 8 46 1,914 0 7 8 30APPROACH %1%98%1%4%90%7%68%25%6%25%11%64%PEAK HR FACTOR 0.913 0.884 0.910 0.783 0.908 APP/DEPART 654 /849 955 /889 233 /98 72 /78 0 Cherry NORTH SIDE Santa Ana WEST SIDE EAST SIDE Santa Ana SOUTH SIDE Cherry E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 0 1 1 0 2 0 1 0 0 1 0 0 1 0 1 7:15 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 1 0 1 0 2 1 0 1 0 2 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 8:45 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 TOTAL 3 1 3 0 7 1 1 1 0 3 2 0 2 0 4 4:00 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 5:45 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 TOTAL 1 0 1 2 4 0 0 0 0 0 1 0 1 2 4 RTOR INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Fontana CherrySanta Ana U-TURNS Cherry Cherry Santa Ana Santa Ana BICYCLE CROSSINGS AMPMAM7:30 AM PM4:30 PM ALL PED AND BIKE PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 3.1-15 3,491 584 2,759 148 TOTAL 3,345 1,777 124 1,590 63 PM 1,593 1,714 460 1,169 85 AM 1,752 103 119 222 687 155 532 56 78 134 37 19 56 TOTALPMAM10 22 32 682 272 410 AMPMTOTAL158 104 54 123 35 88 150 177 327 963 411 552 1,271 AM 39 1,268 29 1,336 1,650 PM 15 1,227 26 1,268 2,921 TOTAL 54 2,495 55 2,604 1,961 360 1,533 68 TOTAL 1,778 955 63 855 37 PM 849 1,006 297 678 31 AM 929 46 72 118 415 78 337 24 46 70 18 8 26 TOTALPMAMAM 7:30 AM 8:45 AM 4 18 22 409 159 250 #N/A AMPMTOTAL100 59 41 PM 4:30 PM 3:45 PM 78 15 63 82 98 180 587 233 354 746 AM 23 649 16 688 889 PM 8 638 8 654 1,635 Total 31 1,287 24 1,342 Cherry AimTD LLC TURNING MOVEMENT COUNTS Cherry Santa AnaSanta AnaFontana SC3184 ALL HOURS Cherry Cherry Santa AnaSanta AnaPEAK HOUR 3.1-16 DATE:LOCATION:Fontana PROJECT #: SC318411/10/21 NORTH & SOUTH: Cherry LOCATION #: 4 WEDNESDAY EAST & WEST: Santa Ana CONTROL: SIGNAL CLASS 2: NOTES:AM ▲2-AXLE PM N WORK MD ◄ W E ► VEHICLES/OTHER S TRUCKS OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:130130011011 0000 7:00 AM 1 9 0 0 5 3 6 1 1 0 1 0 27 00000 00107:15 AM 0 4 0 3 6 2 1 0 0 2 0 1 19 01001 00017:30 AM 0 10 0 0 9 0 1 3 0 1 1 0 25 00000 00007:45 AM 0 7 1 3 7 2 3 0 0 0 0 1 24 00000 00018:00 AM 1 5 0 2 5 2 2 1 0 0 0 0 18 01001 01008:15 AM 0 6 1 1 7 1 1 1 1 0 1 1 21 00000 10018:30 AM 0 11 1 1 9 2 1 0 1 0 1 2 29 00000 00108:45 AM 0 15 0 2 7 1 0 2 0 0 1 0 28 00000 0100VOLUMES2 67 3 12 55 13 15 8 3 3 5 5 191 0200 2 1223APPROACH % 3% 93% 4% 15% 69% 16% 58% 31% 12% 23% 38% 38%APP/DEPART 72 /89 80 /61 26 /21 13 /20 0 BEGIN PEAK HRVOLUMES 1 28 2 5 28 5 7 5 1 1 2 2 88 1102APPROACH % 3% 90% 6% 13% 72% 13% 54% 38% 8% 20% 40% 40%PEAK HR FACTOR 0.775 0.813 0.813 0.625 0.880 APP/DEPART 31 /38 39 /30 13 /12 5 /8 0 4:00 PM 0 5 0 3 8 1 3 0 0 0 0 0 20 00000 00004:15 PM 1 6 1 0 9 0 3 2 1 0 2 0 25 00000 00004:30 PM 0 8 1 0 7 1 1 0 0 0 1 1 20 00000 00014:45 PM 0 9 1 1 2 4 0 2 0 0 0 0 19 00000 00005:00 PM 0 4 0 0 6 0 3 0 0 0 0 0 13 00000 00005:15 PM 0 7 1 0 6 2 2 1 0 0 0 0 19 00000 00005:30 PM 0 3 0 0 2 2 0 0 0 0 0 0 7 00000 00005:45 PM 0 5 3 0 3 1 3 0 1 0 0 0 16 00000 0000VOLUMES1 47 7 4 43 11 15 5 2 0 3 1 139 0000 0 0001APPROACH % 2% 85% 13% 7% 74% 19% 68% 23% 9% 0% 75% 25%APP/DEPART 55 /63 58 /45 22 /16 4 /15 0 BEGIN PEAK HRVOLUMES 0 28 3 1 21 7 6 3 0 0 1 1 71 0001APPROACH % 0% 90% 10% 3% 72% 24% 67% 33% 0% 0% 50% 50% PEAK HR FACTOR 0.775 0.906 0.750 0.250 0.888 APP/DEPART 31 /35 29 /21 9 /7 2 /8 0 Cherry NORTH SIDE Santa Ana WEST SIDE EAST SIDE Santa Ana SOUTH SIDE Cherry RTORU-TURNS Cherry Cherry Santa Ana Santa Ana AM7:30 AM PM4:30 PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com 3.1-17 DATE:LOCATION:Fontana PROJECT #: SC3184 11/10/21 NORTH & SOUTH: Cherry LOCATION #: 4 WEDNESDAY EAST & WEST:Santa Ana CONTROL: SIGNAL CLASS 3: NOTES:AM ▲ 3-AXLE PM N TRUCKS MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1301 3 0011011 0000 7:00 AM 0 2 0 1 1 4 1 0 0 0 0 2 11 00000 01027:15 AM 0 5 0 0 3 7 4 0 0 0 1 0 20 00000 01007:30 AM 0 1 1 0 0 0 4 0 0 0 0 0 6 00000 00007:45 AM 1 1 0 0 2 2 1 0 1 0 0 1 9 00000 00118:00 AM 0 5 0 0 5 2 1 1 0 0 0 0 14 00000 01008:15 AM 1 2 0 1 3 1 2 0 0 0 1 0 11 00000 00008:30 AM 0 3 1 1 1 1 3 0 1 0 0 0 11 00000 00108:45 AM 0 3 0 2 4 1 1 0 0 0 1 1 13 00000 0001VOLUMES2 22 2 5 19 18 17 1 2 0 3 4 95 0000 0 0324APPROACH % 8% 85% 8% 12% 45% 43% 85% 5% 10% 0% 43% 57%APP/DEPART 26 /43 42 /21 20 /8 7 /23 0 BEGIN PEAK HRVOLUMES 2 9 1 1 10 5 8 1 1 0 1 1 40 0111APPROACH % 17% 75% 8% 6% 63% 31% 80% 10% 10% 0% 50% 50%PEAK HR FACTOR 0.600 0.571 0.625 0.500 0.714 APP/DEPART 12 /18 16 /11 10 /3 2 /8 0 4:00 PM 0 3 0 0 0 3 2 0 0 0 0 2 10 00000 0100 4:15 PM 1 2 1 1 2 2 3 0 0 0 0 0 12 00000 0000 4:30 PM 2 3 0 0 2 1 2 0 0 0 0 0 10 00000 0000 4:45 PM 0 5 1 0 4 1 4 1 0 0 0 0 16 00000 0000 5:00 PM 0 2 0 0 0 1 2 0 0 0 0 1 6 00000 0001 5:15 PM 0 1 0 0 3 3 1 0 0 0 0 0 8 00000 0000 5:30 PM 0 3 0 1 1 1 0 2 0 0 1 0 9 00000 0000 5:45 PM 0 2 0 0 1 3 3 0 0 0 0 0 9 00000 0100 VOLUMES 3 21 2 2 13 15 17 3 0 0 1 3 80 0000 0 0201 APPROACH % 12% 81% 8% 7% 43% 50% 85% 15% 0% 0% 25% 75% APP/DEPART 26 /41 30 /13 20 /7 4 /19 0 BEGIN PEAK HRVOLUMES 2 11 1 0 9 6 9 1 0 0 0 1 40 0001APPROACH % 14% 79% 7% 0% 60% 40% 90% 10% 0% 0% 0% 100%PEAK HR FACTOR 0.583 0.625 0.500 0.250 0.625 APP/DEPART 14 /21 15 /9 10 /2 1 /8 0 Cherry NORTH SIDE Santa Ana WEST SIDE EAST SIDE Santa Ana SOUTH SIDE Cherry RTORU-TURNS Cherry Cherry Santa Ana Santa Ana AM7:30 AM PM4:30 PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com 3.1-18 DATE:LOCATION:Fontana PROJECT #: SC318411/10/21 NORTH & SOUTH: Cherry LOCATION #: 4 WEDNESDAY EAST & WEST:Santa Ana CONTROL: SIGNAL CLASS 4:NOTES:AM ▲ 4 OR MORE PM N AXLE MD ◄ W E ► TRUCKS OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:130130011011 0000 7:00 AM 0 7 2 3 8 2 7 0 0 1 0 3 33 00000 00017:15 AM 0 6 1 3 4 2 5 1 0 0 0 7 29 00000 01047:30 AM 1 7 0 0 5 4 3 0 1 0 0 3 24 00000 00007:45 AM 0 8 0 0 4 4 3 1 0 0 0 4 24 00000 00038:00 AM 0 8 1 1 6 2 2 0 0 1 1 1 23 00000 01008:15 AM 0 3 0 1 2 4 2 0 0 0 2 2 16 00000 01008:30 AM 2 5 1 5 6 2 3 0 1 0 1 2 28 00000 01008:45 AM 0 4 1 4 9 1 9 0 0 0 0 1 29 00000 0000VOLUMES3 48 6 17 44 21 34 2 2 2 4 23 206 0000 0 0408APPROACH % 5% 84% 11% 21% 54% 26% 89% 5% 5% 7% 14% 79%APP/DEPART 57 /105 82 /48 38 /25 29 /28 0 BEGIN PEAK HRVOLUMES 1 26 1 2 17 14 10 1 1 1 3 10 87 0203APPROACH % 4% 93% 4% 6% 52% 42% 83% 8% 8% 7% 21% 71%PEAK HR FACTOR 0.778 0.917 0.750 0.875 0.906 APP/DEPART 28 /46 33 /19 12 /4 14 /18 0 4:00 PM 0 4 2 0 6 4 1 2 1 0 0 2 22 00000 00014:15 PM 0 7 1 0 3 2 1 1 0 0 1 0 16 00000 00004:30 PM 0 3 1 3 3 2 2 2 0 0 0 3 19 00000 00014:45 PM 1 5 0 4 5 1 1 0 1 0 0 2 20 00000 01015:00 PM 0 7 0 0 3 2 3 0 1 0 1 1 18 00000 00015:15 PM 0 4 0 3 5 2 3 2 0 0 0 0 19 00000 00005:30 PM 0 5 3 0 4 2 2 0 0 0 0 1 17 00000 00015:45 PM 0 5 0 1 5 1 0 0 0 0 0 1 13 00000 0001VOLUMES1 40 7 11 34 16 13 7 3 0 2 10 144 0000 0 0106APPROACH % 2% 83% 15% 18% 56% 26% 57% 30% 13% 0% 17% 83%APP/DEPART 48 /63 61 /37 23 /25 12 /19 0 BEGIN PEAK HRVOLUMES 1 19 1 10 16 7 9 4 2 0 1 6 76 0103APPROACH % 5% 90% 5% 30% 48% 21% 60% 27% 13% 0% 14% 86% PEAK HR FACTOR 0.750 0.825 0.750 0.583 0.950 APP/DEPART 21 /34 33 /18 15 /15 7 /9 0 Cherry NORTH SIDE Santa Ana WEST SIDE EAST SIDE Santa Ana SOUTH SIDE Cherry RTORU-TURNS Cherry Cherry Santa Ana Santa Ana AM7:30 AM PM4:30 PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com 3.1-19 A816DATE:CITY:FontanaJOB #:SC3184LOCATION:#N/AAMNORTHBOUNDPMNORTHBOUNDTIME1 2 3 45678910111213TOTALTime 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL0:000 1 00000000000112:000 9 20 1 00220000160:150 0 00000000000012:150 7 10 3 20120000160:300 1 00000000000112:300 13 40 3 00010000210:450 1 00100000000212:450 9 40 2 00020000171:000 0 00000000000013:000 13 30 3 00060000251:150 1 00010000000213:150 8 30 2 50100000191:300 1 00000000000113:300 6 50 1 20030000171:450 1 00000000000113:450 15 20 3 10010010232:000 0 00000000000014:000 36 40 2 00030000452:150 0 00100000000114:150 26110 3 10080000492:300 0 00010000000114:300 21 90 4 20110000382:450 1 00010010000314:451 17 90 1 10000000293:000 1 00020000000315:000 11 50 3 10020000223:150 0 00020010000315:150 9 30 5 00030000203:300 6 00020000000815:300 12 40 2 00030000213:450 3 00010000000415:450 12 20 3 10010000194:000 1 10000000000216:000 11120 1 10110000274:1503 10020000000616:150 9 30 1 00010000144:300 3 20020000000716:300 14 80 2 00010000254:450 4 00120000000716:450 15100 3 10010000305:000 5 300300000001117:000 16 50 2 00020000255:151 4 002400100001217:150 18 40 1 00000000235:300 10 201000100001417:300 12 20 0 00020000165:450 7 300100300001417:450 14 70 2 00010000246:000 5 20000000000718:000 8 00 0 0000000086:150 18 103200200002618:150 7 00 0 0001000086:300 10 404200100102218:300 8 10 0 0000000096:450 12 201200300002018:450 2 10 1 0000000047:000 14 405000000002319:000 4 30 1 00011000107:151 15 501300000002519:150 3 20 0 0001000067:300 16 501201300002819:300 3 00 1 0000000047:450 17 605001000002919:450 3 00 0 0000000038:000 12 401000000001720:000 3 00 1 0000000048:150 6 303000200001420:150 2 00 0 0000000028:30015 300300200002320:300 3 00 0 0000000038:450 6 201000100001020:450 1 10 0 0000000029:000 6 300100100001121:000 2 10 0 2000000059:150 3 10000120000721:150 0 00 0 0000000009:300 7 502000200001621:300 1 00 0 1001000039:450 4 401300100001321:450 0 00 0 00100000110:000 11 300102100001822:000 5 00 0 00000000510:150 8 200000000001022:150 3 00 0 00000000310:301 5 1002301300002522:300 1 10 0 20000000410:450 6 400101300001522:450 2 00 0 00000000211:000 5 501100000001223:000 1 00 0 00000000111:150 10 301101200001823:150 1 00 0 00000000111:300 5 403001000001323:300 2 00 0 00000000211:450 7 205200300001923:450 1 00 0 000000001TOTAL3 277 990465109390010 525TOTAL1 3991320 572307511010 672AM PEAK HOUR7:00 AMPM PEAK HOUR2:00 PMAM PEAK VOLUME105PM PEAK VOLUME161CLASS 1Class 1 — MotorcyclesCLASS 83 to 4 Axles, Single TrailerTOTAL: AM+PM4 6762310103740169010201,197CLASS 2Passenger CarsCLASS 95 Axles, Single Trailer% OF TOTAL0.3% 56.5% 19.3% 0.0% 8.6% 6.2% 0.0% 1.3% 7.5% 0.1% 0.0% 0.2% 0.0% 100.0%CLASS 32 Axles, 4-Tire Single UnitsCLASS 106 or More Axles, Single TrailerCLASS 4BusesCLASS 115 or Less Axles, Multi-TrailersClass12 3 4 5 6 7 8 9 10 11 12 13CLASS 52 Axles, 6-Tire Single UnitsCLASS 126 Axles, Multi-Trailers CLASS 63 Axles, Single UnitCLASS 137 or More Axles, Multi-TrailersTOTAL: ALL5 1,471400319216203618720202,460CLASS 74 or More Axles, Single Unit% OF TOTAL0.4% 122.9% 33.4% 0.3% 16.0% 13.5% 0.0% 3.0% 15.6% 0.2% 0.0% 0.2% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION)PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.comWednesday, November 10, 20213.1-20 DATE:CITY:FontanaJOB #:SC3184LOCATION:#N/AAMSOUTHBOUNDPMSOUTHBOUNDTIME 1 2 345678910111213TOTALTime 1 2 3 4 5678910111213TOTAL0:000 0 00100000000112:00018 10 200110000230:150 1 00000000000112:15011 60 110020000210:300 0 00000000000012:30112 10 310050000230:450 0 00000000000012:450 5 40 110010000121:000 1 00000000000113:00011 00 210020000161:150 1 00000000000113:15012 20 110010000171:300 3 00000000000313:30013 10 120110000191:450 2 00010000000313:45011 20 630170000302:000 0 00000000000014:00022 90 130130000392:150 0 00120000000314:15019 60 630040000382:300 2 00030000000514:30015 50 110000000222:450 1 00020010000414:45015 40 120020000243:000 3 00020000000515:00017 60 310110000293:150 0 00020000000215:15013 10 000010000153:300 0 10100000000215:30019 40 100000000243:450 0 00150000000615:45012 30 110020000194:000 3 00030020000816:00013 40 200010000204:150 210020010000616:15010 40 100110000174:300 5 200500000001216:30017 80 020010000284:450 5 00030000000816:45018 10 200100000225:000 6 003100000001017:00024 40 000010000295:150 3 10010000000517:15015 40 000010000205:30013 301000100001817:30020 30 000020000255:45020 502000100002817:45021 10 100000000236:000 9 500100000001518:00010 10 000010000126:150 6 503100300001818:15011 10 000010000136:300 4 300100200001018:30010 00 000010000116:450 9 400200300001818:450 9 00 100000000107:000 8 201200200001519:000 5 00 00000000057:15023 210200300003119:15011 00 000020000137:30020 002100500002819:300 6 00 02000000087:45015 201101500002519:450 5 00 01000000068:00014 401002100002220:000 6 00 10000000078:15019 402300200003020:150 3 00 00000000038:30012 103002300002120:300 7 00 00000000078:450 9 113000400001820:450 4 00 00000000049:000 4 30100000000821:000 3 00 11000000059:150 3 00300000000621:150 6 00 00000000069:300 9 200000400001521:300 1 00 00000000019:450 9 403001100001821:450 2 00 000000000210:000 5 204002000001322:000 1 10 000000000210:150 8 303300110001922:150 1 00 000000000110:300 3 501101200001322:300 4 00 010000000510:450 5 102402100001522:450 3 00 000000000311:00010 400200100001723:000 6 00 000000000611:150 4 212101100001223:150 2 00 000000000211:30020 202200000002623:300 3 00 000000000311:45014 801101200002723:450 0 00 1000000001TOTAL03138234860013521000 572TOTAL1482 870412807450000 691AM PEAK HOUR7:15 AMPM PEAK HOUR1:45 PMAM PEAK VOLUME106PM PEAK VOLUME129CLASS 1Class 1 — MotorcyclesCLASS 83 to 4 Axles, Single TrailerTOTAL: AM+PM1795169389880209710001,263CLASS 2Passenger CarsCLASS 95 Axles, Single Trailer% OF TOTAL0.1% 62.9% 13.4% 0.2% 7.0% 7.0% 0.0% 1.6% 7.7% 0.1% 0.0% 0.0% 0.0% 100.0%CLASS 32 Axles, 4-Tire Single UnitsCLASS 106 or More Axles, Single TrailerCLASS 4BusesCLASS 115 or Less Axles, Multi-TrailersClass12 3 45 678910111213CLASS 52 Axles, 6-Tire Single UnitsCLASS 126 Axles, Multi-TrailersCLASS 63 Axles, Single UnitCLASS 137 or More Axles, Multi-TrailersCLASS 74 or More Axles, Single Unit24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION)PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com###################3.1-21 A816DATE:CITY:FontanaJOB #:SC3184LOCATION:#N/AAMEASTBOUNDPMEASTBOUNDTIME1 2 3 45678910111213TOTALTime 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL0:000 1 00000000000112:000 11 80 2 50030000290:150 1 00000000000112:150 10 40 2 40120000230:300 0 00010000000112:302 17 50 2 00050000310:450 0 00000000000012:450 13 40 5 40120000291:000 0 00000000000013:000 15 70 5 20060000351:150 2 00000010000313:150 12100 2 80040000361:300 0 00000000000013:300 22120 3 300100000501:450 0 00100000000113:450 28 60 6 20040100472:000 0 00000000000014:000 34 80 6 30060000572:150 0 10100000000214:150 28100 4 60080100572:300 2 00100000000314:300 38120 3 70020000622:450 2 00000000000214:450 29190 3 10130000563:000 0 00010010000215:000 17 30 5 10030000293:150 0 00020000000215:150 25 80 5 20150000463:300 4 00000010000515:300 34 90 5 10220000533:450 0 00010000000115:450 25 80 4 30010000414:000 2 00000010000316:000 28120 5 10050000514:1500 00000020000216:150 24 60 2 00110000344:300 3 10110020000816:300 34140 0 11330000564:450 4 00000000000416:450 22140 1 20110000415:000 3 00100020000617:000 29160 4 00060000555:150 4 00200020000817:150 28 60 3 00220000415:300 7 10000000000817:300 15 30 1 20110000235:450 4 10000030100917:450 13 50 2 20110000246:000 4 502200102001618:000 16 00 0 10000000176:150 8 207000200001918:150 8 20 2 00020000146:300 6 304200300001818:300 13 20 1 10010000186:450 9 202100300001718:450 6 20 1 10010000117:000 13 507100200002819:000 5 10 0 0002000087:150 14 303200400002619:150 3 00 0 0001000047:300 14 403200402002919:300 4 20 1 1000000087:450 16 602200300002919:450 2 00 0 0000000028:000 13 801300000002520:000 2 10 1 0000000048:150 14 304000000002120:150 4 10 0 0001000068:30016 901700100003420:300 2 00 0 0000000028:450 8 810200400002320:450 3 10 0 0001000059:000 13 302200400002421:000 1 10 1 2000000059:150 6 402101300001721:150 0 10 0 0000000019:300 5 802101200001921:300 1 00 0 1002000049:450 8 903400000002421:450 1 10 0 00110000410:000 15 301201101002422:000 9 20 0 000000001110:150 5 801001300001822:150 0 10 0 00000000110:300 11 604001300002522:300 1 00 0 20000000310:450 7 501000510001922:450 0 00 0 10010000211:000 6 402201100001623:000 3 00 0 00000000311:150 12 714000000002423:150 0 00 0 00000000011:300 3 403201100001423:300 2 00 0 00000000211:450 9 702101200002223:450 0 00 0 000100001TOTAL0 2741302704508671600 603TOTAL2 6372270 877011610002001,142AM PEAK HOUR7:00 AMPM PEAK HOUR2:00 PMAM PEAK VOLUME112PM PEAK VOLUME232CLASS 1Class 1 — MotorcyclesCLASS 83 to 4 Axles, Single TrailerTOTAL: AM+PM2 911357215711512416718001,745CLASS 2Passenger CarsCLASS 95 Axles, Single Trailer% OF TOTAL0.1% 52.2% 20.5% 0.1% 9.0% 6.6% 0.1% 1.4% 9.6% 0.1% 0.5% 0.0% 0.0% 100.0%CLASS 32 Axles, 4-Tire Single UnitsCLASS 106 or More Axles, Single TrailerCLASS 4BusesCLASS 115 or Less Axles, Multi-TrailersClass12 3 4 5 6 7 8 9 10 11 12 13CLASS 52 Axles, 6-Tire Single UnitsCLASS 126 Axles, Multi-Trailers CLASS 63 Axles, Single UnitCLASS 137 or More Axles, Multi-TrailersTOTAL: ALL2 1,652 622 6 278 224 1 54 290 2 13 0 0 3,144CLASS 74 or More Axles, Single Unit% OF TOTAL0.1% 94.7% 35.6% 0.3% 15.9% 12.8% 0.1% 3.1% 16.6% 0.1% 0.7% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION)PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.comWednesday, November 10, 20213.1-22 DATE:CITY:FontanaJOB #:SC3184LOCATION:#N/AAMWESTBOUNDPMWESTBOUNDTIME 1 2 345678910111213TOTALTime 1 2 3 4 5678910111213TOTAL0:000 1 00000000000112:00010 50 240110000230:150 0 00000000000012:150 8 60 220030000210:300 1 00000000100212:300 9 30 720020000230:450 2 00010000000312:450 6 50 110020000151:000 2 00100000000313:000 5 60 210210000171:150 0 00000000000013:150 9 70 620010000251:300 3 10000000000413:30014 60 040140000291:450 1 00010000000213:45012 70 620090000362:000 0 00000000000014:00029 70 340320000482:150 0 00130000000414:15020 40 540040000372:300 1 10030000000514:30023 110 230050000442:450 0 00010020000314:450 9 50 310010000193:000 1 00010000000215:00011 50 410000000213:150 1 00010010000315:150 6 40 000020000123:300 2 00100000000315:30021 60 210000000303:450 2 00130000000615:45013 40 040030000244:000 1 00020020000516:00011 50 120120000224:150 310000000000416:150 5 60 120100000154:300 9 300100000001316:30010 70 500010000234:45016 101200100002116:450 6 30 110110000135:00013 101100100001717:00015 20 000010000185:150 8 00010000000917:15012 30 100010000175:30015 101000101001917:30013 00 110030000185:45026 801000100003617:45012 10 010010000156:00011 500200100001918:00010 00 100020000136:150 7 704100200002118:150 4 10 00001000066:300 5 301000100001018:300 5 00 11002000096:450 9 703100400002418:450 3 00 00000000037:00010 402101100001919:000 4 10 00000000057:15016 511300000002619:150 5 10 00000000067:30022 002100600003119:300 5 00 00001000067:45026 200001310003319:450 5 00 10001000078:00018 601403402003820:000 2 00 01000000038:15027 703403301004820:150 2 00 00001000038:30016 304102200002820:300 6 00 00000000068:450 9 312200300002020:450 3 00 00000000039:000 61012200400002521:000 0 00 11000000029:15010 505200200002421:150 1 00 00000000019:300 51103000300002221:300 1 00 00000000019:450 81003201000002421:450 1 00 010000000210:000 4 605002000001722:000 2 10 010000000410:150 9 303200000001722:150 0 00 000010000110:30011 602002100002222:300 2 00 010000000310:450 5 302501100001722:450 1 00 000010000211:000 8 201201200001623:000 0 00 000000000011:150 5 611201400002023:150 0 00 000010000111:30014 402201200002523:300 3 00 000000000311:45018 802001400003323:450 0 00 0000000000TOTAL038714346260020621500 744TOTAL035412205949010610000 655AM PEAK HOUR7:30 AMPM PEAK HOUR1:45 PMAM PEAK VOLUME150PM PEAK VOLUME165CLASS 1Class 1 — MotorcyclesCLASS 83 to 4 Axles, Single TrailerTOTAL: AM+PM0741265412110903012315001,399CLASS 2Passenger CarsCLASS 95 Axles, Single Trailer% OF TOTAL0.0% 53.0% 18.9% 0.3% 8.6% 7.8% 0.0% 2.1% 8.8% 0.1% 0.4% 0.0% 0.0% 100.0%CLASS 32 Axles, 4-Tire Single UnitsCLASS 106 or More Axles, Single TrailerCLASS 4BusesCLASS 115 or Less Axles, Multi-TrailersClass12 3 45 678910111213CLASS 52 Axles, 6-Tire Single UnitsCLASS 126 Axles, Multi-TrailersCLASS 63 Axles, Single UnitCLASS 137 or More Axles, Multi-TrailersCLASS 74 or More Axles, Single Unit24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION)PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com###################3.1-23 This Page Intentionally Left Blank 3.1-24 Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 3.2: EXISTING (2021) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank Page 1 of 1 1: Driveway 1 & Santa Ana Av. PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 000000095001610256 2: Banana Av. & Santa Ana Av. PHF:0.907 7:30 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 65657145331 2 80148612511532 3: Banana Av. & Driveway 2 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 0118001530000000271 4: Banana Av. & Driveway 3 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 0118001530000000271 5: Cherry Av. & Slover Av. PHF:0.884 7:15 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 35 1,107 56 457 1,110 871 426 162 35 57 234 341 4,888 6: Cherry Av. & Santa Ana Av. PHF:0.928 7:30 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 29 743 22 42 755 338 289 50 68 7 28 48 2,415 11/10/2021 11/10/2021 Volume Development AM Peak Hour 11/10/2021 3.2-1 Page 1 of 1 1: Driveway 1 & Santa Ana Av. PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 000000018900780267 2: Banana Av. & Santa Ana Av. PHF:0.847 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 5 50 72 13 71 15 6 171 13 29 58 4 505 3: Banana Av. & Driveway 2 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 0127001130000000239 4: Banana Av. & Driveway 3 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 0127001130000000239 5: Cherry Av. & Slover Av. PHF:0.985 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 40 908 90 479 988 465 526 624 55 76 246 380 4,874 6: Cherry Av. & Santa Ana Av. PHF:0.908 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL 2021 Adj. PCE: 13 721 15 58 922 93 197 72 19 18 11 61 2,197 11/10/2021 11/10/2021 Volume Development PM Peak Hour 11/10/2021 3.2-2 HCM 6th AWSC Birtcher Logistics Center (JN 13682) 2: Banana Av. & Santa Ana Av.01/05/2022 Existing (2021) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Intersection Delay, s/veh 9.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 80 14 86 125 11 6 56 57 14 53 31 Future Vol, veh/h 2 80 14 86 125 11 6 56 57 14 53 31 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %000000000000 Mvmt Flow 2 88 15 95 137 12 7 62 63 15 58 34 Number of Lanes 010010011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1112 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2111 HCM Control Delay 8.5 9.8 8.4 8.7 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, %10% 0% 2% 39% 14% Vol Thru, %90% 0% 83% 56% 54% Vol Right, % 0% 100% 15% 5% 32% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 62 57 96 222 98 LT Vol 6 0 2 86 14 Through Vol 56 0 80 125 53 RT Vol 0 57 14 11 31 Lane Flow Rate 68 63 105 244 108 Geometry Grp 77225 Degree of Util (X) 0.104 0.082 0.137 0.315 0.145 Departure Headway (Hd)5.486 4.731 4.691 4.652 4.837 Convergence, Y/N Yes Yes Yes Yes Yes Cap 651 754 761 771 738 Service Time 3.237 2.481 2.74 2.693 2.889 HCM Lane V/C Ratio 0.104 0.084 0.138 0.316 0.146 HCM Control Delay 8.9 7.9 8.5 9.8 8.7 HCM Lane LOS AAAAA HCM 95th-tile Q 0.3 0.3 0.5 1.4 0.5 3.2-3 Timings Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Existing (2021) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 426 162 57 234 341 35 1107 457 1110 871 Future Volume (vph) 426 162 57 234 341 35 1107 457 1110 871 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 55.1 10.1 52.2 13.0 9.6 41.8 13.0 45.2 13.0 Total Split (%)10.8% 45.9% 8.4% 43.5% 10.8% 8.0% 34.8% 10.8% 37.7% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 85.5 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Cherry Av. & Slover Av. 3.2-4 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Existing (2021) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 426 162 35 57 234 341 35 1107 56 457 1110 871 Future Volume (veh/h) 426 162 35 57 234 341 35 1107 56 457 1110 871 Initial Q (Qb), veh 000000050000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 484 184 37 65 266 298 40 1258 58 519 1261 767 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %000000000000 Cap, veh/h 320 771 152 155 755 485 63 1931 87 320 2293 860 Arrive On Green 0.09 0.26 0.26 0.04 0.21 0.21 0.04 0.38 0.38 0.09 0.44 0.44 Sat Flow, veh/h 3510 2999 590 3510 3610 1610 1810 5078 234 3510 5187 1610 Grp Volume(v), veh/h 484 109 112 65 266 298 40 857 459 519 1261 767 Grp Sat Flow(s),veh/h/ln 1755 1805 1783 1755 1805 1610 1810 1729 1854 1755 1729 1610 Q Serve(g_s), s 8.4 4.3 4.5 1.6 5.7 14.3 2.0 18.4 18.4 8.4 16.3 38.4 Cycle Q Clear(g_c), s 8.4 4.3 4.5 1.6 5.7 14.3 2.0 18.4 18.4 8.4 16.3 38.4 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 320 464 459 155 755 485 63 1313 704 320 2293 860 V/C Ratio(X) 1.51 0.24 0.24 0.42 0.35 0.61 0.63 0.65 0.65 1.62 0.55 0.89 Avail Cap(c_a), veh/h 328 1000 988 214 1885 991 100 1383 741 328 2270 855 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.9 26.8 26.8 42.4 30.8 27.3 43.4 23.2 23.2 41.9 18.7 18.9 Incr Delay (d2), s/veh 247.2 0.3 0.3 0.7 0.3 1.3 3.9 1.0 1.9 294.9 0.3 11.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.4 1.8 1.9 0.7 2.4 5.3 0.9 7.5 8.2 16.6 6.2 14.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 289.1 27.0 27.1 43.1 31.1 28.6 47.3 24.3 25.2 336.8 19.0 30.5 LnGrp LOS F CCDCCDCCFBC Approach Vol, veh/h 705 629 1356 2547 Approach Delay, s/veh 207.0 31.1 25.3 87.3 Approach LOS F C C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 40.0 8.6 28.5 7.8 45.2 13.0 24.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 36.0 5.5 49.9 5.0 39.4 8.4 47.0 Max Q Clear Time (g_c+I1), s 10.4 20.4 3.6 6.5 4.0 40.4 10.4 16.3 Green Ext Time (p_c), s 0.0 7.8 0.0 1.2 0.0 0.0 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 80.6 HCM 6th LOS F 3.2-5 Timings Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Existing (2021) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 289 50 68 7 28 48 29 743 42 755 Future Volume (vph) 289 50 68 7 28 48 29 743 42 755 Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5216 Permitted Phases 4 4 8 8 Detector Phase 4448885216 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)40.2 40.2 40.2 40.2 40.2 40.2 9.6 31.8 9.6 31.8 Total Split (s)59.0 59.0 59.0 59.0 59.0 59.0 12.0 47.0 14.0 49.0 Total Split (%)49.2% 49.2% 49.2% 49.2% 49.2% 49.2% 10.0% 39.2% 11.7% 40.8% Yellow Time (s)4.2 4.2 4.2 4.2 4.2 4.2 3.6 4.8 3.6 4.8 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.2 5.2 5.2 5.2 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 68.9 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Cherry Av. & Santa Ana Av. 3.2-6 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Existing (2021) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 289 50 68 7 28 48 29 743 22 42 755 338 Future Volume (veh/h) 289 50 68 7 28 48 29 743 22 42 755 338 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 311 54 41 8 30 41 31 799 22 45 812 310 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %000000000000 Cap, veh/h 65 0 849 43 139 849 52 1475 41 64 1077 408 Arrive On Green 0.53 0.53 0.53 0.53 0.53 0.53 0.03 0.28 0.28 0.04 0.29 0.29 Sat Flow, veh/h 0 0 1609 0 264 1610 1810 5189 143 1810 3702 1404 Grp Volume(v), veh/h 365 0 41 38 0 41 31 532 289 45 758 364 Grp Sat Flow(s),veh/h/ln 0 0 1609 264 0 1610 1810 1729 1874 1810 1729 1647 Q Serve(g_s), s 0.0 0.0 1.3 0.0 0.0 1.3 1.7 13.3 13.3 2.5 20.3 20.5 Cycle Q Clear(g_c), s 53.8 0.0 1.3 53.8 0.0 1.3 1.7 13.3 13.3 2.5 20.3 20.5 Prop In Lane 0.85 1.00 0.21 1.00 1.00 0.08 1.00 0.85 Lane Grp Cap(c), veh/h 65 0 849 182 0 849 52 983 533 64 1006 479 V/C Ratio(X) 5.58 0.00 0.05 0.21 0.00 0.05 0.60 0.54 0.54 0.70 0.75 0.76 Avail Cap(c_a), veh/h 65 0 849 182 0 849 131 1397 757 167 1465 698 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 0.0 11.7 22.1 0.0 11.7 49.0 30.9 30.9 48.7 32.8 32.9 Incr Delay (d2), s/veh 2095.8 0.0 0.0 0.6 0.0 0.0 4.1 0.5 0.9 5.2 1.3 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 39.7 0.0 0.4 0.4 0.0 0.4 0.8 5.3 5.8 1.2 8.2 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2146.8 0.0 11.7 22.7 0.0 11.7 53.0 31.3 31.7 53.8 34.2 35.8 LnGrp LOS F A B C A B DCCDCD Approach Vol, veh/h 406 79 852 1167 Approach Delay, s/veh 1931.2 17.0 32.3 35.4 Approach LOS F B C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.2 34.8 59.0 7.5 35.5 59.0 Change Period (Y+Rc), s 4.6 5.8 5.2 4.6 5.8 5.2 Max Green Setting (Gmax), s 9.4 41.2 53.8 7.4 43.2 53.8 Max Q Clear Time (g_c+I1), s 4.5 15.3 55.8 3.7 22.5 55.8 Green Ext Time (p_c), s 0.0 5.1 0.0 0.0 7.2 0.0 Intersection Summary HCM 6th Ctrl Delay 341.2 HCM 6th LOS F 3.2-7 HCM 6th AWSC Birtcher Logistics Center (JN 13682) 2: Banana Av. & Santa Ana Av.01/05/2022 Existing (2021) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 171 13 29 58 4 5 50 72 13 71 15 Future Vol, veh/h 6 171 13 29 58 4 5 50 72 13 71 15 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, %000000000000 Mvmt Flow 7 201 15 34 68 5 6 59 85 15 84 18 Number of Lanes 010010011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1112 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2111 HCM Control Delay 9.6 8.7 8.3 8.9 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, %9% 0% 3% 32% 13% Vol Thru, %91% 0% 90% 64% 72% Vol Right, % 0% 100% 7% 4% 15% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 55 72 190 91 99 LT Vol 5 0 6 29 13 Through Vol 50 0 171 58 71 RT Vol 0 72 13 4 15 Lane Flow Rate 65 85 224 107 116 Geometry Grp 77225 Degree of Util (X) 0.098 0.111 0.288 0.144 0.159 Departure Headway (Hd)5.453 4.701 4.638 4.849 4.912 Convergence, Y/N Yes Yes Yes Yes Yes Cap 655 759 771 735 727 Service Time 3.206 2.453 2.683 2.904 2.968 HCM Lane V/C Ratio 0.099 0.112 0.291 0.146 0.16 HCM Control Delay 8.8 8 9.6 8.7 8.9 HCM Lane LOS AAAAA HCM 95th-tile Q 0.3 0.4 1.2 0.5 0.6 3.2-8 Timings Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Existing (2021) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 526 624 76 246 380 40 908 479 988 465 Future Volume (vph) 526 624 76 246 380 40 908 479 988 465 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 54.2 11.0 52.2 13.0 11.5 41.8 13.0 43.3 13.0 Total Split (%)10.8% 45.2% 9.2% 43.5% 10.8% 9.6% 34.8% 10.8% 36.1% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 85.9 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Cherry Av. & Slover Av. 3.2-9 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Existing (2021) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 526 624 55 76 246 380 40 908 90 479 988 465 Future Volume (veh/h) 526 624 55 76 246 380 40 908 90 479 988 465 Initial Q (Qb), veh 000000050000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 531 630 49 77 248 299 40 917 87 484 998 383 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000000 Cap, veh/h 319 899 70 175 771 503 66 1399 129 319 2099 815 Arrive On Green 0.11 0.28 0.28 0.05 0.22 0.22 0.04 0.29 0.29 0.11 0.36 0.36 Sat Flow, veh/h 3510 3393 264 3510 3610 1589 1810 4820 456 3510 5187 1610 Grp Volume(v), veh/h 531 335 344 77 248 299 40 657 347 484 998 383 Grp Sat Flow(s),veh/h/ln 1755 1805 1852 1755 1805 1589 1810 1729 1817 1755 1729 1610 Q Serve(g_s), s 8.4 12.3 12.3 1.6 4.3 11.6 1.6 12.5 12.5 8.4 11.3 12.2 Cycle Q Clear(g_c), s 8.4 12.3 12.3 1.6 4.3 11.6 1.6 12.5 12.5 8.4 11.3 12.2 Prop In Lane 1.00 0.14 1.00 1.00 1.00 0.25 1.00 1.00 Lane Grp Cap(c), veh/h 319 478 491 175 771 503 66 1001 526 319 2099 815 V/C Ratio(X) 1.67 0.70 0.70 0.44 0.32 0.59 0.61 0.66 0.66 1.52 0.48 0.47 Avail Cap(c_a), veh/h 395 1186 1216 301 2274 1183 167 1669 877 395 2607 991 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.0 27.8 27.9 38.7 27.8 24.3 39.8 23.5 23.5 42.0 18.2 13.3 Incr Delay (d2), s/veh 313.0 1.9 1.8 0.6 0.2 1.1 3.4 0.7 1.4 248.6 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 17.3 5.8 6.0 0.7 2.0 4.7 0.9 5.1 5.4 14.6 4.4 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 355.0 29.7 29.7 39.3 28.1 25.4 43.2 24.4 25.1 290.7 18.4 13.7 LnGrp LOS F CCDCCDCCFBB Approach Vol, veh/h 1210 624 1044 1865 Approach Delay, s/veh 172.5 28.2 25.4 88.1 Approach LOS F C C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 27.3 8.6 25.8 7.4 32.8 13.0 21.3 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 36.0 6.4 49.0 6.9 37.5 8.4 47.0 Max Q Clear Time (g_c+I1), s 10.4 14.5 3.6 14.3 3.6 14.2 10.4 13.6 Green Ext Time (p_c), s 0.0 6.8 0.0 4.1 0.0 9.1 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 87.9 HCM 6th LOS F 3.2-10 Timings Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Existing (2021) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 197 72 19 18 11 61 13 721 58 922 Future Volume (vph) 197 72 19 18 11 61 13 721 58 922 Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5216 Permitted Phases 4 4 8 8 Detector Phase 4448885216 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)40.2 40.2 40.2 40.2 40.2 40.2 9.6 31.8 9.6 31.8 Total Split (s)56.0 56.0 56.0 56.0 56.0 56.0 11.0 46.0 18.0 53.0 Total Split (%)46.7% 46.7% 46.7% 46.7% 46.7% 46.7% 9.2% 38.3% 15.0% 44.2% Yellow Time (s)4.2 4.2 4.2 4.2 4.2 4.2 3.6 4.8 3.6 4.8 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.2 5.2 5.2 5.2 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 58 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Cherry Av. & Santa Ana Av. 3.2-11 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Existing (2021) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 197 72 19 18 11 61 13 721 15 58 922 93 Future Volume (veh/h) 197 72 19 18 11 61 13 721 15 58 922 93 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 216 79 12 20 12 34 14 792 16 64 1013 94 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000000000 Cap, veh/h 65 6 845 61 24 856 29 1357 27 83 1396 129 Arrive On Green 0.53 0.53 0.53 0.53 0.53 0.53 0.02 0.26 0.26 0.05 0.29 0.29 Sat Flow, veh/h 0 12 1590 0 45 1610 1810 5233 106 1810 4830 447 Grp Volume(v), veh/h 295 0 12 32 0 34 14 523 285 64 725 382 Grp Sat Flow(s),veh/h/ln 12 0 1590 45 0 1610 1810 1729 1881 1810 1729 1819 Q Serve(g_s), s 0.0 0.0 0.3 0.0 0.0 1.0 0.7 12.6 12.6 3.3 18.0 18.1 Cycle Q Clear(g_c), s 50.8 0.0 0.3 50.8 0.0 1.0 0.7 12.6 12.6 3.3 18.0 18.1 Prop In Lane 0.73 1.00 0.62 1.00 1.00 0.06 1.00 0.25 Lane Grp Cap(c), veh/h 72 0 845 85 0 856 29 897 488 83 999 526 V/C Ratio(X) 4.11 0.00 0.01 0.38 0.00 0.04 0.48 0.58 0.58 0.77 0.73 0.73 Avail Cap(c_a), veh/h 72 0 845 85 0 856 121 1455 791 254 1708 899 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.3 0.0 10.6 23.5 0.0 10.7 46.6 30.9 30.9 45.1 30.6 30.6 Incr Delay (d2), s/veh 1430.4 0.0 0.0 2.7 0.0 0.0 4.4 0.6 1.1 5.5 1.0 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 30.2 0.0 0.1 0.4 0.0 0.3 0.4 5.0 5.6 1.6 7.2 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1473.6 0.0 10.6 26.3 0.0 10.7 51.0 31.5 32.0 50.6 31.6 32.5 LnGrp LOS F A B C A B DCCDCC Approach Vol, veh/h 307 66 822 1171 Approach Delay, s/veh 1416.4 18.3 32.0 32.9 Approach LOS F B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 30.6 56.0 6.2 33.4 56.0 Change Period (Y+Rc), s 4.6 5.8 5.2 4.6 5.8 5.2 Max Green Setting (Gmax), s 13.4 40.2 50.8 6.4 47.2 50.8 Max Q Clear Time (g_c+I1), s 5.3 14.6 52.8 2.7 20.1 52.8 Green Ext Time (p_c), s 0.0 5.0 0.0 0.0 7.5 0.0 Intersection Summary HCM 6th Ctrl Delay 211.7 HCM 6th LOS F 3.2-12 Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 3.3: EXISTING (2021) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = Existing (2021) Conditions - Weekday PM Peak Hour Major Street Name =Santa Ana Avenue Total of Both Approaches (VPH) =219 Number of Approach Lanes on Major Street =1 Minor Street Name =Banana Avenue High Volume Approach (VPH) =105 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 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street - Higher-Volume Approach (VPH) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 3.3-1 This Page Intentionally Left Blank 3.3-2 Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 5.1: OPENING YEAR CUMULATIVE (2024) WITHOUT PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank Page 1 of 1 1: Driveway 1 & Santa Ana Av. PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE): 0000000152002300382 2: Banana Av. & Santa Ana Av. PHF:0.907 7:30 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE):7 59 66 14 62 32 2 135 16 115 192 11 712 3: Banana Av. & Driveway 2 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE): 0133001930000000326 4: Banana Av. & Driveway 3 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE): 0133001930000000326 5: Cherry Av. & Slover Av. PHF:0.884 7:15 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE):36 1,212 66 527 1,265 902 441 168 36 62 242 380 5,338 6: Cherry Av. & Santa Ana Av. PHF:0.928 7:30 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE):30 778 22 43 786 465 366 52 70 7 31 49 2,700 11/10/2021 11/10/2021 Volume Development AM Peak Hour 11/10/2021 5.1-1 Page 1 of 1 1: Driveway 1 & Santa Ana Av. PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE): 0000000240001390378 2: Banana Av. & Santa Ana Av. PHF:0.847 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE):7 58 101 13 75 16 6 221 14 41 116 4 672 3: Banana Av. & Driveway 2 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE): 0166001300000000296 4: Banana Av. & Driveway 3 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE): 0166001300000000296 5: Cherry Av. & Slover Av. PHF:0.985 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE):41 1,039 98 527 1,100 481 544 646 57 87 255 441 5,318 6: Cherry Av. & Santa Ana Av. PHF:0.908 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 NP (PCE):13 751 15 60 963 174 303 78 20 19 12 63 2,471 11/10/2021 11/10/2021 Volume Development PM Peak Hour 11/10/2021 5.1-2 HCM 6th AWSC Birtcher Logistics Center (JN 13682) 2: Banana Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Intersection Delay, s/veh 10.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 135 16 115 192 11 7 59 66 14 62 32 Future Vol, veh/h 2 135 16 115 192 11 7 59 66 14 62 32 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %000000000000 Mvmt Flow 2 148 18 126 211 12 8 65 73 15 68 35 Number of Lanes 010010011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1112 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2111 HCM Control Delay 9.6 12.2 9.1 9.6 HCM LOS ABAA Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, %11% 0% 1% 36% 13% Vol Thru, %89% 0% 88% 60% 57% Vol Right, % 0% 100% 10% 3% 30% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 66 66 153 318 108 LT Vol 7 0 2 115 14 Through Vol 59 0 135 192 62 RT Vol 0 66 16 11 32 Lane Flow Rate 73 73 168 349 119 Geometry Grp 77225 Degree of Util (X) 0.122 0.106 0.237 0.47 0.179 Departure Headway (Hd)6.049 5.286 5.07 4.84 5.419 Convergence, Y/N Yes Yes Yes Yes Yes Cap 595 680 713 734 665 Service Time 3.763 2.999 3.07 2.938 3.432 HCM Lane V/C Ratio 0.123 0.107 0.236 0.475 0.179 HCM Control Delay 9.6 8.6 9.6 12.2 9.6 HCM Lane LOS AAABA HCM 95th-tile Q 0.4 0.4 0.9 2.5 0.6 5.1-3 Timings Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Opening Year Cumulative (2024) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 441 168 62 242 380 36 1212 527 1265 902 Future Volume (vph) 441 168 62 242 380 36 1212 527 1265 902 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 55.1 10.1 52.2 13.0 9.6 41.8 13.0 45.2 13.0 Total Split (%)10.8% 45.9% 8.4% 43.5% 10.8% 8.0% 34.8% 10.8% 37.7% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 89.2 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Cherry Av. & Slover Av. 5.1-4 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Opening Year Cumulative (2024) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 441 168 36 62 242 380 36 1212 66 527 1265 902 Future Volume (veh/h) 441 168 36 62 242 380 36 1212 66 527 1265 902 Initial Q (Qb), veh 000000050000 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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 501 191 38 70 275 342 41 1377 69 599 1438 802 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %000000000000 Cap, veh/h 310 837 163 157 844 520 63 1866 91 310 2218 832 Arrive On Green 0.09 0.28 0.28 0.04 0.23 0.23 0.04 0.37 0.37 0.09 0.42 0.42 Sat Flow, veh/h 3510 3004 585 3510 3610 1610 1810 5055 253 3510 5187 1610 Grp Volume(v), veh/h 501 113 116 70 275 342 41 942 504 599 1438 802 Grp Sat Flow(s),veh/h/ln 1755 1805 1784 1755 1805 1610 1810 1729 1850 1755 1729 1610 Q Serve(g_s), s 8.4 4.5 4.7 1.8 5.9 17.0 2.1 22.0 22.0 8.4 20.6 39.4 Cycle Q Clear(g_c), s 8.4 4.5 4.7 1.8 5.9 17.0 2.1 22.0 22.0 8.4 20.6 39.4 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 310 503 497 157 844 520 63 1275 682 310 2218 832 V/C Ratio(X) 1.62 0.23 0.23 0.45 0.33 0.66 0.65 0.74 0.74 1.93 0.65 0.96 Avail Cap(c_a), veh/h 317 968 957 207 1823 959 97 1338 716 317 2196 827 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.4 26.2 26.2 43.9 29.9 27.4 44.9 25.7 25.7 43.4 21.3 21.9 Incr Delay (d2), s/veh 292.7 0.2 0.2 0.7 0.2 1.4 4.1 2.1 3.9 432.4 0.7 22.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.1 1.9 1.9 0.8 2.5 6.3 1.0 9.2 10.1 22.2 8.0 19.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 336.1 26.4 26.5 44.6 30.1 28.8 49.0 28.0 29.7 475.8 22.0 44.8 LnGrp LOS F CCDCCDCCFCD Approach Vol, veh/h 730 687 1487 2839 Approach Delay, s/veh 238.9 31.0 29.1 124.2 Approach LOS F C C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 40.1 8.8 31.2 7.9 45.2 13.0 27.0 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 36.0 5.5 49.9 5.0 39.4 8.4 47.0 Max Q Clear Time (g_c+I1), s 10.4 24.0 3.8 6.7 4.1 41.4 10.4 19.0 Green Ext Time (p_c), s 0.0 7.2 0.0 1.2 0.0 0.0 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 103.0 HCM 6th LOS F 5.1-5 Timings Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 366 52 70 7 31 49 30 778 43 786 Future Volume (vph) 366 52 70 7 31 49 30 778 43 786 Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5216 Permitted Phases 4 4 8 8 Detector Phase 4448885216 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)40.2 40.2 40.2 40.2 40.2 40.2 9.6 31.8 9.6 31.8 Total Split (s)59.0 59.0 59.0 59.0 59.0 59.0 12.0 47.0 14.0 49.0 Total Split (%)49.2% 49.2% 49.2% 49.2% 49.2% 49.2% 10.0% 39.2% 11.7% 40.8% Yellow Time (s)4.2 4.2 4.2 4.2 4.2 4.2 3.6 4.8 3.6 4.8 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.2 5.2 5.2 5.2 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 85.7 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Cherry Av. & Santa Ana Av. 5.1-6 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 366 52 70 7 31 49 30 778 22 43 786 465 Future Volume (veh/h) 366 52 70 7 31 49 30 778 22 43 786 465 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 394 56 43 8 33 42 32 837 22 46 845 447 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %000000000000 Cap, veh/h 62 0 794 39 143 794 51 1711 45 62 1160 540 Arrive On Green 0.49 0.49 0.49 0.49 0.49 0.49 0.03 0.33 0.33 0.03 0.34 0.34 Sat Flow, veh/h 0 0 1609 0 291 1610 1810 5197 136 1810 3458 1610 Grp Volume(v), veh/h 450 0 43 41 0 42 32 557 302 46 845 447 Grp Sat Flow(s),veh/h/ln 0 0 1609 291 0 1610 1810 1729 1875 1810 1729 1610 Q Serve(g_s), s 0.0 0.0 1.5 0.0 0.0 1.5 1.9 14.0 14.1 2.7 23.4 27.9 Cycle Q Clear(g_c), s 53.8 0.0 1.5 53.8 0.0 1.5 1.9 14.0 14.1 2.7 23.4 27.9 Prop In Lane 0.88 1.00 0.20 1.00 1.00 0.07 1.00 1.00 Lane Grp Cap(c), veh/h 62 0 794 183 0 794 51 1139 618 62 1160 540 V/C Ratio(X) 7.27 0.00 0.05 0.22 0.00 0.05 0.62 0.49 0.49 0.74 0.73 0.83 Avail Cap(c_a), veh/h 62 0 794 183 0 794 123 1306 708 156 1369 638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.5 0.0 14.4 23.8 0.0 14.4 52.4 29.2 29.3 52.2 31.9 33.4 Incr Delay (d2), s/veh 2854.8 0.0 0.0 0.6 0.0 0.0 4.5 0.3 0.6 6.2 1.6 7.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 50.8 0.0 0.5 0.5 0.0 0.5 0.9 5.6 6.2 1.3 9.5 11.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2909.4 0.0 14.4 24.5 0.0 14.4 56.9 29.6 29.9 58.4 33.5 41.1 LnGrp LOS F A B C A B E C C E C D Approach Vol, veh/h 493 83 891 1338 Approach Delay, s/veh 2656.9 19.4 30.6 36.9 Approach LOS F B C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.4 41.7 59.0 7.7 42.4 59.0 Change Period (Y+Rc), s 4.6 5.8 5.2 4.6 5.8 5.2 Max Green Setting (Gmax), s 9.4 41.2 53.8 7.4 43.2 53.8 Max Q Clear Time (g_c+I1), s 4.7 16.1 55.8 3.9 29.9 55.8 Green Ext Time (p_c), s 0.0 5.4 0.0 0.0 6.7 0.0 Intersection Summary HCM 6th Ctrl Delay 494.9 HCM 6th LOS F 5.1-7 HCM 6th AWSC Birtcher Logistics Center (JN 13682) 2: Banana Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Intersection Delay, s/veh 10.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 221 14 41 116 4 7 58 101 13 75 16 Future Vol, veh/h 6 221 14 41 116 4 7 58 101 13 75 16 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, %000000000000 Mvmt Flow 7 260 16 48 136 5 8 68 119 15 88 19 Number of Lanes 010010011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1112 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2111 HCM Control Delay 11.3 10.2 9.2 9.8 HCM LOS BBAA Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, %11% 0% 2% 25% 12% Vol Thru, %89% 0% 92% 72% 72% Vol Right, % 0% 100% 6% 2% 15% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 65 101 241 161 104 LT Vol 7 0 6 41 13 Through Vol 58 0 221 116 75 RT Vol 0 101 14 4 16 Lane Flow Rate 76 119 284 189 122 Geometry Grp 77225 Degree of Util (X) 0.127 0.172 0.396 0.275 0.186 Departure Headway (Hd)5.964 5.2 5.027 5.222 5.484 Convergence, Y/N Yes Yes Yes Yes Yes Cap 602 689 720 691 653 Service Time 3.697 2.933 3.033 3.232 3.521 HCM Lane V/C Ratio 0.126 0.173 0.394 0.274 0.187 HCM Control Delay 9.6 9 11.3 10.2 9.8 HCM Lane LOS AABBA HCM 95th-tile Q 0.4 0.6 1.9 1.1 0.7 5.1-8 Timings Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Opening Year Cumulative (2024) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 544 646 87 255 441 41 1039 527 1100 481 Future Volume (vph) 544 646 87 255 441 41 1039 527 1100 481 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 54.2 11.0 52.2 13.0 11.5 41.8 13.0 43.3 13.0 Total Split (%)10.8% 45.2% 9.2% 43.5% 10.8% 9.6% 34.8% 10.8% 36.1% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 90.1 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Cherry Av. & Slover Av. 5.1-9 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Opening Year Cumulative (2024) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 544 646 57 87 255 441 41 1039 98 527 1100 481 Future Volume (veh/h) 544 646 57 87 255 441 41 1039 98 527 1100 481 Initial Q (Qb), veh 000000050000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 549 653 51 88 258 360 41 1049 95 532 1111 399 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000000 Cap, veh/h 305 988 77 174 891 543 65 1492 132 305 2064 792 Arrive On Green 0.10 0.30 0.30 0.05 0.25 0.25 0.04 0.31 0.31 0.10 0.37 0.37 Sat Flow, veh/h 3510 3392 265 3510 3610 1589 1810 4841 438 3510 5187 1610 Grp Volume(v), veh/h 549 347 357 88 258 360 41 749 395 532 1111 399 Grp Sat Flow(s),veh/h/ln 1755 1805 1851 1755 1805 1589 1810 1729 1821 1755 1729 1610 Q Serve(g_s), s 8.4 13.9 13.9 2.0 4.8 15.8 1.9 15.9 16.0 8.4 14.3 14.5 Cycle Q Clear(g_c), s 8.4 13.9 13.9 2.0 4.8 15.8 1.9 15.9 16.0 8.4 14.3 14.5 Prop In Lane 1.00 0.14 1.00 1.00 1.00 0.24 1.00 1.00 Lane Grp Cap(c), veh/h 305 526 539 174 891 543 65 1063 560 305 2064 792 V/C Ratio(X) 1.80 0.66 0.66 0.51 0.29 0.66 0.64 0.70 0.71 1.74 0.54 0.50 Avail Cap(c_a), veh/h 355 1065 1093 271 2044 1063 150 1499 789 355 2343 890 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 44.2 28.0 28.1 41.7 27.5 25.4 42.8 25.7 25.7 44.2 20.7 15.4 Incr Delay (d2), s/veh 373.0 1.4 1.4 0.8 0.2 1.4 3.8 0.9 1.7 348.4 0.2 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.3 6.3 6.5 0.9 2.1 6.2 1.0 6.5 7.0 18.3 5.7 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 417.2 29.5 29.5 42.6 27.7 26.7 46.7 26.8 27.5 392.6 20.9 15.9 LnGrp LOS F CCDCCDCCFCB Approach Vol, veh/h 1253 706 1185 2042 Approach Delay, s/veh 199.3 29.1 27.7 116.7 Approach LOS F C C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 31.2 8.9 29.9 7.7 36.5 13.0 25.8 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 36.0 6.4 49.0 6.9 37.5 8.4 47.0 Max Q Clear Time (g_c+I1), s 10.4 18.0 4.0 15.9 3.9 16.5 10.4 17.8 Green Ext Time (p_c), s 0.0 7.3 0.0 4.2 0.0 9.7 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 104.4 HCM 6th LOS F 5.1-10 Timings Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 303 78 20 19 12 63 13 751 60 963 Future Volume (vph) 303 78 20 19 12 63 13 751 60 963 Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5216 Permitted Phases 4 4 8 8 Detector Phase 4448885216 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)40.2 40.2 40.2 40.2 40.2 40.2 9.6 31.8 9.6 31.8 Total Split (s)56.0 56.0 56.0 56.0 56.0 56.0 11.0 46.0 18.0 53.0 Total Split (%)46.7% 46.7% 46.7% 46.7% 46.7% 46.7% 9.2% 38.3% 15.0% 44.2% Yellow Time (s)4.2 4.2 4.2 4.2 4.2 4.2 3.6 4.8 3.6 4.8 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.2 5.2 5.2 5.2 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 75.2 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Cherry Av. & Santa Ana Av. 5.1-11 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 303 78 20 19 12 63 13 751 15 60 963 174 Future Volume (veh/h) 303 78 20 19 12 63 13 751 15 60 963 174 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 333 86 13 21 13 36 14 825 16 66 1058 183 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000000000 Cap, veh/h 65 0 810 58 24 820 29 1501 29 86 1415 244 Arrive On Green 0.51 0.51 0.51 0.51 0.51 0.51 0.02 0.29 0.29 0.05 0.32 0.32 Sat Flow, veh/h 0 0 1590 0 46 1610 1810 5238 101 1810 4451 769 Grp Volume(v), veh/h 419 0 13 34 0 36 14 544 297 66 822 419 Grp Sat Flow(s),veh/h/ln 0 0 1590 46 0 1610 1810 1729 1882 1810 1729 1762 Q Serve(g_s), s 0.0 0.0 0.4 0.0 0.0 1.1 0.8 13.3 13.3 3.6 21.2 21.2 Cycle Q Clear(g_c), s 50.8 0.0 0.4 50.8 0.0 1.1 0.8 13.3 13.3 3.6 21.2 21.2 Prop In Lane 0.79 1.00 0.62 1.00 1.00 0.05 1.00 0.44 Lane Grp Cap(c), veh/h 65 0 810 82 0 820 29 991 539 86 1099 560 V/C Ratio(X) 6.47 0.00 0.02 0.41 0.00 0.04 0.48 0.55 0.55 0.77 0.75 0.75 Avail Cap(c_a), veh/h 65 0 810 82 0 820 116 1394 759 243 1637 834 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.8 0.0 12.1 24.5 0.0 12.3 48.6 30.1 30.1 47.0 30.4 30.4 Incr Delay (d2), s/veh 2491.8 0.0 0.0 3.3 0.0 0.0 4.5 0.5 0.9 5.4 1.1 2.1 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 46.4 0.0 0.1 0.4 0.0 0.4 0.4 5.3 5.8 1.7 8.4 8.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2541.6 0.0 12.1 27.8 0.0 12.3 53.1 30.6 31.0 52.3 31.5 32.5 LnGrp LOS F A B C A B DCCDCC Approach Vol, veh/h 432 70 855 1307 Approach Delay, s/veh 2465.5 19.8 31.1 32.9 Approach LOS F B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.3 34.4 56.0 6.2 37.5 56.0 Change Period (Y+Rc), s 4.6 5.8 5.2 4.6 5.8 5.2 Max Green Setting (Gmax), s 13.4 40.2 50.8 6.4 47.2 50.8 Max Q Clear Time (g_c+I1), s 5.6 15.3 52.8 2.8 23.2 52.8 Green Ext Time (p_c), s 0.0 5.2 0.0 0.0 8.4 0.0 Intersection Summary HCM 6th Ctrl Delay 426.4 HCM 6th LOS F 5.1-12 Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 5.2: OPENING YEAR CUMULATIVE (2024) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank Page 1 of 1 1: Driveway 1 & Santa Ana Av. PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 02707001542242360432 2: Banana Av. & Santa Ana Av. PHF:0.907 7:30 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 8 61 73 14 69 32 2 137 18 139 198 11 763 3: Banana Av. & Driveway 2 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 41380020918501000375 4: Banana Av. & Driveway 3 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 91370019416403000363 5: Cherry Av. & Slover Av. PHF:0.884 7:15 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 36 1,220 66 527 1,294 902 441 168 36 62 242 380 5,375 6: Cherry Av. & Santa Ana Av. PHF:0.928 7:30 AM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 30 778 22 43 786 494 374 53 70 7 33 49 2,740 11/10/2021 11/10/2021 Volume Development AM Peak Hour 11/10/2021 5.2-1 Page 1 of 1 1: Driveway 1 & Santa Ana Av. PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 0070000241031410391 2: Banana Av. & Santa Ana Av. PHF:0.847 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 9 65 126 13 78 16 6 227 16 51 118 4 729 3: Banana Av. & Driveway 2 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 11820013771804000349 4: Banana Av. & Driveway 3 PHF:0.920 Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 41680013461609000337 5: Cherry Av. & Slover Av. PHF:0.985 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 41 1,068 98 527 1,112 481 544 646 57 87 255 441 5,359 6: Cherry Av. & Santa Ana Av. PHF:0.908 4:30 PM Count Date: NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL OYC 2024 WP (PCE): 13 751 15 60 963 186 332 80 20 19 13 63 2,515 11/10/2021 11/10/2021 Volume Development PM Peak Hour 11/10/2021 5.2-2 HCM 6th TWSC Birtcher Logistics Center (JN 13682) 1: Driveway 1 & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 154 2 24 236 0 7 Future Vol, veh/h 154 2 24 236 0 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 167 2 26 257 0 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 169 0 477 168 Stage 1 - - - - 168 - Stage 2 - - - - 309 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1421 - 551 881 Stage 1 - - - - 867 - Stage 2 - - - - 749 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1421 - 539 881 Mov Cap-2 Maneuver - - - - 539 - Stage 1 - - - - 867 - Stage 2 - - - - 733 - Approach EB WB NB HCM Control Delay, s 0 0.7 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)881 - - 1421 - HCM Lane V/C Ratio 0.009 - - 0.018 - HCM Control Delay (s) 9.1 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0.1 - 5.2-3 HCM 6th AWSC Birtcher Logistics Center (JN 13682) 2: Banana Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Intersection Intersection Delay, s/veh 11.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 137 18 139 198 11 8 61 73 14 69 32 Future Vol, veh/h 2 137 18 139 198 11 8 61 73 14 69 32 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %000000000000 Mvmt Flow 2 151 20 153 218 12 9 67 80 15 76 35 Number of Lanes 010010011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1112 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2111 HCM Control Delay 9.9 13.7 9.4 10 HCM LOS ABAA Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, %12% 0% 1% 40% 12% Vol Thru, %88% 0% 87% 57% 60% Vol Right, % 0% 100% 11% 3% 28% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 69 73 157 348 115 LT Vol 8 0 2 139 14 Through Vol 61 0 137 198 69 RT Vol 0 73 18 11 32 Lane Flow Rate 76 80 173 382 126 Geometry Grp 77225 Degree of Util (X) 0.13 0.121 0.248 0.535 0.196 Departure Headway (Hd)6.193 5.423 5.178 5.032 5.574 Convergence, Y/N Yes Yes Yes Yes Yes Cap 579 660 694 723 643 Service Time 3.933 3.163 3.212 3.032 3.615 HCM Lane V/C Ratio 0.131 0.121 0.249 0.528 0.196 HCM Control Delay 9.9 8.9 9.9 13.7 10 HCM Lane LOS AAABA HCM 95th-tile Q 0.4 0.4 1 3.2 0.7 5.2-4 HCM 6th TWSC Birtcher Logistics Center (JN 13682) 3: Banana Av. & Driveway 2 01/05/2022 Opening Year Cumulative (2024) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 4 138 209 18 Future Vol, veh/h 5 1 4 138 209 18 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 5 1 4 150 227 20 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 395 237 247 0 - 0 Stage 1 237 ----- Stage 2 158 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 614 807 1331 - - - Stage 1 807 ----- Stage 2 875 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 612 807 1331 - - - Mov Cap-2 Maneuver 612 ----- Stage 1 805 ----- Stage 2 875 ----- Approach EB NB SB HCM Control Delay, s 10.7 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1331 - 638 - - HCM Lane V/C Ratio 0.003 - 0.01 - - HCM Control Delay (s) 7.7 0 10.7 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0 - - 5.2-5 HCM 6th TWSC Birtcher Logistics Center (JN 13682) 4: Banana Av.01/05/2022 Opening Year Cumulative (2024) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 3 9 137 194 16 Future Vol, veh/h 4 3 9 137 194 16 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 4 3 10 149 211 17 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 389 220 228 0 - 0 Stage 1 220 ----- Stage 2 169 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 619 825 1352 - - - Stage 1 821 ----- Stage 2 866 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 614 825 1352 - - - Mov Cap-2 Maneuver 614 ----- Stage 1 814 ----- Stage 2 866 ----- Approach EB NB SB HCM Control Delay, s 10.3 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1352 - 690 - - HCM Lane V/C Ratio 0.007 - 0.011 - - HCM Control Delay (s) 7.7 0 10.3 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0 - - 5.2-6 Timings Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Opening Year Cumulative (2024) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 441 168 62 242 380 36 1220 527 1294 902 Future Volume (vph) 441 168 62 242 380 36 1220 527 1294 902 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 55.1 10.1 52.2 13.0 9.6 41.8 13.0 45.2 13.0 Total Split (%)10.8% 45.9% 8.4% 43.5% 10.8% 8.0% 34.8% 10.8% 37.7% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 89.4 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Cherry Av. & Slover Av. 5.2-7 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Opening Year Cumulative (2024) 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) 441 168 36 62 242 380 36 1220 66 527 1294 902 Future Volume (veh/h) 441 168 36 62 242 380 36 1220 66 527 1294 902 Initial Q (Qb), veh 000000050000 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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 501 191 38 70 275 347 41 1386 69 599 1470 802 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %000000000000 Cap, veh/h 308 844 164 156 854 524 63 1861 90 308 2210 829 Arrive On Green 0.09 0.28 0.28 0.04 0.24 0.24 0.04 0.37 0.37 0.09 0.42 0.42 Sat Flow, veh/h 3510 3004 585 3510 3610 1610 1810 5057 252 3510 5187 1610 Grp Volume(v), veh/h 501 113 116 70 275 347 41 948 507 599 1470 802 Grp Sat Flow(s),veh/h/ln 1755 1805 1784 1755 1805 1610 1810 1729 1851 1755 1729 1610 Q Serve(g_s), s 8.4 4.5 4.7 1.8 5.9 17.3 2.1 22.3 22.3 8.4 21.4 39.4 Cycle Q Clear(g_c), s 8.4 4.5 4.7 1.8 5.9 17.3 2.1 22.3 22.3 8.4 21.4 39.4 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 308 507 501 156 854 524 63 1270 680 308 2210 829 V/C Ratio(X) 1.62 0.22 0.23 0.45 0.32 0.66 0.65 0.75 0.75 1.94 0.67 0.97 Avail Cap(c_a), veh/h 316 964 953 207 1817 955 97 1333 713 316 2188 824 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 26.1 26.1 44.0 29.8 27.4 45.0 25.9 25.9 43.6 21.7 22.2 Incr Delay (d2), s/veh 295.3 0.2 0.2 0.7 0.2 1.4 4.1 2.2 4.1 435.5 0.8 23.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.1 1.9 1.9 0.8 2.5 6.5 1.0 9.4 10.3 22.2 8.4 20.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 338.8 26.3 26.4 44.8 30.0 28.9 49.2 28.4 30.2 479.1 22.5 45.8 LnGrp LOS F CCDCCDCCFCD Approach Vol, veh/h 730 692 1496 2871 Approach Delay, s/veh 240.8 30.9 29.5 124.3 Approach LOS F C C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 40.1 8.8 31.5 7.9 45.2 13.0 27.3 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 36.0 5.5 49.9 5.0 39.4 8.4 47.0 Max Q Clear Time (g_c+I1), s 10.4 24.3 3.8 6.7 4.1 41.4 10.4 19.3 Green Ext Time (p_c), s 0.0 7.1 0.0 1.2 0.0 0.0 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 103.3 HCM 6th LOS F 5.2-8 Timings Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 374 53 70 7 33 49 30 778 43 786 Future Volume (vph) 374 53 70 7 33 49 30 778 43 786 Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5216 Permitted Phases 4 4 8 8 Detector Phase 4448885216 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)40.2 40.2 40.2 40.2 40.2 40.2 9.6 31.8 9.6 31.8 Total Split (s)59.0 59.0 59.0 59.0 59.0 59.0 12.0 47.0 14.0 49.0 Total Split (%)49.2% 49.2% 49.2% 49.2% 49.2% 49.2% 10.0% 39.2% 11.7% 40.8% Yellow Time (s)4.2 4.2 4.2 4.2 4.2 4.2 3.6 4.8 3.6 4.8 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.2 5.2 5.2 5.2 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 87.4 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Cherry Av. & Santa Ana Av. 5.2-9 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 374 53 70 7 33 49 30 778 22 43 786 494 Future Volume (veh/h) 374 53 70 7 33 49 30 778 22 43 786 494 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 402 57 43 8 35 42 32 837 22 46 845 478 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %000000000000 Cap, veh/h 61 0 780 38 149 780 51 1772 47 62 1199 559 Arrive On Green 0.48 0.48 0.48 0.48 0.48 0.48 0.03 0.34 0.34 0.03 0.35 0.35 Sat Flow, veh/h 0 0 1609 0 308 1610 1810 5197 136 1810 3458 1610 Grp Volume(v), veh/h 459 0 43 43 0 42 32 557 302 46 845 478 Grp Sat Flow(s),veh/h/ln 0 0 1609 308 0 1610 1810 1729 1875 1810 1729 1610 Q Serve(g_s), s 0.0 0.0 1.6 0.0 0.0 1.5 1.9 14.0 14.1 2.8 23.5 30.6 Cycle Q Clear(g_c), s 53.8 0.0 1.6 53.8 0.0 1.5 1.9 14.0 14.1 2.8 23.5 30.6 Prop In Lane 0.88 1.00 0.19 1.00 1.00 0.07 1.00 1.00 Lane Grp Cap(c), veh/h 61 0 780 188 0 780 51 1179 639 62 1199 559 V/C Ratio(X) 7.55 0.00 0.06 0.23 0.00 0.05 0.63 0.47 0.47 0.74 0.70 0.86 Avail Cap(c_a), veh/h 61 0 780 188 0 780 121 1283 696 153 1345 626 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.5 0.0 15.2 24.3 0.0 15.2 53.4 28.7 28.8 53.2 31.3 33.7 Incr Delay (d2), s/veh 2980.7 0.0 0.0 0.6 0.0 0.0 4.6 0.3 0.5 6.5 1.5 10.4 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 52.0 0.0 0.6 0.6 0.0 0.6 0.9 5.6 6.1 1.3 9.5 12.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 3036.2 0.0 15.2 24.9 0.0 15.2 58.0 29.0 29.3 59.6 32.8 44.1 LnGrp LOS F A B C A B E C C E C D Approach Vol, veh/h 502 85 891 1369 Approach Delay, s/veh 2777.4 20.1 30.2 37.6 Approach LOS F C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.4 43.7 59.0 7.7 44.3 59.0 Change Period (Y+Rc), s 4.6 5.8 5.2 4.6 5.8 5.2 Max Green Setting (Gmax), s 9.4 41.2 53.8 7.4 43.2 53.8 Max Q Clear Time (g_c+I1), s 4.8 16.1 55.8 3.9 32.6 55.8 Green Ext Time (p_c), s 0.0 5.4 0.0 0.0 5.9 0.0 Intersection Summary HCM 6th Ctrl Delay 517.9 HCM 6th LOS F 5.2-10 HCM 6th TWSC Birtcher Logistics Center (JN 13682) 1: Driveway 1 & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 241 0 3 141 0 7 Future Vol, veh/h 241 0 3 141 0 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 262 0 3 153 0 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 262 0 421 262 Stage 1 - - - - 262 - Stage 2 - - - - 159 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1314 - 593 782 Stage 1 - - - - 786 - Stage 2 - - - - 875 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1314 - 592 782 Mov Cap-2 Maneuver - - - - 592 - Stage 1 - - - - 786 - Stage 2 - - - - 873 - Approach EB WB NB HCM Control Delay, s 0 0.2 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)782 - - 1314 - HCM Lane V/C Ratio 0.01 - - 0.002 - HCM Control Delay (s) 9.6 - - 7.7 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - 5.2-11 HCM 6th AWSC Birtcher Logistics Center (JN 13682) 2: Banana Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Intersection Intersection Delay, s/veh 10.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 227 16 51 118 4 9 65 126 13 78 16 Future Vol, veh/h 6 227 16 51 118 4 9 65 126 13 78 16 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, %000000000000 Mvmt Flow 7 267 19 60 139 5 11 76 148 15 92 19 Number of Lanes 010010011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1112 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2111 HCM Control Delay 11.9 10.8 9.6 10.1 HCM LOS BBAB Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, %12% 0% 2% 29% 12% Vol Thru, %88% 0% 91% 68% 73% Vol Right, % 0% 100% 6% 2% 15% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 74 126 249 173 107 LT Vol 9 0 6 51 13 Through Vol 65 0 227 118 78 RT Vol 0 126 16 4 16 Lane Flow Rate 87 148 293 204 126 Geometry Grp 77225 Degree of Util (X) 0.147 0.219 0.42 0.304 0.198 Departure Headway (Hd)6.081 5.309 5.166 5.374 5.657 Convergence, Y/N Yes Yes Yes Yes Yes Cap 590 676 697 668 633 Service Time 3.816 3.044 3.198 3.41 3.698 HCM Lane V/C Ratio 0.147 0.219 0.42 0.305 0.199 HCM Control Delay 9.9 9.5 11.9 10.8 10.1 HCM Lane LOS AABBB HCM 95th-tile Q 0.5 0.8 2.1 1.3 0.7 5.2-12 HCM 6th TWSC Birtcher Logistics Center (JN 13682) 3: Banana Av. & Driveway 2 01/05/2022 Opening Year Cumulative (2024) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 18 4 1 182 137 7 Future Vol, veh/h 18 4 1 182 137 7 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 20 4 1 198 149 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 353 153 157 0 - 0 Stage 1 153 ----- Stage 2 200 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 649 898 1435 - - - Stage 1 880 ----- Stage 2 838 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 648 898 1435 - - - Mov Cap-2 Maneuver 648 ----- Stage 1 879 ----- Stage 2 838 ----- Approach EB NB SB HCM Control Delay, s 10.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1435 - 683 - - HCM Lane V/C Ratio 0.001 - 0.035 - - HCM Control Delay (s) 7.5 0 10.5 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 5.2-13 HCM 6th TWSC Birtcher Logistics Center (JN 13682) 4: Banana Av. & Driveway 3 01/05/2022 Opening Year Cumulative (2024) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 16 9 4 168 134 6 Future Vol, veh/h 16 9 4 168 134 6 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 17 10 4 183 146 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 341 150 153 0 - 0 Stage 1 150 ----- Stage 2 191 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 659 902 1440 - - - Stage 1 883 ----- Stage 2 846 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 657 902 1440 - - - Mov Cap-2 Maneuver 657 ----- Stage 1 880 ----- Stage 2 846 ----- Approach EB NB SB HCM Control Delay, s 10.1 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1440 - 728 - - HCM Lane V/C Ratio 0.003 - 0.037 - - HCM Control Delay (s) 7.5 0 10.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 5.2-14 Timings Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Opening Year Cumulative (2024) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 544 646 87 255 441 41 1068 527 1112 481 Future Volume (vph) 544 646 87 255 441 41 1068 527 1112 481 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 54.2 11.0 52.2 13.0 11.5 41.8 13.0 43.3 13.0 Total Split (%)10.8% 45.2% 9.2% 43.5% 10.8% 9.6% 34.8% 10.8% 36.1% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 91.3 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Cherry Av. & Slover Av. 5.2-15 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 5: Cherry Av. & Slover Av.01/05/2022 Opening Year Cumulative (2024) 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) 544 646 57 87 255 441 41 1068 98 527 1112 481 Future Volume (veh/h) 544 646 57 87 255 441 41 1068 98 527 1112 481 Initial Q (Qb), veh 000000050000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 549 653 51 88 258 366 41 1079 95 532 1123 399 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000000 Cap, veh/h 304 996 78 173 903 547 64 1515 130 304 2066 791 Arrive On Green 0.10 0.30 0.30 0.05 0.25 0.25 0.04 0.31 0.31 0.10 0.37 0.37 Sat Flow, veh/h 3510 3392 265 3510 3610 1589 1810 4854 427 3510 5187 1610 Grp Volume(v), veh/h 549 347 357 88 258 366 41 768 406 532 1123 399 Grp Sat Flow(s),veh/h/ln 1755 1805 1851 1755 1805 1589 1810 1729 1823 1755 1729 1610 Q Serve(g_s), s 8.4 14.1 14.1 2.1 4.9 16.4 1.9 16.6 16.7 8.4 14.6 14.7 Cycle Q Clear(g_c), s 8.4 14.1 14.1 2.1 4.9 16.4 1.9 16.6 16.7 8.4 14.6 14.7 Prop In Lane 1.00 0.14 1.00 1.00 1.00 0.23 1.00 1.00 Lane Grp Cap(c), veh/h 304 530 544 173 903 547 64 1077 568 304 2066 791 V/C Ratio(X) 1.81 0.65 0.66 0.51 0.29 0.67 0.64 0.71 0.71 1.75 0.54 0.50 Avail Cap(c_a), veh/h 350 1048 1075 266 2011 1046 148 1476 778 350 2306 876 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.4 28.1 28.1 42.2 27.5 25.5 43.3 26.0 26.0 44.4 20.9 15.6 Incr Delay (d2), s/veh 376.6 1.4 1.4 0.9 0.2 1.4 3.9 1.0 2.0 351.9 0.2 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.4 6.3 6.5 0.9 2.2 6.4 1.0 6.9 7.4 18.4 5.8 5.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 421.0 29.5 29.5 43.0 27.7 27.0 47.1 27.2 28.1 396.3 21.1 16.1 LnGrp LOS F CCDCCDCCFCB Approach Vol, veh/h 1253 712 1215 2054 Approach Delay, s/veh 201.0 29.2 28.2 117.3 Approach LOS F C C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 31.9 9.0 30.5 7.7 37.2 13.0 26.4 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 36.0 6.4 49.0 6.9 37.5 8.4 47.0 Max Q Clear Time (g_c+I1), s 10.4 18.7 4.1 16.1 3.9 16.7 10.4 18.4 Green Ext Time (p_c), s 0.0 7.4 0.0 4.2 0.0 9.7 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 104.7 HCM 6th LOS F 5.2-16 Timings Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 332 80 20 19 13 63 13 751 60 963 Future Volume (vph) 332 80 20 19 13 63 13 751 60 963 Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5216 Permitted Phases 4 4 8 8 Detector Phase 4448885216 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)40.2 40.2 40.2 40.2 40.2 40.2 9.6 31.8 9.6 31.8 Total Split (s)56.0 56.0 56.0 56.0 56.0 56.0 11.0 46.0 18.0 53.0 Total Split (%)46.7% 46.7% 46.7% 46.7% 46.7% 46.7% 9.2% 38.3% 15.0% 44.2% Yellow Time (s)4.2 4.2 4.2 4.2 4.2 4.2 3.6 4.8 3.6 4.8 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.2 5.2 5.2 5.2 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 79.8 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Cherry Av. & Santa Ana Av. 5.2-17 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 332 80 20 19 13 63 13 751 15 60 963 186 Future Volume (veh/h) 332 80 20 19 13 63 13 751 15 60 963 186 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 365 88 13 21 14 36 14 825 16 66 1058 196 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000000000 Cap, veh/h 65 0 807 58 25 817 29 1516 29 86 1410 261 Arrive On Green 0.51 0.51 0.51 0.51 0.51 0.51 0.02 0.29 0.29 0.05 0.32 0.32 Sat Flow, veh/h 0 0 1590 0 50 1610 1810 5238 101 1810 4398 814 Grp Volume(v), veh/h 453 0 13 35 0 36 14 544 297 66 832 422 Grp Sat Flow(s),veh/h/ln 0 0 1590 50 0 1610 1810 1729 1882 1810 1729 1754 Q Serve(g_s), s 0.0 0.0 0.4 0.0 0.0 1.1 0.8 13.3 13.3 3.6 21.5 21.6 Cycle Q Clear(g_c), s 50.8 0.0 0.4 50.8 0.0 1.1 0.8 13.3 13.3 3.6 21.5 21.6 Prop In Lane 0.81 1.00 0.60 1.00 1.00 0.05 1.00 0.46 Lane Grp Cap(c), veh/h 65 0 807 83 0 817 29 1001 545 86 1109 562 V/C Ratio(X) 6.98 0.00 0.02 0.42 0.00 0.04 0.48 0.54 0.54 0.77 0.75 0.75 Avail Cap(c_a), veh/h 65 0 807 83 0 817 116 1389 756 242 1630 827 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.1 0.0 12.2 24.6 0.0 12.4 48.8 30.0 30.0 47.1 30.4 30.4 Incr Delay (d2), s/veh 2721.4 0.0 0.0 3.4 0.0 0.0 4.5 0.5 0.9 5.4 1.1 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 50.7 0.0 0.1 0.5 0.0 0.4 0.4 5.3 5.8 1.7 8.6 8.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2771.4 0.0 12.3 28.0 0.0 12.4 53.3 30.5 30.9 52.5 31.5 32.6 LnGrp LOS F A B C A B DCCDCC Approach Vol, veh/h 466 71 855 1320 Approach Delay, s/veh 2694.4 20.1 31.0 32.9 Approach LOS F C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.3 34.8 56.0 6.2 37.9 56.0 Change Period (Y+Rc), s 4.6 5.8 5.2 4.6 5.8 5.2 Max Green Setting (Gmax), s 13.4 40.2 50.8 6.4 47.2 50.8 Max Q Clear Time (g_c+I1), s 5.6 15.3 52.8 2.8 23.6 52.8 Green Ext Time (p_c), s 0.0 5.2 0.0 0.0 8.5 0.0 Intersection Summary HCM 6th Ctrl Delay 489.3 HCM 6th LOS F 5.2-18 Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 5.3: OPENING YEAR CUMULATIVE (2024) WITHOUT PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = EAC (2024) Conditions - Weekday PM Peak Hour Major Street Name =Santa Ana Avenue Total of Both Approaches (VPH) =280 Number of Approach Lanes on Major Street =1 Minor Street Name =Banana Avenue High Volume Approach (VPH) =138 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 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street - Higher-Volume Approach (VPH) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.3-1 This Page Intentionally Left Blank 5.3-2 Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 5.4: OPENING YEAR CUMULATIVE (2024) WITH PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ____________TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Santa Ana Avenue Critical Approach Speed (Major) 30 mph Minor Street:Driveway 1 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =2,732 vpd Minor Street Future ADT =36 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 2,732 1 36 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 2,732 1 36 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 2% 3% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements XX EADT EAPC (2024) MT 01/05/22 MT 01/05/22 5.4-1 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = EAPC (2024) Conditions - Weekday PM Peak Hour Major Street Name =Santa Ana Avenue Total of Both Approaches (VPH) =290 Number of Approach Lanes on Major Street =1 Minor Street Name =Banana Avenue High Volume Approach (VPH) =167 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 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street - Higher-Volume Approach (VPH) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.4-2 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ____________TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Banana Avenue Critical Approach Speed (Major) 35 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 =3,236 vpd Minor Street Future ADT =131 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 3,236 1 131 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 3,236 1 131 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 5% 11% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. Minor Street Approach (One Direction Only) Minimum Requirements EADT Vehicles Per Day on Higher-Volume Major Street (Total of Both Approaches) Minor Street Approach Satisfied Not Satisfied XX CONDITION A - Minimum Vehicular Volume Vehicles Per Day Vehicles Per Day on The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. (Total of Both Approaches) Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day on Major Street URBAN (U) URBAN RURAL Major Street Minor Street XX on Higher-Volume EAPC (2024) MT MT 01/05/22 01/05/22 (Based on Estimated Average Daily Traffic - See Note) 5.4-3 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ____________TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Banana Avenue Critical Approach Speed (Major) 35 mph Minor Street:Driveway 3 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =3,108 vpd Minor Street Future ADT =141 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 3,108 1 141 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 3,108 1 141 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 6% 12% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements XX EADT EAPC (2024) MT 01/05/22 MT 01/05/22 5.4-4 Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 5.5: OPENING YEAR CUMULATIVE (2024) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS WITH IMPROVEMENTS Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank Timings Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - AM Peak Hour WITH IMPROVEMENTS Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 374 53 7 33 30 778 43 786 Future Volume (vph) 374 53 7 33 30 778 43 786 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 85216 Permitted Phases 4 8 Detector Phase 44885216 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)40.2 40.2 40.2 40.2 9.6 31.8 9.6 31.8 Total Split (s)59.0 59.0 59.0 59.0 12.0 47.0 14.0 49.0 Total Split (%)49.2% 49.2% 49.2% 49.2% 10.0% 39.2% 11.7% 40.8% Yellow Time (s)4.2 4.2 4.2 4.2 3.6 4.8 3.6 4.8 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.2 5.2 5.2 5.2 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)31.7 31.7 29.7 29.7 6.6 31.1 7.3 31.6 Actuated g/C Ratio 0.39 0.39 0.36 0.36 0.08 0.38 0.09 0.39 v/c Ratio 0.78 0.18 0.02 0.13 0.22 0.44 0.28 0.69 Control Delay 35.3 10.5 18.6 9.8 49.9 21.9 49.3 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.3 10.5 18.6 9.8 49.9 21.9 49.3 22.6 LOS DBBADCDC Approach Delay 29.2 10.5 22.9 23.5 Approach LOS C B C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 81.4 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 23.9 Intersection LOS: C Intersection Capacity Utilization 70.9%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 6: Cherry Av. & Santa Ana Av. 5.5-1 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - AM Peak Hour WITH IMPROVEMENTS 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) 374 53 70 7 33 49 30 778 22 43 786 494 Future Volume (veh/h) 374 53 70 7 33 49 30 778 22 43 786 494 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 402 57 43 8 35 42 32 837 22 46 845 478 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %000000000000 Cap, veh/h 545 367 277 524 287 345 58 2025 53 74 1377 641 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.03 0.39 0.39 0.04 0.40 0.40 Sat Flow, veh/h 1343 1005 758 1315 786 944 1810 5197 136 1810 3458 1610 Grp Volume(v), veh/h 402 0 100 8 0 77 32 557 302 46 845 478 Grp Sat Flow(s),veh/h/ln 1343 0 1763 1315 0 1730 1810 1729 1875 1810 1729 1610 Q Serve(g_s), s 21.7 0.0 2.9 0.3 0.0 2.3 1.3 8.9 9.0 1.9 14.9 19.4 Cycle Q Clear(g_c), s 23.9 0.0 2.9 3.2 0.0 2.3 1.3 8.9 9.0 1.9 14.9 19.4 Prop In Lane 1.00 0.43 1.00 0.55 1.00 0.07 1.00 1.00 Lane Grp Cap(c), veh/h 545 0 644 524 0 632 58 1348 731 74 1377 641 V/C Ratio(X) 0.74 0.00 0.16 0.02 0.00 0.12 0.55 0.41 0.41 0.62 0.61 0.75 Avail Cap(c_a), veh/h 1000 0 1241 970 0 1218 175 1865 1011 223 1955 911 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.1 0.0 16.3 17.4 0.0 16.1 36.4 17.0 17.0 36.1 18.3 19.7 Incr Delay (d2), s/veh 2.0 0.0 0.1 0.0 0.0 0.1 3.0 0.2 0.4 3.2 0.4 2.1 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 6.6 0.0 1.1 0.1 0.0 0.8 0.6 3.2 3.5 0.9 5.2 6.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.0 0.0 16.4 17.4 0.0 16.2 39.4 17.2 17.3 39.2 18.8 21.7 LnGrp LOS C ABBABDBBDBC Approach Vol, veh/h 502 85 891 1369 Approach Delay, s/veh 24.1 16.3 18.0 20.5 Approach LOS C B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.7 35.6 33.1 7.1 36.2 33.1 Change Period (Y+Rc), s 4.6 5.8 5.2 4.6 5.8 5.2 Max Green Setting (Gmax), s 9.4 41.2 53.8 7.4 43.2 53.8 Max Q Clear Time (g_c+I1), s 3.9 11.0 25.9 3.3 21.4 5.2 Green Ext Time (p_c), s 0.0 5.6 1.9 0.0 9.0 0.5 Intersection Summary HCM 6th Ctrl Delay 20.2 HCM 6th LOS C 5.5-2 Timings Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - PM Peak Hour WITH IMPROVEMENTS Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 332 80 19 13 13 751 60 963 Future Volume (vph) 332 80 19 13 13 751 60 963 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 85216 Permitted Phases 4 8 Detector Phase 44885216 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s)40.2 40.2 40.2 40.2 9.6 31.8 9.6 31.8 Total Split (s)56.0 56.0 56.0 56.0 11.0 46.0 18.0 53.0 Total Split (%)46.7% 46.7% 46.7% 46.7% 9.2% 38.3% 15.0% 44.2% Yellow Time (s)4.2 4.2 4.2 4.2 3.6 4.8 3.6 4.8 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.2 5.2 5.2 5.2 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s)27.3 27.3 25.9 25.9 5.9 23.0 8.0 31.4 Actuated g/C Ratio 0.38 0.38 0.36 0.36 0.08 0.32 0.11 0.43 v/c Ratio 0.73 0.16 0.05 0.13 0.09 0.51 0.33 0.57 Control Delay 30.2 15.6 16.9 6.6 44.0 23.6 41.9 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.2 15.6 16.9 6.6 44.0 23.6 41.9 17.7 LOS C B B A D C D B Approach Delay 26.8 8.7 24.0 18.9 Approach LOS C A C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 72.4 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 21.5 Intersection LOS: C Intersection Capacity Utilization 65.0%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 6: Cherry Av. & Santa Ana Av. 5.5-3 HCM 6th Signalized Intersection Summary Birtcher Logistics Center (JN 13682) 6: Cherry Av. & Santa Ana Av.01/05/2022 Opening Year Cumulative (2024) With Project - PM Peak Hour WITH IMPROVEMENTS 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) 332 80 20 19 13 63 13 751 15 60 963 186 Future Volume (veh/h) 332 80 20 19 13 63 13 751 15 60 963 186 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 365 88 13 21 14 36 14 825 16 66 1058 196 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000000000 Cap, veh/h 549 535 79 506 156 401 31 1833 36 101 1708 316 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.02 0.35 0.35 0.06 0.39 0.39 Sat Flow, veh/h 1376 1615 239 1314 471 1211 1810 5238 101 1810 4398 814 Grp Volume(v), veh/h 365 0 101 21 0 50 14 544 297 66 832 422 Grp Sat Flow(s),veh/h/ln 1376 0 1853 1314 0 1682 1810 1729 1882 1810 1729 1754 Q Serve(g_s), s 14.8 0.0 2.3 0.7 0.0 1.2 0.5 7.2 7.2 2.1 11.5 11.5 Cycle Q Clear(g_c), s 16.0 0.0 2.3 3.0 0.0 1.2 0.5 7.2 7.2 2.1 11.5 11.5 Prop In Lane 1.00 0.13 1.00 0.72 1.00 0.05 1.00 0.46 Lane Grp Cap(c), veh/h 549 0 614 506 0 558 31 1210 658 101 1343 681 V/C Ratio(X) 0.66 0.00 0.16 0.04 0.00 0.09 0.45 0.45 0.45 0.65 0.62 0.62 Avail Cap(c_a), veh/h 1271 0 1586 1195 0 1439 195 2341 1274 408 2749 1394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.2 0.0 14.0 15.1 0.0 13.7 28.9 14.9 14.9 27.5 14.6 14.6 Incr Delay (d2), s/veh 1.4 0.0 0.1 0.0 0.0 0.1 3.6 0.3 0.5 2.6 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.9 0.2 0.0 0.4 0.2 2.4 2.6 0.9 3.7 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.6 0.0 14.2 15.1 0.0 13.7 32.5 15.2 15.4 30.1 15.1 15.6 LnGrp LOS C ABBABCBBCBB Approach Vol, veh/h 466 71 855 1320 Approach Delay, s/veh 19.2 14.1 15.5 16.0 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.9 26.6 24.9 5.6 28.9 24.9 Change Period (Y+Rc), s 4.6 5.8 5.2 4.6 5.8 5.2 Max Green Setting (Gmax), s 13.4 40.2 50.8 6.4 47.2 50.8 Max Q Clear Time (g_c+I1), s 4.1 9.2 18.0 2.5 13.5 5.0 Green Ext Time (p_c), s 0.0 5.4 1.7 0.0 9.5 0.3 Intersection Summary HCM 6th Ctrl Delay 16.3 HCM 6th LOS B 5.5-4 Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx APPENDIX 7.1: SBCTA VMT SCREENING TOOL RESULTS Birtcher Logistics Center Traffic Study 13682‐03 TS Report.docx This Page Intentionally Left Blank December 15, 2021 Mr. David Ornelas T&B Planning 3200 El Camino Real, Suite 100 Irvine, CA 92602 SUBJECT: BIRTCHER LOGISTICS CENTER VEHICLE MILES TRAVELED (VMT) SCREENING EVALUATION Dear Mr. David Ornelas: The following VMT Analysis has been prepared for the proposed Birtcher Logistics Center development (Project), which is located on the southwest corner of Santa Ana Ave and Banana Ave in the City of Fontana. PROJECT DESCRIPTION It is our understanding that the Project site is located in the existing Southwest Industrial Park (SWIP) Specific Plan and consists of 341,838 square feet of warehousing use (of which 20% will be evaluated assuming high-cube cold storage use and 80% of warehousing use). (See Attachment A) BACKGROUND Changes to California Environmental Quality Act (CEQA) Guidelines were adopted in December 2018, which require all lead agencies to adopt VMT as a replacement for automobile delay-based level of service (LOS) as the new measure for identifying transportation impacts for land use projects. This statewide mandate went into effect July 1, 2020. To aid in this transition, the Governor’s Office of Planning and Research (OPR) released a Technical Advisory on Evaluating Transportation Impacts in CEQA (December of 2018) (Technical Advisory) (1). Based on OPR’s Technical Advisory, specific procedures for complying with the new CEQA requirements for VMT analysis, the City of Fontana adopted Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment (City Guidelines) (2), which documents the City’s VMT analysis methodology and approved impact thresholds. The VMT screening evaluation presented in this report has been developed based on the adopted City Guidelines. PROJECT SCREENING The City Guidelines describe specific screening criteria that can be used to identify when a proposed land use project is anticipated to result in a less than significant impact without conducting a more detailed project level VMT analysis. Screening thresholds are described in the following four steps: 7.1-1 • Step 1: Transit Priority Area (TPA) Screening • Step 2: Low VMT Area Screening • Step 3: Low Project Type Screening • Step 4: Project net daily trips less than 500 ADT Consistent with City Guidelines, a land use project needs only to satisfy one of the above screening thresholds to result in a less than significant impact. For the purposes of this analysis, the initial VMT screening process has been conducted with the SBCTA VMT Screening Tool (Screening Tool), which uses screening criteria consistent with the screening thresholds recommended in the Technical Advisory and City Guidelines. STEP 1: TPA SCREENING Consistent with guidance identified in the City Guidelines, projects located within a Transit Priority Area (TPA) (i.e., within ½ mile of an existing “major transit stop”1 or an existing stop along a “high-quality transit corridor”2) may be presumed to have a less than significant impact absent substantial evidence to the contrary. However, the presumption may not be appropriate if a project: • Has a Floor Area Ratio (FAR) of less than 0.75; • Includes more parking for use by residents, customers, or employees of the project than required by the jurisdiction (if the jurisdiction requires the project to supply parking); • Is inconsistent with the applicable Sustainable Communities Strategy (as determined by the lead agency, with input from the Metropolitan Planning Organization); or • Replaces affordable residential units with a smaller number of moderate- or high-income residential units. Based on the Screening Tool results presented in Attachment A, the Project site is not located within ½ mile of an existing major transit stop, or along a high-quality transit corridor. TPA screening criteria is not met. STEP 2: LOW VMT AREA SCREENING As noted in the City Guidelines, “Residential and office projects located within a low VMT-generating area may be presumed to have a less than significant impact absent substantial evidence to the contrary. In addition, other employment-related and mixed-use land use projects may qualify for the use of 1 Pub. Resources Code, § 21064.3 (“‘Major transit stop’ means a site containing an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods.”). 2 Pub. Resources Code, § 21155 (“For purposes of this section, a high-quality transit corridor means a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours.”). 7.1-2 screening if the project can reasonably be expected to generate VMT per resident, per worker, or per service population that is similar to the existing land uses in the low VMT area.” 3 The Screening Tool uses the sub-regional San Bernardino County Transportation Analysis Model (SBTAM) to measure VMT performance within San Bernardino County for individual traffic analysis zones (TAZ’s) within each city. The Project’s physical location based on APN is input into the Screening Tool to determine the VMT generated within the respective TAZ as compared to the jurisdictional average inclusive of a particular threshold (i.e., 15% below baseline County of San Bernardino VMT per service population). Based on the Screening Tool results, the Project is not located within a low VMT generating zone as compared to the City’s adopted threshold of 15% below baseline County of San Bernardino VMT per service population. (See Attachment A). Low VMT Area screening criteria is not met. STEP 3: LOW PROJECT TYPE SCREENING The City Guidelines identify that local serving retail with buildings less than 50,000 square feet or other local serving essential services (e.g., day care centers, public schools, medical/dental office buildings, etc.) are presumed to have a less than significant impact absent substantial evidence to the contrary. The proposed Project is not considered a local serving use based on the examples provided in the City Guidelines.4 Low Project Type screening criteria is not met. STEP 4: PROJECT NET DAILY TRIPS LESS THAN 500 ADT SCREENING Projects that generate fewer than 500 net average daily trips (ADT) (stated in actual vehicles) are deemed to not cause a substantial increase in the total citywide or regional VMT and are therefore presumed to have a less than significant impact on VMT. Substantial evidence in support of this daily trip threshold is documented in the City Guidelines.5 The City Guidelines state, “The screening criteria trip limit is based on net trip generation after considering pass-by, internal capture, affordable housing, and/or existing land use trips.” The trip generation rates used for this analysis are based on the trip generation statistics published in the Institute of Transportation Engineer (ITE) Trip Generation Manual (11th Edition, 2021). (3) The Project site is located within the Jurupa North Research and Development District (West) (JND) of the SWIP. The JND has proposed to provide opportunities for small business development which would allow a mixture of various types of development including, but not limited to, light industrial, warehousing, logistics-based warehousing, office, flex tech, research and development, and service commercial. This area is also envisioned to provide community serving commercial uses in addition to 3 City Guidelines; Page 12. 4 City Guidelines; Page 13. 5 City Guidelines; Appendix B. 7.1-3 the industrial uses, such as grocery stores, restaurants, gas stations, etc. The JND is generally bounded by Mulberry Avenue to the west, Santa Ana to the north, Jurupa Avenue to the south, and Citrus Avenue to the east. The SWIP included the development of approximately 1,344,901 square feet of light industrial use, 478,407 square feet of office use, 847,485 square feet of service commercial use (office park), 338,994 square feet of live-work use, and 338,994 square feet of flex tech research and development use within the JND West area. As shown in Attachment C, the SWIP Project Traffic Analysis (prepared by RBF Consulting, September 29, 2011) concluded that the JND (West) area would generate 2,990 trips per day, with 427 trips generated during the AM peak hour and 404 trips generated during the PM peak hour. A trip generation rate for uses within the JND (West) has been developed by dividing the trip generation by the proposed 3,348,781 square feet of future development. As such, based on the trip generation rates for the currently approved uses within the JND (West), the Project is anticipated to generate 916 trips per day, with 67 trips generated during the AM peak hour and 74 trips generated during the PM peak hour. Thus, the Projects results in a net decrease of 2,074 daily vehicle trips. Therefore, would not exceed the City’s screening threshold of 500 ADT. Project net daily trips less than 500 ADT screening criteria is met. CONCLUSION Based on our findings, the Project was found to reduce the daily vehicle trips by 2,374 as compared to the approved SWIP specific plan in the JND (West) area. Therefore, the Project would meet the project net daily trips less than 500 ADT screening criteria. Meeting the daily trip screening criteria would result in a less than significant impact for VMT; no further VMT analysis required. If you have any questions, please contact me directly at 949-660-1994. Respectfully submitted, URBAN CROSSROADS, INC. Alexander So Senior Analyst 7.1-4 REFERENCES 1. Office of Planning and Research. Technical Advisory on Evaluating Transportation Impacts in CEQA. State of California : s.n., December 2018. 2. City of Fontana Traffic Engineering Division. Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment. City of Fontana : s.n., October 2020. 3. Institute of Transportation Engineers. Trip Generation Manual. 11th Edition. 2021. 7.1-5 ATTACHMENT A PRELIMINARY SITE PLAN 7.1-6 7.1-7 ATTACHMENT B SBCTA SCREENING TOOL 7.1-8 7.1-9 ATTACHMENT C PROJECT TRIP GENERATION 7.1-10 TABLE 1: TRIP GENERATION RATES ITE LU AM Peak Hour PM Peak Hour Land Use1 Units2 Code In Out Total In Out Total Actual Vehicle Trip Generation Rates: Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars 0.114 0.034 0.148 0.043 0.110 0.153 1.248 2-Axle Trucks 0.003 0.001 0.004 0.001 0.003 0.005 0.077 3-Axle Trucks 0.004 0.001 0.005 0.002 0.004 0.006 0.096 4+-Axle Trucks 0.011 0.003 0.014 0.005 0.012 0.017 0.289 High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.032 0.088 0.120 2.120 Passenger Cars 0.062 0.018 0.080 0.025 0.067 0.092 1.378 2-Axle Trucks 0.008 0.002 0.010 0.003 0.007 0.010 0.257 3-Axle Trucks 0.003 0.001 0.003 0.001 0.002 0.003 0.082 4+-Axle Trucks 0.012 0.004 0.016 0.004 0.011 0.015 0.403 Passenger Car Equivalent (PCE) Trip Generation Rates:4 Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars 0.114 0.034 0.148 0.043 0.110 0.153 1.248 2-Axle Trucks (PCE = 2.0)0.006 0.002 0.007 0.003 0.006 0.009 0.154 3-Axle Trucks (PCE = 2.5)0.009 0.003 0.011 0.004 0.010 0.014 0.239 4+-Axle Trucks (PCE = 3.0)0.032 0.010 0.042 0.014 0.037 0.051 0.867 High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.032 0.088 0.120 2.120 Passenger Cars 0.062 0.018 0.080 0.025 0.067 0.092 1.378 2-Axle Trucks (PCE = 2.0)0.016 0.005 0.021 0.005 0.014 0.019 0.515 3-Axle Trucks (PCE = 2.5)0.006 0.002 0.008 0.002 0.006 0.008 0.204 4+-Axle Trucks (PCE = 3.0)0.037 0.011 0.048 0.012 0.033 0.045 1.209 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet 3 Vehicle Mix Source: ITE Trip Generation Handbook Supplement (2020), Appendix C. Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type. Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks. Normalized % - With Cold Storage: 34.7% 2-Axle trucks, 11.0% 3-Axle trucks, 54.3% 4-Axle trucks. 4 PCE factors per City's Guidelines: 2-axle = 2.0; 3-axle = 2.5; 4+-axle = 3.0. Daily 7.1-11 TABLE 2: SWIP TRIP GENERATION SUMMARY Land Use Quantity Units1 In Out Total In Out Total Daily Jurupa North Research and Development District (West) JND (West)3,348.781 TSF Total Trip Generation2 3,699 515 4,214 537 3,409 3,946 29,278 JND (West)TSF Trip Generation Rate 1.10 0.15 1.25 0.16 1.02 1.18 8.74 Proposed Project Trip Generation: JND (West)341.838 TSF 376 51 427 55 349 404 2,990 1 TSF = thousand square feet 2 Source: SWIP Project Traffic Analysis, RBF Consulting, September 29, 2011. AM Peak Hour PM Peak Hour 7.1-12 TABLE 3: PROJECT TRIP GENERATION SUMMARY Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: Warehousing (80%)273.470 TSF Passenger Cars: 31 9 40 12 30 42 342 2-axle Trucks: 1 0 1 0 1 1 22 3-axle Trucks: 1 0 1 0 1 1 26 4+-axle Trucks: 3 1 4 1 3 4 80 Total Trucks:5 1 6 1 5 6 128 Total Trips (Actual Vehicles)2 36 10 46 13 35 48 470 High-Cube Cold Storage Warehouse (20%)68.368 TSF Passenger Cars: 4 1 5 2 5 7 94 2-axle Trucks: 1 0 1 0 0 0 18 3-axle Trucks: 0 0 0 0 0 0 6 4+-axle Trucks: 1 0 1 0 1 1 28 Total Trucks:2 0 2 0 1 1 52 Total Trips (Actual Vehicles)2 6 1 7 2 6 8 146 Total Passenger Cars 35 10 45 14 35 49 436 Total Trucks 7 1 8 1 6 7 180 Project Total Trips (Actual Vehicles)2 42 11 53 15 41 56 616 Passenger Car Equivalent (PCE): Warehousing (80%)273.470 TSF Passenger Cars: 31 9 40 12 30 42 342 2-axle Trucks: 2 0 2 1 2 3 42 3-axle Trucks: 2 1 3 1 3 4 66 4+-axle Trucks: 9 3 12 4 10 14 238 Total Trucks (PCE):13 4 17 6 15 21 346 Total Trips (PCE)2 44 13 57 18 45 63 688 High-Cube Cold Storage Warehouse (25%)68.368 TSF Passenger Cars: 4 1 5 2 5 7 94 2-axle Trucks: 1 0 1 0 1 1 36 3-axle Trucks: 0 0 0 0 0 0 14 4+-axle Trucks: 3 1 4 1 2 3 84 Total Trucks (PCE):4 1 5 1 3 4 134 Total Trips (PCE)2 8 2 10 3 8 11 228 Total Passenger Cars 35 10 45 14 35 49 436 Total Trucks 17 5 22 7 18 25 480 Project Total Trips (PCE)2 52 15 67 21 53 74 916 1 TSF = thousand square feet 2 PCE rates are per SANBAG. 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 7.1-13 TABLE 4: TRIP GENERATION COMPARISON Land Use Quantity Units1 In Out Total In Out Total Daily Passenger Car Equivalent (PCE): Proposed Project 341.838 TSF Approved Project (JND West)376 51 427 55 349 404 2,990 Proposed Project (in PCE)52 15 67 21 53 74 916 Variance -324 -36 -360 -34 -296 -330 -2,074 1 TSF = thousand square feet AM Peak Hour PM Peak Hour 7.1-14