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HomeMy WebLinkAbout02 Supplemental DATE: October 19, 2023 TO: Tracy Zinn, T&B Planning, Inc. FROM: Charlene So, Urban Crossroads, Inc. JOB NO: 14581-05 Memo OLEANDER & SANTA ANA WAREHOUSES (PAM22-013) SUPPLEMENTAL ASSESSMENT Urban Crossroads, Inc. is pleased to submit this Supplemental Assessment for Oleander & Santa Ana Warehouses development (Project), which is located north of Sant Ana Avenue and on either side of Oleander Avenue as well as the northeast corner of Citrus Avenue at Santa Ana Avenue in the City of Fontana. The purpose of the following supplemental assessment is to determine the effects of the proposed site plan changes shown on Exhibit 1 which include reductions in building square footage and changes to site access. Specifically, determine if there are changes to the conclusions summarized in the following technical studies as a result of the proposed site plan changes: • Oleander and Santa Ana Vehicle Miles Traveled (VMT) Analysis, dated February 17, 2023 • Oleander & Santa Ana Warehouses Traffic Analysis, dated May 11, 2023 • Oleander & Santa Ana Warehouse Air Quality Impact Analysis, dated December 2, 2022 • Oleander & Santa Ana Warehouse Energy Analysis, dated December 2, 2022 • Oleander & Santa Ana Warehouse Greenhouse Gas Analysis, dated December 2, 2022 • Oleander & Santa Ana Warehouse Mobil Source Health Risk Assessment, dated December 2, 2022 • Oleander & Santa Ana Warehouses Noise and Vibration Analysis, dated December 4, 2022 Tracy Zinn, T&B Planning, Inc. October 19, 2023 Page 2 of 5 14581-05 Memo EXHIBIT 1: PROPOSED SITE PLAN PROJECT PREVIOUSLY EVALUATED All technical studies prepared previously evaluated a total of 540,849 square feet of warehousing use between 3 buildings: • Warehouse Building 1: 151,618 square feet • Warehouse Building 2: 196,336 square feet • Warehouse Building 3: 192,895 square feet • Although not a part of the Project, Parcel A (5.03-acre parcel located between Building 1 and Building 2) was also evaluated assuming up to 131,464 square feet of general light industrial use. The following driveways and access assumptions were evaluated previously (all driveways assuming full access or no left turn restrictions): • Driveway 1 on Citrus Avenue: passenger cars and truck access (Building 1) • Driveway 2 on Santa Ana Avenue: passenger car access only (Building 1) • Driveway 3 on Santa Ana Avenue: passenger car access only (Building 2) • Driveway 4 on Oleander Avenue: passenger car and truck access (Building 2 and Building 3) • Driveway 5 on Oleander Avenue: passenger car access only (Building 2 and Building 3) • Driveway 6 on Santa Ana Avenue: passenger car access only (Building 3) Tracy Zinn, T&B Planning, Inc. October 19, 2023 Page 3 of 5 14581-05 Memo CURRENTLY PROPOSED The Project now proposes the development of 522,030 square feet of warehousing use between 3 buildings: • Warehouse Building 1: 150,990 square feet • Warehouse Building 2: 186,540 square feet • Warehouse Building 3: 184,500 square feet As shown on Exhibit 1, the following driveways and access changes are proposed with the current site plan (all driveways assuming full access or no left turn restrictions): • Driveway 1 on Citrus Avenue: passenger car (and fire) access only (Building 1) • Driveway 2 on Santa Ana Avenue: passenger car and truck access (Building 1) • Driveway 3 on Santa Ana Avenue: truck access only (Building 2) • Driveway 4 on Oleander Avenue: passenger car (and fire) access only (Building 2 and Building 3) • Driveway 5 on Oleander Avenue: passenger car access only (Building 2) • Driveway 6 on Santa Ana Avenue: truck access only (Building 3) • Driveway 7 on Santa Ana Avenue: passenger car access only (Building 3) There are no changes proposed to Parcel A as part of this supplemental assessment. VEHICLE MILES TRAVELED (VMT) ASSESSMENT In the Oleander and Santa Ana Vehicle Miles Traveled (VMT) Analysis, dated February 17, 2023 (referred to as 2023 VMT Analysis); the VMT analysis evaluated 540,849 square feet of warehousing use between 3 buildings. The VMT analysis concluded that the Project would result in a significant and unavoidable impact. As proposed the Project will now include a total of 522,030 square feet of warehousing use between 3 buildings, a net reduction of 18,819 square feet. The nominal reduction in total building square footage would not result in any new or increased VMT impact. The Project, as proposed to include 522,030 square feet of warehousing use between 3 buildings remains significant and unavoidable. LEVEL OF SERVICE (LOS) BASED TRAFFIC ASSESSMENT The Oleander & Santa Ana Warehouses Traffic Analysis, dated May 11, 2023 (referred to as 2023 Traffic Study), evaluated 540,849 square feet of warehousing use between 3 buildings (see Attachment A for excerpts from the 2023 Traffic Study). The proposed site plan changes the proposed trip distribution patterns based on the revised access assumptions. In addition, the latest site plan reduces the overall square footage to 522,030 square feet of warehousing use. The updated trip generation tables for the proposed Project are included in Attachment B along with the modified Project trip distribution patterns. There are no changes to the assumptions for Parcel A, which lies between Building 1 and Building 2 on Santa Ana Avenue. In order to determine the potential effects to the peak hour intersection operations as a result of the updated site plan, the site adjacent intersections of Citrus Avenue and Oleander Avenue on Santa Ana Avenue along with all Project driveways have been re-assessed. Results have also been compared to those presented in the 2023 Traffic Study for Horizon Year (20450) traffic conditions Tracy Zinn, T&B Planning, Inc. October 19, 2023 Page 4 of 5 14581-05 Memo only (as this scenario reflects the highest volumes and potential deficiencies). Other study area intersections evaluated in the 2023 Traffic Study along Citrus Avenue north of the Project have not been evaluated as part of this assessment since the peak hour intersection operations at those locations would remain the same or would improve from the results presented in the 2023 Traffic Study. As shown on Table 1, the affected study area intersections are anticipated to continue to operate at an acceptable level of service (LOS) consistent with the 2023 Traffic Study. Intersection operations analysis worksheets for Horizon Year (2040) With Project conditions are provided in Attachment C. TABLE 1: INTERSECTION ANALYSIS FOR HORIZON YEAR (2040) CONDITIONS Based on the analysis results presented in Table 1, there are no changes to off-site deficiencies or improvement needs due to the latest site plan changes. Similarly, the site access intersection improvements remain consistent with the 2023 Traffic Study with the exception of Driveway 5 on Oleander Avenue which now only serves Building 2 and Driveway 7 on Santa Ana Avenue which is a new driveway. Driveway 7 should be constructed with a stop control for southbound egress traffic and accommodate an eastbound left turn lane within the painted median (two-way-left- turn-lane). Due to the typical wide turning radius of large trucks, a truck turning template has been overlaid on the site plan at each applicable Project driveway anticipated to be utilized by heavy trucks in order to determine appropriate curb radii and to verify that trucks will have sufficient space to execute turning maneuvers. A WB-67 truck (53-foot trailer) has been utilized for the purposes of this assessment. Truck turns have been shown at Driveway 2, Driveway 3, and Driveway 6 on Santa Ana Avenue. The proposed driveways are anticipated to accommodate the ingress and egress of heavy trucks as currently designed (see Attachment D). Level of Level of Service Service AM PM AM PM AM PM AM PM 4 Citrus Av. & Driveway 1 CSS 13.4 15.9 B C 13.4 15.9 B C 5 Citrus Av. & Santa Ana Av.TS 34.1 30.1 C C 34.1 30.1 C C 6 Driveway 2 & Santa Ana Av.CSS 10.3 10.5 B B 10.3 10.5 B B 7 Driveway 3 & Santa Ana Av.CSS 10.7 11.1 B B 10.7 11.1 B B 9 Oleander Av. & Driveway 4 CSS 11.0 10.0 B B 11.0 10.0 B B 10 Oleander Av. & Driveway 5 CSS 11.0 10.0 B B 10.2 9.4 B A 11 Oleander Av. & Santa Ana Av.TS 18.4 16.6 B B 18.4 16.6 B B 12 Driveway 6 & Santa Ana Av.CSS 11.3 10.8 B B 11.3 10.8 B B *Driveway 7 & Santa Ana Av.CSS 10.6 10.1 B B 1 2 TS = Traffic Signal; CSS = Cross-street Stop; CSS = Improvement Does Not Exist (secs.) Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single #Intersection Traffic Control2 2023 Traffic Study Updated Project Delay1 Delay1 (secs.) Tracy Zinn, T&B Planning, Inc. October 19, 2023 Page 5 of 5 14581-05 Memo AIR QUALITY, GREENHOUSE GAS, ENERGY, AND HEALTH RISK ASSESSMENT The Oleander & Santa Ana Warehouse Air Quality Impact Analysis, Oleander & Santa Ana Warehouse Greenhouse Gas Analysis, Oleander & Santa Ana Warehouse Energy Analysis, and Oleander & Santa Ana Warehouse Health Risk Assessment dated December 2, 2022 (collectively referred to as 2022 AQ/GHG/EA/HRA Reports), evaluated 540,849 square feet of warehousing use between 3 buildings. The proposed site plan changes the proposed trip distribution patterns based on the revised access assumptions. In addition, the latest site plan reduces the overall square footage to 522,030 square feet of warehousing use. The findings and conclusions contained in the 2022 AQ/GHG/EA/HRA Reports would be unchanged and likely overstate the potential impacts associated with the Project since the previously completed analysis is based on a larger square footage which consequently results in more trips and emissions. Lastly, the modification of trip distribution, specifically for trucks that will now utilize Santa Ana Avenue in lieu of Jurupa Avenue would result in fewer impacts than those identified in the 2022 AQ/GHG/EA/HRA Reports since the revised distribution would result in a shorter route for trucks to travel. NOISE AND VIBRATION ASSESSMENT The Oleander & Santa Ana Warehouse Noise Impact Analysis dated December 4, 2022 (referred to as 2022 Noise Report), evaluated 540,849 square feet of warehousing use between 3 buildings. The proposed site plan changes the proposed trip distribution patterns based on the revised access assumptions. In addition, the latest site plan reduces the overall square footage to 522,030 square feet of warehousing use. The findings and conclusions contained in the 2022 Noise Report would be unchanged and likely overstate the potential impacts associated with the Project since the previously completed analysis is based on a larger square footage which consequently results in more trips and additional noise sources. Lastly, the modification of trip distribution, specifically for trucks that will now utilize Santa Ana Avenue in lieu of Jurupa Avenue would result in lower noise levels than those identified in the 2022 Noise Report since the revised distribution would result in trucks traveling shorter distances and where the Project’s contribution to traffic increases would be lower. If you have any questions or comments, I can be reached at cso@urbanxroads.com. 14581-05 Memo ATTACHMENT A: EXCERPTS FROM THE 2023 TRAFFIC STUDY OLEANDER & SANTA ANA WAREHOUSES (PAM22-013) TRAFFIC ANALYSIS Reference Number Agency Date May 11, 2023 City of Fontana 14581-04 TA Report PREPARED BY: Charlene So | cso@urbanxroads.com Connor Paquin | cpaquin@urbanxroads.com Aric Evatt | aevatt@urbanxroads.com Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 4 EXHIBIT 1-2: PRELIMINARY SITE PLAN Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 7 EXHIBIT 1-3: STUDY AREA Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 8 TABLE 1-2: SUMMARY OF LOS 1.5.1 EXISTING (2022) CONDITIONS All of the study area intersections are currently operating at an acceptable LOS during the weekday AM and PM peak hours. 1.5.2 OPENING YEAR CUMULATIVE (2025) CONDITIONS The study area intersections are anticipated to continue operate at an acceptable LOS under Opening Year Cumulative (2025) Without Project and With Project traffic conditions, with the exception of the following intersections: • Citrus Avenue & I-10 Eastbound Ramps (#2) – LOS E AM peak hour only • Citrus Avenue & Slover Avenue (#3) – LOS E AM and PM peak hours 1.5.3 HORIZON YEAR (2040) CONDITIONS The study area intersections are anticipated to continue operate at an acceptable LOS under Horizon Year (2040) Without Project traffic conditions, with the exception of the following intersections: • Citrus Avenue & I-10 Eastbound Ramps (#2) – LOS E AM peak hour only • Citrus Avenue & Slover Avenue (#3) – LOS F AM and PM peak hours Although the addition of Project traffic is not anticipated to result in any new deficiencies, the intersection of Citrus Avenue and the I-10 Eastbound Ramps would operate at LOS F in the AM peak hour only. #Intersection AM PM AM PM AM PM AM PM AM PM 1 Citrus Av. & I-10 WB Ramps 2 Citrus Av. & I-10 EB Ramps 3 Citrus Av. & Slover Av. 4 Citrus Av. & Driveway 1 N/A N/A N/A N/A N/A N/A 5 Citrus Av. & Santa Ana Av. 6 Driveway 2 & Santa Ana Av.N/A N/A N/A N/A N/A N/A 7 Driveway 3 & Santa Ana Av.N/A N/A N/A N/A N/A N/A 8 Oleander Av. & Slover Av. 9 Oleander Av. & Driveway 4 N/A N/A N/A N/A N/A N/A 10 Oleander Av. & Driveway 5 N/A N/A N/A N/A N/A N/A 11 Oleander Av. & Santa Ana Av. 12 Driveway 6 & Santa Ana Av.N/A N/A N/A N/A N/A N/A = A - C = D - E = F Horizon Year (2040) With ProjectExisting Opening Year Cumulative (2025) Without Project Opening Year Cumulative (2025) With Project Horizon Year (2040) Without Project Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 10 EXHIBIT 1-4: SITE ACCESS RECOMMENDATIONS Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 13 TABLE 1-3: SUMMARY OF IMPROVEMENTS AND ROUGH ORDER OF MAGNITUDE COSTS 2025 With Project 2040 With Project st ated Cost3,4 2 Citrus Av. & I-10 EB Ramps Caltrans Add EB right turn lane Same Fees Yes $0 --$0 Total:$0 $0 3 Citrus Av. & Slover Av.Fontana Add SB right turn lane Same Fees Yes $0 --$0 Modify the traffic signal to implement overlap phasing for the SB and WB right turn lanes Same Fees Yes $0 $0 Total:$0 $0 Total Cost for Improvements $0 $0 Total Project Fair Share Contribution to the City of Ontario (non-DIF/other)6 Total Project Fair Share Contribution to Caltrans7 1 Improvements included in regional/City DIF programs have been identified as such. 2 Program improvements constructed by project may be eligible for fee credit. In lieu fee payment is at the discretion of the City. 3 Costs have been estimated using the data provided in Appendix "G" of the CMP (2003 Update) for preliminary construction costs with an application of 1.77 factor to adjust costs to 2022. 4 Total project fair share contribution consists of the improvements which are not already included in a pre-existing fee program. 5 Rough order of magnitude cost estimate. 6 Total project fair share contribution consists of the improvements which are not already included in a fee program for those intersections wholly or partially within the City of Fontana. 7 Total project fair share contribution consists of the improvements which are not already included in a fee program for those intersections under the jurisdiction of Caltrans. $0 $0 #Intersection Location Jurisdiction Project Responsibility Improvements in DIF1,2 Project Fair Share Fair Share Cost5 Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 37 4 PROJECTED FUTURE TRAFFIC This section presents the traffic volumes estimated to be generated by the Project, as well as the Project’s trip assignment onto the study area roadway network. The Project is proposed to consist of 540,849 square feet of warehouse use between 3 warehouse buildings: • Warehouse building 1: 151,618 square feet • Warehouse building 2: 193,336 square feet • Warehouse building 3: 192,895 square feet Vehicular access will be provided via one driveway on Citrus Avenue, three driveways on Santa Ana Avenue, and two driveways on Oleander Avenue (all driveways are full access). Driveways 1 and 4 will provide access for both passenger cars and trucks, while Driveways 2, 3, 5, and 6 will provide access for passenger cars only. Regional access to the Project site is available from the I-10 Freeway via Citrus Avenue. 4.1 PROJECT TRIP GENERATION 4.1.1 PROPOSED PROJECT Trip generation represents the amount of traffic which is both attracted to and produced by a development. Determining traffic generation for a specific project is therefore based upon forecasting the amount of traffic that is expected to be both attracted to and produced by the specific land uses being proposed for a given development. In order to develop the traffic characteristics of the proposed Project, trip-generation statistics published in the ITE Trip Generation Manual (11th Edition, 2021) was used to estimate the trip generation. For purposes of this analysis, the following land use code and vehicle mix has been utilized for each building: • ITE land use code 150 (Warehousing) has been used to derive site specific trip generation estimates for the total square footage of all 3 buildings. A warehouse is primarily devoted to the storage of materials but may also include office and maintenance areas. The vehicle mix has been obtained from the ITE’s latest Trip Generation Manual. The truck percentages were further broken down by axle type per the following SCAQMD recommended truck mix: 2-Axle = 16.7%; 3-Axle = 20.7%; 4+-Axle = 62.6%. Refinements to the raw trip generation estimates have been made to provide a more detailed breakdown of trips between passenger cars and trucks. Trip generation for heavy trucks was further broken down by truck type (or axle type). The total truck percentage is comprised of 3 different truck types: 2-axle, 3-axle, and 4+-axle trucks. PCE factors were applied to the trip generation rates for heavy trucks (large 2-axles, 3-axles, 4+-axles). PCEs allow the typical “real-world” mix of vehicle types to be represented as a single, standardized unit, such as the passenger car, to be used for the purposes of capacity and level of service analyses. The PCE factors are consistent with the recommended PCE factors in City’s Guidelines. Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 38 The Project trip generation rates are provided in Table 4-1. Trip generation summary for the Project in actual vehicles is shown in Table 4-2. As shown in Table 4-2, the Project is anticipated to generate a total of 928 two-way trips per day with 88 AM peak hour trips and 99 PM peak hour trips (actual vehicles). The trip generation summary for the Project in PCE is shown in Table 4-2. For the purposes of the peak hour intersection operations analyses, the PCE trip generation has been utilized. TABLE 4-1: PROJECT TRIP GENERATION RATES ITE LU AM Peak Hour PM Peak Hour Land Use1 Units2 Code In Out Total In Out Total Actual Vehicle Trip Generation Rates Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars (AM=88.2%, PM=83.3%, Daily=64.9%)0.120 0.030 0.150 0.034 0.116 0.150 1.110 2-Axle Trucks (AM=1.97%, PM=2.79%, Daily=5.86%)0.002 0.001 0.003 0.003 0.002 0.005 0.100 3-Axle Trucks (AM=2.44%, PM=3.46%, Daily=7.27%)0.002 0.002 0.004 0.003 0.003 0.006 0.124 4+-Axle Trucks (AM=7.39%, PM=10.45%, Daily=21.97%)0.007 0.006 0.013 0.010 0.009 0.019 0.376 Passenger Car Equivalent (PCE) Trip Generation Rates6 Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars 0.120 0.030 0.150 0.034 0.116 0.150 1.110 2-Axle Trucks (PCE = 2.0)0.004 0.003 0.007 0.006 0.004 0.010 0.200 3-Axle Trucks (PCE = 2.5)0.005 0.005 0.010 0.008 0.008 0.016 0.311 4+-Axle Trucks (PCE = 3.0)0.021 0.017 0.038 0.030 0.026 0.056 1.127 1 Trip Generation & Vehicle Mix Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet 3 Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type. Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks. Daily Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 39 TABLE 4-2: PROJECT TRIP GENERATION SUMMARY (ACTUAL VEHICLES) Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: Building 1: Warehousing 151.618 TSF Passenger Cars: 18 5 23 5 18 23 168 2-axle Trucks: 0 0 0 0 0 0 16 3-axle Trucks: 0 0 0 0 0 0 20 4+-axle Trucks: 1 1 2 2 1 3 58 Total Truck Trips (Actual Vehicles):1 1 2 2 1 3 94 Total Trips (Actual Vehicles)2 19 6 25 7 19 26 262 Building 2: Warehousing 196.336 TSF Passenger Cars: 24 6 30 7 23 30 218 2-axle Trucks: 0 0 0 1 0 1 20 3-axle Trucks: 0 0 0 1 1 2 24 4+-axle Trucks: 1 1 2 2 2 4 74 Total Truck Trips (Actual Vehicles):1 1 2 4 3 7 118 Total Trips (Actual Vehicles)2 25 7 32 11 26 37 336 Building 3: Warehousing 192.895 TSF Passenger Cars: 23 6 29 7 22 29 214 2-axle Trucks: 0 0 0 1 0 1 20 3-axle Trucks: 0 0 0 1 1 2 24 4+-axle Trucks: 1 1 2 2 2 4 72 Total Truck Trips (Actual Vehicles):1 1 2 4 3 7 116 Total Trips (Actual Vehicles)2 24 7 31 11 25 36 330 Passenger Cars 65 17 82 19 63 82 600 Trucks 3 3 6 10 7 17 328 Total Trips (Actual Vehicles)2 68 20 88 29 70 99 928 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 40 TABLE 4-3: PROJECT TRIP GENERATION SUMMARY (PCE) Land Use Quantity Units1 In Out Total In Out Total Daily Passenger Car Equivalent (PCE): Building 1: Warehousing 151.618 TSF Passenger Cars: 18 5 23 5 18 23 168 2-axle Trucks: 1 0 1 1 1 2 30 3-axle Trucks: 1 1 2 1 1 2 48 4+-axle Trucks: 3 3 6 5 4 9 172 Total Truck Trips (PCE):5 4 9 7 6 13 250 Total Trips (PCE)2 23 9 32 12 24 36 418 Building 2: Warehousing 196.336 TSF Passenger Cars: 24 6 30 7 23 30 218 2-axle Trucks: 1 1 2 1 1 2 40 3-axle Trucks: 1 1 2 1 2 3 62 4+-axle Trucks: 4 3 7 6 5 11 222 Total Truck Trips (PCE):6 5 11 8 8 16 0 Total Trips (PCE)2 30 11 41 15 31 46 218 Building 3: Warehousing 192.895 TSF Passenger Cars: 23 6 29 7 22 29 214 2-axle Trucks: 1 1 2 1 1 2 40 3-axle Trucks: 1 1 2 1 2 3 60 4+-axle Trucks: 4 3 7 6 5 11 218 Total Truck Trips (PCE):6 5 11 8 8 16 318 Total Trips (PCE)2 29 11 40 15 30 45 532 Passenger Cars 65 17 82 19 63 82 600 Trucks 17 14 31 23 22 45 568 Total Trips (PCE)2 82 31 113 42 85 127 1,168 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 41 4.1.2 PARCEL A Although not part of the proposed Project, the 5.03-acre parcel (Parcel A) located between Building 1 and Building 2 has been evaluated as part of this traffic study with the proposed zoning and land use changes and assumes the development of up to 131,464 square feet of general light industrial use (assumes the maximum 0.60 floor-to-area ratio for the 5.03-acre parcel). This underlying land use evaluation has been conducted for Horizon Year (2040) With Project traffic conditions only. In order to develop the traffic characteristics of the future Parcel A, trip-generation statistics published in the ITE Trip Generation Manual (11th Edition, 2021) was used to estimate the trip generation. For purposes of this analysis, the following land use code and vehicle mix has been used for Parcel A (see also Table 4-4) in an effort to develop the most conservative trip generation for the parcel: • ITE land use code 110 (General Light Industrial) has been used to derive site specific trip generation estimates for Parcel A (5.03-acre parcel x 0.6 FAR x 43,560 SF/acre). A light industrial facility is a free- standing facility devoted to a single use that has an emphasis on activities other than manufacturing. Typically, there is minimum office space. The vehicle mix has been obtained from the ITE’s Trip Generation Manual. The truck percentages were further broken down by axle type per the following SCAQMD recommended truck mix: 2-Axle = 16.7%; 3-Axle = 20.7%; 4+-Axle = 62.6%. TABLE 4-4: PARCEL A TRIP GENERATION RATES Parcel A is anticipated to generate a total of 640 two-way trips per day on a typical weekday with 97 AM peak hour trips and 84 PM peak hour trips as shown in Table 4-5 (in actual vehicles). For the purposes of the operations analysis, the PCE values shown in Table 4-5 will be used consistent with the City’s Guidelines. These trip generation calculations have been utilized for Parcel A under Horizon Year (2040) With Project traffic conditions only for the purposes of this traffic study. ITE LU AM Peak Hour PM Peak Hour Land Use1 Units2 Code In Out Total In Out Total Actual Vehicle Trip Generation Rates General Light Industrial3 TSF 110 0.651 0.089 0.740 0.091 0.559 0.650 4.870 Passenger Cars 0.645 0.085 0.730 0.086 0.554 0.640 4.620 2-Axle Trucks 0.001 0.001 0.002 0.001 0.001 0.002 0.042 3-Axle Trucks 0.001 0.001 0.002 0.001 0.001 0.002 0.052 4+-Axle Trucks 0.004 0.002 0.006 0.003 0.003 0.006 0.157 Passenger Car Equivalent (PCE) Trip Generation Rates6 General Light Industrial3 TSF 110 0.651 0.089 0.740 0.091 0.559 0.650 4.870 Passenger Cars 0.645 0.085 0.730 0.086 0.554 0.640 4.620 2-Axle Trucks (PCE = 2.0)0.002 0.001 0.003 0.002 0.001 0.003 0.084 3-Axle Trucks (PCE = 2.5)0.003 0.003 0.005 0.003 0.003 0.005 0.129 4+-Axle Trucks (PCE = 3.0)0.012 0.007 0.019 0.009 0.010 0.019 0.470 1 Trip Generation & Vehicle Mix Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet 3 Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type. Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks. Daily Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 42 TABLE 4-5: PARCEL A TRIP GENERATION SUMMARY 4.2 PROJECT TRIP DISTRIBUTION The Project trip distribution and assignment process represents the directional orientation of traffic to and from the Project site. Trip distribution is the process of identifying the probable destinations, directions or traffic routes that will be utilized by Project traffic. The potential interaction between the planned land uses and surrounding regional access routes are considered, to identify the route where the Project traffic would distribute. Separate distributions have been developed for passenger cars and trucks. Pursuant to discussions with the City of Fontana, trucks from Buildings 2 and 3 will utilize Oleander Avenue to head south to Jurupa Avenue, then head west to Citrus Avenue and north to access the I-10 Freeway. Exhibits 4-1 and 4-2 illustrate the passenger car and truck trip distribution patterns through the study area intersections, respectively. The trip distribution patterns for Parcel A are shown on Exhibit 4-3 (external trip distribution patterns are similar to those shown on Exhibit 4-1 and Exhibit 4-2 for the Project). 4.3 MODAL SPLIT The potential for Project trips (non-truck) to be reduced by the use of public transit, walking or bicycling have not been included as part of the Project’s estimated trip generation. Essentially, the Project’s traffic projections are "conservative" in that these alternative travel modes would reduce the forecasted traffic volumes. Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: General Light Industrial 131.464 TSF Passenger Cars: 85 11 96 11 73 84 608 2-axle Trucks: 0 0 0 0 0 0 6 3-axle Trucks: 0 0 0 0 0 0 6 4+-axle Trucks: 1 0 1 0 0 0 20 Total Truck Trips (Actual Vehicles):1 0 1 0 0 0 32 Total Trips (Actual Vehicles)2 86 11 97 11 73 84 640 Passenger Car Equivalent (PCE): General Light Industrial 131.464 TSF Passenger Cars: 85 11 96 11 73 84 608 2-axle Trucks: 0 0 0 0 0 0 12 3-axle Trucks: 0 0 1 0 0 1 18 4+-axle Trucks: 2 1 2 1 1 2 62 Total Truck Trips (PCE):2 1 3 1 1 2 92 Total Trips (PCE)2 87 12 99 12 74 86 700 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 43 EXHIBIT 4-1: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 44 EXHIBIT 4-2: PROJECT (TRUCKS) TRIP DISTRIBUTION Oleander & Santa Ana Warehouses Traffic Analysis 14581-04 TA Report 45 EXHIBIT 4-3: PARCEL A TRIP DISTRIBUTION 14581-05 Memo ATTACHMENT B: UPDATED PROJECT TRIP GENERATION AND DISTRIBUTION PATTERNS 14581-05 Memo TABLE B-1: TRIP GENERAITON RATES (CONSISTENT WITH 2023 TRAFFIC STUDY) ITE LU AM Peak Hour PM Peak Hour Land Use1 Units2 Code In Out Total In Out Total Actual Vehicle Trip Generation Rates Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars (AM=88.2%, PM=83.3%, Daily=64.9%)0.120 0.030 0.150 0.034 0.116 0.150 1.110 2-Axle Trucks (AM=1.97%, PM=2.79%, Daily=5.86%)0.002 0.001 0.003 0.003 0.002 0.005 0.100 3-Axle Trucks (AM=2.44%, PM=3.46%, Daily=7.27%)0.002 0.002 0.004 0.003 0.003 0.006 0.124 4+-Axle Trucks (AM=7.39%, PM=10.45%, Daily=21.97%)0.007 0.006 0.013 0.010 0.009 0.019 0.376 Passenger Car Equivalent (PCE) Trip Generation Rates6 Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars 0.120 0.030 0.150 0.034 0.116 0.150 1.110 2-Axle Trucks (PCE = 2.0)0.004 0.003 0.007 0.006 0.004 0.010 0.200 3-Axle Trucks (PCE = 2.5)0.005 0.005 0.010 0.008 0.008 0.016 0.311 4+-Axle Trucks (PCE = 3.0)0.021 0.017 0.038 0.030 0.026 0.056 1.127 1 Trip Generation & Vehicle Mix Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet 3 Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type. Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks. Daily 14581-05 Memo TABLE B-2: PROJECT TRIP GENERATION (ACTUAL VEHICLES) Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: Building 1: Warehousing 150.990 TSF Passenger Cars: 18 5 23 5 17 22 168 2-axle Trucks: 0 0 0 0 0 0 16 3-axle Trucks: 0 0 0 0 0 0 20 4+-axle Trucks: 1 1 2 2 1 3 58 Total Truck Trips (Actual Vehicles):1 1 2 2 1 3 94 Total Trips (Actual Vehicles)2 19 6 25 7 18 25 262 Building 2: Warehousing 186.540 TSF Passenger Cars: 22 6 28 6 22 28 208 2-axle Trucks: 0 0 0 1 0 1 20 3-axle Trucks: 0 0 0 1 1 2 24 4+-axle Trucks: 1 1 2 2 2 4 70 Total Truck Trips (Actual Vehicles):1 1 2 4 3 7 114 Total Trips (Actual Vehicles)2 23 7 30 10 25 35 322 Building 3: Warehousing 184.500 TSF Passenger Cars: 22 6 28 6 21 27 206 2-axle Trucks: 0 0 0 1 0 1 18 3-axle Trucks: 0 0 0 1 1 2 24 4+-axle Trucks: 1 1 2 2 2 4 70 Total Truck Trips (Actual Vehicles):1 1 2 4 3 7 112 Total Trips (Actual Vehicles)2 23 7 30 10 24 34 318 Passenger Cars 62 17 79 17 60 77 582 Trucks 3 3 6 10 7 17 320 Total Trips (Actual Vehicles)2 65 20 85 27 67 94 902 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 14581-05 Memo TABLE B-3: PROJECT TRIP GENERATION (PCE) Land Use Quantity Units1 In Out Total In Out Total Daily Passenger Car Equivalent (PCE): Building 1: Warehousing 150.990 TSF Passenger Cars: 18 5 23 5 17 22 168 2-axle Trucks: 1 0 1 1 1 2 30 3-axle Trucks: 1 1 2 1 1 2 48 4+-axle Trucks: 3 3 6 5 4 9 170 Total Truck Trips (PCE):5 4 9 7 6 13 248 Total Trips (PCE)2 23 9 32 12 23 35 416 Building 2: Warehousing 186.540 TSF Passenger Cars: 22 6 28 6 22 28 208 2-axle Trucks: 1 0 1 1 1 2 38 3-axle Trucks: 1 1 2 1 1 2 58 4+-axle Trucks: 4 3 7 6 5 11 210 Total Truck Trips (PCE):6 4 10 8 7 15 0 Total Trips (PCE)2 28 10 38 14 29 43 208 Building 3: Warehousing 184.500 TSF Passenger Cars: 22 6 28 6 21 27 206 2-axle Trucks: 1 0 1 1 1 2 38 3-axle Trucks: 1 1 2 1 1 2 58 4+-axle Trucks: 4 3 7 6 5 11 208 Total Truck Trips (PCE):6 4 10 8 7 15 304 Total Trips (PCE)2 28 10 38 14 28 42 510 Passenger Cars 62 17 79 17 60 77 582 Trucks 17 12 29 23 20 43 552 Total Trips (PCE)2 79 29 108 40 80 120 1,134 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 14581-05 Memo EXHIBIT B-1: PROJECT (TRUCK) REVISED TRIP DISTRIBUITON 14581-05 Memo EXHIBIT B-2: PROJECT (PASSENGER CAR) REVISED TRIP DISTRIBUITON 14581-05 Memo ATTACHMENT C: HORIZON YEAR (2040) WITH PROJECT INTERSECTION ANALYSIS WORKSHEETS HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 4: Citrus Av. & Driveway 1 10/19/2023 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 2 816 3 6 1189 Future Vol, veh/h 1 2 816 3 6 1189 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 1 2 887 3 7 1292 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1549 445 0 0 890 0 Stage 1 889 ----- Stage 2 660 ----- Critical Hdwy 6.8 6.9 - - 4.1 - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 107 566 - - 770 - Stage 1 367 ----- Stage 2 481 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 106 566 - - 770 - Mov Cap-2 Maneuver 293 ----- Stage 1 367 ----- Stage 2 477 ----- Approach WB NB SB HCM Control Delay, s 13.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 432 770 - HCM Lane V/C Ratio - - 0.008 0.008 - HCM Control Delay (s) - - 13.4 9.7 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/19/2023 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 128 117 37 183 29 537 361 525 Future Volume (vph) 128 117 37 183 29 537 361 525 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s) 22.0 39.0 15.0 32.0 14.0 46.0 20.0 52.0 Total Split (%) 18.3% 32.5% 12.5% 26.7% 11.7% 38.3% 16.7% 43.3% Yellow Time (s) 3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.4 4.6 5.4 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s) 11.4 22.4 6.8 13.1 6.4 26.8 15.9 40.9 Actuated g/C Ratio 0.13 0.25 0.08 0.15 0.07 0.30 0.18 0.46 v/c Ratio 0.59 0.23 0.29 0.57 0.24 0.77 1.19 0.55 Control Delay 49.8 18.5 48.9 23.5 48.6 31.2 148.6 18.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.8 18.5 48.9 23.5 48.6 31.2 148.6 18.2 LOS DBDCDCFB Approach Delay 30.9 26.0 31.9 57.7 Approach LOS C C C E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 88.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.19 Intersection Signal Delay: 42.4 Intersection LOS: D Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/19/2023 Horizon Year (2040) Without Project Conditions - 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) 128 117 77 37 183 154 29 537 237 361 525 304 Future Volume (veh/h) 128 117 77 37 183 154 29 537 237 361 525 304 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 138 126 79 40 197 85 31 577 247 388 565 300 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %000000000000 Cap, veh/h 175 416 244 68 325 135 57 748 320 365 1080 573 Arrive On Green 0.10 0.19 0.19 0.04 0.13 0.13 0.03 0.30 0.30 0.20 0.47 0.47 Sat Flow, veh/h 1810 2188 1286 1810 2485 1034 1810 2461 1052 1810 2278 1208 Grp Volume(v), veh/h 138 102 103 40 141 141 31 423 401 388 448 417 Grp Sat Flow(s),veh/h/ln 1810 1805 1669 1810 1805 1714 1810 1805 1708 1810 1805 1682 Q Serve(g_s), s 5.7 3.7 4.1 1.7 5.6 5.9 1.3 16.3 16.3 15.4 13.3 13.3 Cycle Q Clear(g_c), s 5.7 3.7 4.1 1.7 5.6 5.9 1.3 16.3 16.3 15.4 13.3 13.3 Prop In Lane 1.00 0.77 1.00 0.60 1.00 0.62 1.00 0.72 Lane Grp Cap(c), veh/h 175 343 317 68 236 224 57 548 519 365 855 797 V/C Ratio(X) 0.79 0.30 0.32 0.59 0.60 0.63 0.54 0.77 0.77 1.06 0.52 0.52 Avail Cap(c_a), veh/h 412 794 734 246 628 597 223 950 899 365 1091 1017 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.7 26.6 26.7 36.2 31.3 31.4 36.5 24.2 24.2 30.5 14.1 14.1 Incr Delay (d2), s/veh 3.0 0.5 0.6 3.0 2.4 2.9 3.0 2.3 2.5 65.1 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 1.5 1.6 0.8 2.5 2.5 0.6 6.5 6.2 12.7 4.6 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.7 27.0 27.3 39.2 33.7 34.3 39.4 26.5 26.7 95.6 14.6 14.6 LnGrp LOS DCCDCCDCCFBB Approach Vol, veh/h 343 322 855 1253 Approach Delay, s/veh 31.0 34.7 27.1 39.7 Approach LOS CCCD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.0 29.0 7.5 19.9 7.0 42.0 12.0 15.4 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 15.4 40.2 10.4 33.6 9.4 46.2 17.4 26.6 Max Q Clear Time (g_c+I1), s 17.4 18.3 3.7 6.1 3.3 15.3 7.7 7.9 Green Ext Time (p_c), s 0.0 4.9 0.0 1.1 0.0 5.7 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 34.1 HCM 6th LOS C HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 6: Santa Ana Av. & Driveway 2 10/19/2023 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 706 370 2 1 2 Future Vol, veh/h 8 706 370 2 1 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 9 767 402 2 1 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 404 0 - 0 805 202 Stage 1 - - - - 403 - Stage 2 - - - - 402 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1166 - - - 324 811 Stage 1 - - - - 649 - Stage 2 - - - - 650 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1166 - - - 321 811 Mov Cap-2 Maneuver - - - - 511 - Stage 1 - - - - 644 - Stage 2 - - - - 650 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1166 - - - 678 HCM Lane V/C Ratio 0.007 - - - 0.005 HCM Control Delay (s) 8.1 - - - 10.3 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 7: Santa Ana Av. & Driveway 3 10/19/2023 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 647 390 2 1 1 Future Vol, veh/h 2 647 390 2 1 1 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 703 424 2 1 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 426 0 - 0 781 213 Stage 1 - - - - 425 - Stage 2 - - - - 356 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1144 - - - 336 798 Stage 1 - - - - 633 - Stage 2 - - - - 686 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1144 - - - 335 798 Mov Cap-2 Maneuver - - - - 521 - Stage 1 - - - - 632 - Stage 2 - - - - 686 - Approach EB WB SB HCM Control Delay, s 0 0 10.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1144 - - - 630 HCM Lane V/C Ratio 0.002 - - - 0.003 HCM Control Delay (s) 8.2 - - - 10.7 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 9: Oleander Av. & Driveway 4 10/19/2023 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 022016288652655 Future Vol, veh/h 1 022016288652655 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 00000000000 Mvmt Flow 1 022017313752885 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 632 635 291 633 634 317 293 0 0 320 0 0 Stage 1 301 301 - 331 331 ------- Stage 2 331 334 - 302 303 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 396 399 753 395 399 728 1280 - - 1251 - - Stage 1 712 669 - 687 649 ------- Stage 2 687 647 - 712 667 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 392 395 753 391 395 728 1280 - - 1251 - - Mov Cap-2 Maneuver 562 537 - 561 537 ------- Stage 1 708 666 - 684 646 ------- Stage 2 682 644 - 707 664 ------- Approach EB WB NB SB HCM Control Delay, s 10.4 11 0.2 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1280 - - 676 607 1251 - - HCM Lane V/C Ratio 0.005 - - 0.005 0.005 0.004 - - HCM Control Delay (s) 7.8 - - 10.4 11 7.9 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 10: Oleander Av. & Driveway 5 10/19/2023 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 7 297 264 3 Future Vol, veh/h 1 2 7 297 264 3 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 100 - - - Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 1 2 8 323 287 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 628 289 290 0 - 0 Stage 1 289 ----- Stage 2 339 ----- 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 450 755 1283 - - - Stage 1 765 ----- Stage 2 726 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 447 755 1283 - - - Mov Cap-2 Maneuver 611 ----- Stage 1 760 ----- Stage 2 726 ----- Approach EB NB SB HCM Control Delay, s 10.2 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1283 - 700 - - HCM Lane V/C Ratio 0.006 - 0.005 - - HCM Control Delay (s) 7.8 - 10.2 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0 - - Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/19/2023 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 53 580 24 313 20 127 115 94 Future Volume (vph) 53 580 24 313 20 127 115 94 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s) 18.0 34.0 14.0 30.0 12.0 39.0 33.0 60.0 Total Split (%) 15.0% 28.3% 11.7% 25.0% 10.0% 32.5% 27.5% 50.0% Yellow Time (s) 3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s) 7.5 20.5 6.4 17.6 6.3 14.4 10.0 22.3 Actuated g/C Ratio 0.12 0.33 0.10 0.28 0.10 0.23 0.16 0.36 v/c Ratio 0.27 0.55 0.14 0.48 0.12 0.43 0.43 0.25 Control Delay 35.6 21.3 36.5 21.1 36.7 27.1 34.2 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.6 21.3 36.5 21.1 36.7 27.1 34.2 16.4 LOS DCDCDCCB Approach Delay 22.5 21.9 28.1 24.1 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 62 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 23.3 Intersection LOS: C Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/19/2023 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 53 580 26 24 313 131 20 127 42 115 94 58 Future Volume (veh/h) 53 580 26 24 313 131 20 127 42 115 94 58 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 58 630 24 26 340 101 22 138 39 125 102 49 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000000000 Cap, veh/h 100 958 36 55 675 197 48 298 84 164 332 159 Arrive On Green 0.06 0.27 0.27 0.03 0.25 0.25 0.03 0.21 0.21 0.09 0.27 0.27 Sat Flow, veh/h 1810 3546 135 1810 2751 805 1810 1423 402 1810 1211 582 Grp Volume(v), veh/h 58 320 334 26 221 220 22 0 177 125 0 151 Grp Sat Flow(s),veh/h/ln 1810 1805 1876 1810 1805 1751 1810 0 1826 1810 0 1793 Q Serve(g_s), s 1.6 7.9 7.9 0.7 5.3 5.4 0.6 0.0 4.3 3.4 0.0 3.3 Cycle Q Clear(g_c), s 1.6 7.9 7.9 0.7 5.3 5.4 0.6 0.0 4.3 3.4 0.0 3.3 Prop In Lane 1.00 0.07 1.00 0.46 1.00 0.22 1.00 0.32 Lane Grp Cap(c), veh/h 100 488 507 55 443 429 48 0 383 164 0 491 V/C Ratio(X) 0.58 0.66 0.66 0.47 0.50 0.51 0.46 0.00 0.46 0.76 0.00 0.31 Avail Cap(c_a), veh/h 484 1030 1070 339 886 860 267 0 1224 1026 0 1954 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.1 16.2 16.2 23.9 16.3 16.3 24.0 0.0 17.3 22.2 0.0 14.4 Incr Delay (d2), s/veh 2.0 1.5 1.5 2.4 0.9 0.9 2.6 0.0 0.9 2.7 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 2.9 3.0 0.3 1.9 1.9 0.3 0.0 1.6 1.4 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.1 17.7 17.7 26.3 17.1 17.3 26.6 0.0 18.2 25.0 0.0 14.8 LnGrp LOS C B B C B B C A B C A B Approach Vol, veh/h 712 467 199 276 Approach Delay, s/veh 18.3 17.7 19.1 19.4 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 15.9 6.1 18.9 5.9 19.1 7.4 17.7 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 28.4 33.6 9.4 28.6 7.4 54.6 13.4 24.6 Max Q Clear Time (g_c+I1), s 5.4 6.3 2.7 9.9 2.6 5.3 3.6 7.4 Green Ext Time (p_c), s 0.1 0.9 0.0 3.5 0.0 0.9 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 18.4 HCM 6th LOS B HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 12: Santa Ana Av. & Driveway 6 10/19/2023 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 735 468 2 1 1 Future Vol, veh/h 2 735 468 2 1 1 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 799 509 2 1 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 511 0 - 0 914 256 Stage 1 - - - - 510 - Stage 2 - - - - 404 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1065 - - - 276 749 Stage 1 - - - - 574 - Stage 2 - - - - 649 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1065 - - - 275 749 Mov Cap-2 Maneuver - - - - 470 - Stage 1 - - - - 573 - Stage 2 - - - - 649 - Approach EB WB SB HCM Control Delay, s 0 0 11.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1065 - - - 578 HCM Lane V/C Ratio 0.002 - - - 0.004 HCM Control Delay (s) 8.4 - - - 11.3 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 13: Santa Ana Av. & Driveway 7 10/19/2023 Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 757 460 2 1 3 Future Vol, veh/h 11 757 460 2 1 3 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 12 823 500 2 1 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 502 0 - 0 937 251 Stage 1 - - - - 501 - Stage 2 - - - - 436 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1073 - - - 267 755 Stage 1 - - - - 580 - Stage 2 - - - - 625 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1073 - - - 264 755 Mov Cap-2 Maneuver - - - - 461 - Stage 1 - - - - 574 - Stage 2 - - - - 625 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1073 - - - 651 HCM Lane V/C Ratio 0.011 - - - 0.007 HCM Control Delay (s) 8.4 - - - 10.6 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 4: Citrus Av. & Driveway 1 10/19/2023 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 7 1126 1 4 711 Future Vol, veh/h 3 7 1126 1 4 711 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 3 8 1224 1 4 773 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1620 613 0 0 1225 0 Stage 1 1225 ----- Stage 2 395 ----- Critical Hdwy 6.8 6.9 - - 4.1 - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 96 440 - - 576 - Stage 1 245 ----- Stage 2 656 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 95 440 - - 576 - Mov Cap-2 Maneuver 225 ----- Stage 1 245 ----- Stage 2 651 ----- Approach WB NB SB HCM Control Delay, s 15.9 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 342 576 - HCM Lane V/C Ratio - - 0.032 0.008 - HCM Control Delay (s) - - 15.9 11.3 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.1 0 - Timings Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/19/2023 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 280 422 64 162 37 577 174 416 Future Volume (vph) 280 422 64 162 37 577 174 416 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 28.4 9.6 28.4 9.6 28.8 9.6 28.8 Total Split (s) 27.0 45.0 13.0 31.0 13.0 43.0 19.0 49.0 Total Split (%) 22.5% 37.5% 10.8% 25.8% 10.8% 35.8% 15.8% 40.8% Yellow Time (s) 3.6 4.4 3.6 4.4 3.6 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.4 4.6 5.4 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s) 19.2 27.9 7.2 13.4 6.5 24.1 13.1 35.4 Actuated g/C Ratio 0.21 0.31 0.08 0.15 0.07 0.27 0.14 0.39 v/c Ratio 0.76 0.43 0.46 0.64 0.29 0.74 0.69 0.40 Control Delay 49.9 28.0 55.6 21.0 51.3 35.5 55.1 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.9 28.0 55.6 21.0 51.3 35.5 55.1 21.8 LOS DCECDDEC Approach Delay 36.3 25.5 36.4 29.9 Approach LOS DCDC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 90.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 32.6 Intersection LOS: C Intersection Capacity Utilization 75.3% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 5: Citrus Av. & Santa Ana Av. HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 5: Citrus Av. & Santa Ana Av.10/19/2023 Horizon Year (2040) With Project Conditions - 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) 280 422 40 64 162 270 37 577 100 174 416 124 Future Volume (veh/h) 280 422 40 64 162 270 37 577 100 174 416 124 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 289 435 35 66 167 251 38 595 95 179 429 123 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %000000000000 Cap, veh/h 331 1131 91 86 360 319 64 776 124 217 926 263 Arrive On Green 0.18 0.33 0.33 0.05 0.20 0.20 0.04 0.25 0.25 0.12 0.33 0.33 Sat Flow, veh/h 1810 3381 271 1810 1805 1603 1810 3118 497 1810 2775 788 Grp Volume(v), veh/h 289 231 239 66 167 251 38 344 346 179 278 274 Grp Sat Flow(s),veh/h/ln 1810 1805 1847 1810 1805 1603 1810 1805 1809 1810 1805 1758 Q Serve(g_s), s 12.7 8.0 8.1 3.0 6.7 12.2 1.7 14.5 14.6 7.9 9.9 10.1 Cycle Q Clear(g_c), s 12.7 8.0 8.1 3.0 6.7 12.2 1.7 14.5 14.6 7.9 9.9 10.1 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.27 1.00 0.45 Lane Grp Cap(c), veh/h 331 604 618 86 360 319 64 449 451 217 602 587 V/C Ratio(X) 0.87 0.38 0.39 0.77 0.46 0.79 0.59 0.77 0.77 0.82 0.46 0.47 Avail Cap(c_a), veh/h 495 872 892 185 564 501 185 819 821 318 952 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.6 20.8 20.8 38.6 28.9 31.1 38.9 28.5 28.6 35.2 21.5 21.6 Incr Delay (d2), s/veh 7.8 0.4 0.4 5.3 0.9 4.3 3.3 2.7 2.8 7.0 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 3.2 3.3 1.4 2.8 4.8 0.8 6.1 6.1 3.7 3.9 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.4 21.2 21.2 43.9 29.9 35.5 42.2 31.3 31.4 42.2 22.0 22.1 LnGrp LOS DCCDCDDCCDCC Approach Vol, veh/h 759 484 728 731 Approach Delay, s/veh 28.5 34.7 31.9 27.0 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.4 26.2 8.5 32.8 7.5 33.1 19.6 21.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.4 4.6 5.8 4.6 5.4 Max Green Setting (Gmax), s 14.4 37.2 8.4 39.6 8.4 43.2 22.4 25.6 Max Q Clear Time (g_c+I1), s 9.9 16.6 5.0 10.1 3.7 12.1 14.7 14.2 Green Ext Time (p_c), s 0.1 3.8 0.0 2.7 0.0 3.2 0.3 1.8 Intersection Summary HCM 6th Ctrl Delay 30.1 HCM 6th LOS C HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 6: Santa Ana Av. & Driveway 2 10/19/2023 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 693 487 1 2 8 Future Vol, veh/h 2 693 487 1 2 8 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 753 529 1 2 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 530 0 - 0 911 265 Stage 1 - - - - 530 - Stage 2 - - - - 381 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1048 - - - 277 739 Stage 1 - - - - 560 - Stage 2 - - - - 666 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1048 - - - 276 739 Mov Cap-2 Maneuver - - - - 468 - Stage 1 - - - - 559 - Stage 2 - - - - 666 - Approach EB WB SB HCM Control Delay, s 0 0 10.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1048 - - - 662 HCM Lane V/C Ratio 0.002 - - - 0.016 HCM Control Delay (s) 8.4 - - - 10.5 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 7: Santa Ana Av. & Driveway 3 10/19/2023 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 708 438 1 2 2 Future Vol, veh/h 1 708 438 1 2 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 1 770 476 1 2 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 477 0 - 0 864 239 Stage 1 - - - - 477 - Stage 2 - - - - 387 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1096 - - - 297 768 Stage 1 - - - - 596 - Stage 2 - - - - 662 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1096 - - - 297 768 Mov Cap-2 Maneuver - - - - 489 - Stage 1 - - - - 595 - Stage 2 - - - - 662 - Approach EB WB SB HCM Control Delay, s 0 0 11.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1096 - - - 598 HCM Lane V/C Ratio 0.001 - - - 0.007 HCM Control Delay (s) 8.3 - - - 11.1 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 9: Oleander Av. & Driveway 4 10/19/2023 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 077055198521332 Future Vol, veh/h 5 077055198521332 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------100--100-- Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 00000000000 Mvmt Flow 5 088055215521452 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 380 380 146 382 379 218 147 0 0 220 0 0 Stage 1 150 150 - 228 228 ------- Stage 2 230 230 - 154 151 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 581 556 906 580 556 827 1447 - - 1361 - - Stage 1 857 777 - 779 719 ------- Stage 2 777 718 - 853 776 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 575 554 906 573 554 827 1447 - - 1361 - - Mov Cap-2 Maneuver 688 642 - 689 643 ------- Stage 1 854 776 - 777 717 ------- Stage 2 769 716 - 845 775 ------- Approach EB WB NB SB HCM Control Delay, s 9.6 10 0.2 0.1 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1447 - - 800 740 1361 - - HCM Lane V/C Ratio 0.004 - - 0.016 0.018 0.002 - - HCM Control Delay (s) 7.5 - - 9.6 10 7.6 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 10: Oleander Av. & Driveway 5 10/19/2023 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 7 2 202 145 1 Future Vol, veh/h 3 7 2 202 145 1 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 100 - - - Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 3 8 2 220 158 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 383 159 159 0 - 0 Stage 1 159 ----- Stage 2 224 ----- 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 624 892 1433 - - - Stage 1 875 ----- Stage 2 818 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 623 892 1433 - - - Mov Cap-2 Maneuver 729 ----- Stage 1 874 ----- Stage 2 818 ----- Approach EB NB SB HCM Control Delay, s 9.4 0.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1433 - 836 - - HCM Lane V/C Ratio 0.002 - 0.013 - - HCM Control Delay (s) 7.5 - 9.4 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - Timings Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/19/2023 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 30 407 34 369 42 143 28 99 Future Volume (vph) 30 407 34 369 42 143 28 99 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 25.4 9.6 22.4 9.6 27.4 9.6 27.4 Total Split (s) 13.0 35.0 19.0 41.0 20.0 52.0 14.0 46.0 Total Split (%) 10.8% 29.2% 15.8% 34.2% 16.7% 43.3% 11.7% 38.3% Yellow Time (s) 3.6 4.4 3.6 4.4 3.6 4.4 3.6 4.4 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s) 6.6 15.9 6.7 15.9 7.0 16.6 6.5 14.0 Actuated g/C Ratio 0.13 0.31 0.13 0.31 0.14 0.32 0.13 0.27 v/c Ratio 0.14 0.50 0.16 0.40 0.19 0.40 0.13 0.28 Control Delay 30.4 18.7 30.1 17.9 29.7 18.2 30.5 19.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.4 18.7 30.1 17.9 29.7 18.2 30.5 19.8 LOS CBCBCBCB Approach Delay 19.4 18.9 20.1 21.7 Approach LOS B B C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 51.7 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Oleander Av. & Santa Ana Av. HCM 6th Signalized Intersection Summary Oleander & Santa Ana Warehouses TA (JN:14581) 11: Oleander Av. & Santa Ana Av.10/19/2023 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 407 96 34 369 33 42 143 78 28 99 31 Future Volume (veh/h) 30 407 96 34 369 33 42 143 78 28 99 31 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 33 442 90 37 401 33 46 155 67 30 108 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000000000 Cap, veh/h 68 729 147 74 834 68 88 297 128 63 310 95 Arrive On Green 0.04 0.24 0.24 0.04 0.25 0.25 0.05 0.24 0.24 0.03 0.22 0.22 Sat Flow, veh/h 1810 2990 604 1810 3371 276 1810 1258 544 1810 1396 427 Grp Volume(v), veh/h 33 266 266 37 214 220 46 0 222 30 0 141 Grp Sat Flow(s),veh/h/ln 1810 1805 1790 1810 1805 1842 1810 0 1802 1810 0 1823 Q Serve(g_s), s 0.8 5.9 6.0 0.9 4.6 4.6 1.1 0.0 4.8 0.7 0.0 2.9 Cycle Q Clear(g_c), s 0.8 5.9 6.0 0.9 4.6 4.6 1.1 0.0 4.8 0.7 0.0 2.9 Prop In Lane 1.00 0.34 1.00 0.15 1.00 0.30 1.00 0.23 Lane Grp Cap(c), veh/h 68 440 436 74 446 455 88 0 425 63 0 405 V/C Ratio(X) 0.49 0.60 0.61 0.50 0.48 0.48 0.52 0.00 0.52 0.48 0.00 0.35 Avail Cap(c_a), veh/h 338 1187 1177 579 1428 1457 619 0 1866 378 0 1645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.2 15.1 15.1 21.1 14.5 14.5 20.9 0.0 15.0 21.3 0.0 14.8 Incr Delay (d2), s/veh 2.0 1.3 1.4 1.9 0.8 0.8 1.8 0.0 1.0 2.1 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.1 2.1 0.4 1.6 1.6 0.4 0.0 1.7 0.3 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.2 16.4 16.5 23.0 15.3 15.3 22.7 0.0 16.0 23.4 0.0 15.3 LnGrp LOS C B B C B B C A B C A B Approach Vol, veh/h 565 471 268 171 Approach Delay, s/veh 16.9 15.9 17.1 16.7 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.2 16.0 6.5 16.4 6.8 15.4 6.3 16.5 Change Period (Y+Rc), s 4.6 5.4 4.6 5.4 4.6 5.4 4.6 5.4 Max Green Setting (Gmax), s 9.4 46.6 14.4 29.6 15.4 40.6 8.4 35.6 Max Q Clear Time (g_c+I1), s 2.7 6.8 2.9 8.0 3.1 4.9 2.8 6.6 Green Ext Time (p_c), s 0.0 1.3 0.0 3.0 0.0 0.8 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 12: Santa Ana Av. & Driveway 6 10/19/2023 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 513 434 1 2 2 Future Vol, veh/h 1 513 434 1 2 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 1 558 472 1 2 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 473 0 - 0 754 237 Stage 1 - - - - 473 - Stage 2 - - - - 281 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1099 - - - 349 771 Stage 1 - - - - 599 - Stage 2 - - - - 747 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1099 - - - 349 771 Mov Cap-2 Maneuver - - - - 522 - Stage 1 - - - - 598 - Stage 2 - - - - 747 - Approach EB WB SB HCM Control Delay, s 0 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1099 - - - 623 HCM Lane V/C Ratio 0.001 - - - 0.007 HCM Control Delay (s) 8.3 - - - 10.8 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC Oleander & Santa Ana Warehouses TA (JN:14581) 13: Santa Ana Av. & Driveway 7 10/19/2023 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 501 434 1 2 11 Future Vol, veh/h 3 501 434 1 2 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 3 545 472 1 2 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 473 0 - 0 752 237 Stage 1 - - - - 473 - Stage 2 - - - - 279 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1099 - - - 350 771 Stage 1 - - - - 599 - Stage 2 - - - - 749 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1099 - - - 349 771 Mov Cap-2 Maneuver - - - - 521 - Stage 1 - - - - 597 - Stage 2 - - - - 749 - Approach EB WB SB HCM Control Delay, s 0 0 10.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1099 - - - 718 HCM Lane V/C Ratio 0.003 - - - 0.02 HCM Control Delay (s) 8.3 - - - 10.1 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 14581-05 Memo ATTACHMENT D: TRUCK TURN TEMPLATES 14581-05 Memo 14581-05 Memo 14581-05 Memo