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TIA_2-23-21 approved
Feburary 2021 TRAFFIC IMPACT ANALYSIS WESTCLIFF PLAZA RESTAURANTS NEWPORT BEACH, CALIFORNIA This Traffic Impact Analysis has been prepared under the supervision of Ambarish Mukherjee, P.E. February 2021 TRAFFIC IMPACT ANALYSIS WESTCLIFF PLAZA RESTAURANTS NEWPORT BEACH, CALIFORNIA Submitted to: City of Newport Beach 100 Civic Center Drive Newport Beach, California 92660 Prepared by: LSA 20 Executive Park, Suite 200 Irvine, California 92614-4731 (949) 553-0666 Project No. CNB1702.03 TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» i TABLE OF CONTENTS INTRODUCTION .......................................................................................................... 1 ANALYSIS METHODOLOGY .......................................................................................... 4 Study Area ..................................................................................................................................... 4 Intersection Level of Service Methodology ................................................................................... 6 Threshold of Significance .............................................................................................................. 6 PROPOSED PROJECT ................................................................................................... 7 Project Description ........................................................................................................................ 7 Project Trip Generation, Distribution, and Assignment ................................................................ 7 EXISTING CONDITIONS ................................................................................................ 9 Existing Baseline Intersection Level of Service ............................................................................ 12 Active Transportation .................................................................................................................. 12 FUTURE YEAR 2022 CONDITIONS .............................................................................. 16 Future Year 2022 Baseline Intersection Level of Service ............................................................ 16 Future Year 2022 Plus Project Intersection Level of Service ....................................................... 19 ANALYSIS OF STATE HIGHWAY FACILITIES ................................................................. 19 ACCESS AND ON-SITE CIRCULATION .......................................................................... 25 Queuing Analysis ......................................................................................................................... 25 Sight Distance Analysis ................................................................................................................ 26 CONGESTION MANAGEMENT PROGRAM CONSISTENCY REQUIREMENTS .................. 26 VEHICLE MILES TRAVELED ......................................................................................... 29 CONCLUSIONS .......................................................................................................... 29 REFERENCES ............................................................................................................. 29 APPENDICES A: Existing Traffic Volumes B: ICU Worksheets C: OCTA Bus System Map D: City’s Regional Traffic Annual Growth Rate Table E: Approved Projects Information F: HCM Worksheets TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» ii FIGURES AND TABLES FIGURES Figure 1: Project Location and Study Area Intersections ....................................................................... 2 Figure 2: Existing Westcliff Plaza ............................................................................................................ 3 Figure 3: Site Plan ................................................................................................................................... 5 Figure 4A: Project Trip Distribution and Net Trip Assignment ............................................................. 10 Figure 4B: Full Project Trip Assignment (Project Access) ..................................................................... 11 Figure 5: Existing Intersection Geometrics ........................................................................................... 13 Figure 6: Existing Peak-Hour Volumes .................................................................................................. 14 Figure 7: Approved Projects Locations ................................................................................................. 17 Figure 8: Future Year 2022 Peak-Hour Volumes .................................................................................. 18 Figure 9: Future Year 2022 Plus Project Peak-Hour Volumes .............................................................. 22 Figure 10: County of Orange CMP Highway System ............................................................................ 27 Figure 11: CMP Study Area Determination .......................................................................................... 28 TABLES Table A: Project Trip Generation ............................................................................................................ 8 Table B: Existing Intersection Level of Service Summary ..................................................................... 15 Table C: City of Newport Beach 1 Percent Volume Analysis Summary ................................................ 20 Table D: Future Year 2022 Intersection Level of Service Summary ..................................................... 21 Table E: Existing Intersection Level of Service Summary (HCM) .......................................................... 23 Table F: Future Year 2022 Intersection Level of Service Summary (HCM) ........................................... 24 Table G: Project Access Queuing and Storage Lengths ........................................................................ 25 TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» iii LIST OF ABBREVIATIONS AND ACRONYMS ADT average daily trips Caltrans California Department of Transportation CAMUTCD California Manual on Uniform Traffic Control Devices CEQA California Environmental Quality Act City City of Newport Beach CMP Congestion Management Program County County of Orange ft foot/feet HCM Highway Capacity Manual ICU intersection capacity utilization ITE Institute of Transportation Engineers LOS level of service mph miles per hour OCTA Orange County Transportation Authority project Westcliff Plaza Restaurants Project sf square feet TIA Traffic Impact Analysis TPO Traffic Phasing Ordinance v/c volume-to-capacity VMT vehicle miles traveled vph vehicles per hour TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» 1 TRAFFIC IMPACT ANALYSIS WESTCLIFF PLAZA RESTAURANTS INTRODUCTION The purpose of this Traffic Impact Analysis (TIA) is to identify the potential traffic and circulation effects associated with the proposed Westcliff Plaza Restaurants Project (project) in Newport Beach, California. The proposed project is within the existing Westcliff Plaza shopping center at 1000–1150 Irvine Avenue. The project site is bounded by residential developments to the north, Westcliff Drive to the south, Rutland Road and residential developments to the east, and Irvine Avenue and residential developments to the west. The proposed project aims to construct a new 11,953-square-foot (sf) restaurant pad with three suites. The proposed tenants will consist of fast-food restaurants without drive-through windows. In addition, the proposed project includes the conversion of some existing retail spaces. The 14,972 sf furniture stores and 2,635 sf restaurant will be converted into a 6,027 sf health/fitness club, a 3,737 sf medical-dental office, and a 7,643 sf restaurant. The proposed project will also reduce the existing nail salon space by 35 sf. As part of the proposed project, the parking lot on site will be reconfigured. A project location map (with the study area intersections) is presented on Figure 1. Figure 2 illustrates the existing Westcliff Plaza site, including the current vehicle access. Westcliff Plaza has three driveways on Westcliff Drive (one full-access driveway and two right-in/right-out driveways), four driveways on Irvine Avenue (one full-access driveway and three right-in/right-out driveways), and two full-access driveways on Rutland Road. The existing Westcliff Plaza driveways are as follows: •Driveway 1—full-access driveway on Westcliff Drive •Driveway 2—right-in/right-out driveway on Westcliff Drive •Driveway 3—right-in/right-out driveway on Westcliff Drive for Chase Bank (not a part of the proposed project) •Driveway 4—right-in/right-out driveway on Irvine Avenue for Chase Bank (not a part of the proposed project) •Driveway 5—right-in/right-out driveway on Irvine Avenue •Driveway 6—full-access driveway on Irvine Avenue •Driveway 7—right-in/right-out driveway on Irvine Avenue •Driveway 8—full-access driveway on Rutland Road for the east side (rear) of Westcliff Plaza (not a part of the proposed project) SOURCE Bing Maps: FEET 15007500 N FIGURE 1 Project Location and Study Area Intersections I:\CNB1702.03\G\Location&Ints.cdr (2/12/2021) Westcliff Plaza Restaurants #- Study Area Intersection LEGEND PROJECT SITE 1 2 3 4 6 5 9 87 2 SOURCE Google Earth: FEET 160800 FIGURE 2 Existing Westcliff Plaza I:\CNB1702.03\G\Existing Westcliff Plaza.cdr (11/9/2020) Westcliff Plaza Restaurants N Irvine AveIrvine Ave We s t c l i f f D r We s t c l i f f D r Driveway 1 (to Remain)Driveway 1 (to Remain) Dr i v e w a y 6 ( t o R e m a i n ) Dr i v e w a y 6 ( t o R e m a i n ) Dr i v e w a y 7 ( t o R e m a i n ) Dr i v e w a y 7 ( t o R e m a i n ) Driveway 2 (to be Removed)Driveway 2 (to be Removed) Driveway 3 (to Remain)Driveway 3 (to Remain) Dr i v e w a y 5 ( t o b e R e m o v e d ) Dr i v e w a y 5 ( t o b e R e m o v e d ) Dr i v e w a y 4 ( t o R e m a i n ) Dr i v e w a y 4 ( t o R e m a i n ) EXISTING WESTCLIFF PLAZA EXISTING WESTCLIFF PLAZA Rutland R d Rutland R d Dr i v e w a y 8 (t o R e m a i n ) Dr i v e w a y 8 (t o R e m a i n ) Dr i v e w a y 9 (t o R em a i n ) Dr i v e w a y 9 (t o R e m a i n ) 3 TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» 4 •Driveway 9—full-access driveway on Rutland Road for the east side (rear) of Westcliff Plaza (not a part of the proposed project) Based on the reconfiguration of the parking lot, Driveways 2 and 5 will be removed, while Driveways 1, 6, and 7 will serve the proposed project (Driveways 3 and 4 will remain for Chase Bank only, and Driveways 8 and 9 will remain for the east side of Westcliff Plaza). Figure 3 illustrates the proposed project site plan. The proposed project would be completed in 2021. This TIA addresses two general issues associated with the development of the proposed project: 1.Increases in traffic volumes at nearby primary study area intersections 2.Adequacy of the project access locations and on-site circulation This report presents a traffic analysis of near-term traffic conditions consistent with the City of Newport Beach (City) Traffic Phasing Ordinance (TPO) (City of Newport Beach 2007). The traffic analysis for the proposed project will examine three scenarios: 1.Existing 2.Future Year 2022 Plus Ambient Growth Plus Approved Projects 3.Future Year 2022 Plus Ambient Growth Plus Approved Projects Plus Project The following analysis periods have been evaluated: 1.Weekday a.m. peak hour (between 7:00 a.m. and 9:00 a.m.) 2.Weekday p.m. peak hour (between 4:30 p.m. and 6:30 p.m.) ANALYSIS METHODOLOGY This TIA was prepared consistent with the requirements of the City’s TPO (City of Newport Beach 2007) and the Orange County Transportation Authority (OCTA) Congestion Management Program (CMP) (OCTA 2017a). Study Area Study area locations were selected in consultation with the City. The following nine intersections were included in the study area, as shown on Figure 1: 1.Riverside Avenue/Coast Highway 2.Tustin Avenue/Coast Highway 3.Irvine Avenue/Dover Drive-19th Street 4.Irvine Avenue/Westcliff Drive-17th Street 5.Dover Drive/Westcliff Drive 6.Dover Drive/Castaways Lane-16th Street 7.Dover Drive-Bayshore Drive/Coast Highway 8.Bayside Drive/Coast Highway 9.Jamboree Road/Coast Highway SOURCE Stantec: FEET 120600 N FIGURE 3 Site Plan I:\CNB1702.03\G\Site Plan.cdr (11/9/2020) Westcliff Plaza Restaurants PROJECT SITE PROJECT SITE Driveway 1Driveway 1 Driveway 6Driveway 6Driveway 7Driveway 7 +450’+450’+450’+450’ +450’+450’ + 4 5 0 + 4 5 0 +4 5 0 +4 5 0 5 TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» 6 Consistent with the TPO methodology, the study area intersections were evaluated to identify any locations where the proposed project has the potential to increase traffic on any leg of the intersection by 1 percent or more in the Future Year 2022 Plus Project condition. Intersections where the proposed project would not increase traffic on any leg by 1 percent or more 1 year after project completion would not require any further analysis. The 1 percent traffic volume analysis calculations are discussed in a later section of this report. Based on the 1 percent traffic volume analysis, the proposed project would result in a 1 percent or more increase in traffic volumes at one or more legs of all nine study area intersections in the Future Year 2022 Plus Project condition. Intersection Level of Service Methodology The intersection capacity utilization (ICU) methodology for signalized intersections compares the volume-to-capacity (v/c) ratios of conflicting turn movements at an intersection, sums up these critical conflicting v/c ratios for each intersection approach, and determines the overall ICU. The ICU calculations assume a lane capacity of 1,600 vehicles per hour (vph) and no clearance interval (or loss time). The resulting ICU is expressed in terms of level of service (LOS), where LOS A represents free-flow activity and LOS F represents overcapacity operation. Traffix (Version 8.0) computer software was used to determine the LOS based on the traffic volume and intersection geometry. In addition to the ICU methodology of calculating signalized intersection LOS, the Highway Capacity Manual (HCM), 6th Edition (Transportation Research Board 2017) methodology is used to determine the LOS of the signalized intersections at California Department of Transportation (Caltrans) facilities (i.e., intersections along Coast Highway). The HCM signalized intersection methodology is based on delay (in seconds per vehicle), as opposed to capacity, as the measure of effectiveness. The relationship between LOS and the ICU value (i.e., the v/c ratio) and delay for signalized intersections is as follows: Level of Service Signalized Intersections Volume-to-Capacity (ICU Methodology) Signalized Intersection Delay (seconds)1 (HCM Methodology) A ≤0.60 ≤10.0 B >0.60 and ≤0.70 >10.0 and ≤20.0 C >0.70 and ≤0.80 >20.0 and ≤35.0 D >0.80 and ≤0.90 >35.0 and ≤55.0 E >0.90 and ≤1.00 >55.0 and ≤80.0 F >1.00 >80.0 1 Source: Highway Capacity Manual (Transportation Research Board 2017). Threshold of Significance The City considers LOS D as the lowest limit of satisfactory operations. However, based on the City’s General Plan, LOS E is acceptable at Dover Drive-Bayshore Drive/Coast Highway due to right-of-way limitations (City of Newport Beach 2006a). The improvement to Dover Drive-Bayshore Drive/Coast Highway would require the elimination of sidewalks, which could have an adverse effect on adjacent residential neighborhoods. Therefore, LOS E is the established standard at this intersection. TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» 7 A project LOS impact would occur if the addition of the project-generated traffic causes an acceptable LOS at a study intersection to deteriorate to an unsatisfactory LOS. If an intersection operates at an unsatisfactory LOS in the baseline condition, a project LOS impact would occur if the proposed project-generated traffic increases the ICU by 0.01 or more. Improvement back to preproject conditions is required for any intersection where project traffic causes the intersection to deteriorate from a satisfactory LOS to an unsatisfactory LOS. Caltrans endeavors to maintain a target LOS at the transition between LOS C and LOS D on State highway facilities (e.g., Coast Highway) and to maintain the existing LOS in cases where a facility is operating at less than the target LOS. For this TIA, LOS C is considered the target LOS standard at the Caltrans study intersections. A project LOS impact at a Caltrans intersection would occur if the addition of the project trips causes the peak-hour LOS to deteriorate from an acceptable LOS (LOS A, B, or C) to an unacceptable LOS (LOS D, E, or F), or causes an intersection that is already operating at an unacceptable LOS to deteriorate to a worse LOS. PROPOSED PROJECT Project Description The proposed project includes construction of a new 11,953 sf restaurant pad with three suites. The proposed tenants will consist of fast-food restaurants without drive-through windows. In addition, the proposed project includes the conversion of some existing retail spaces. The 14,972 sf furniture stores and 2,635 sf restaurant will be converted into a 6,027 sf health/fitness club, a 3,737 sf medical-dental office, and a 7,643 sf restaurant. The proposed project will also reduce the existing nail salon space by 35 sf. As part of the proposed project, the parking lot on site will be reconfigured. As shown on Figure 2, two existing driveways (Driveways 2 and 5) will be removed, while two existing driveways (Driveways 3 and 4) will continue to serve Chase Bank only (not a part of the proposed project). As shown on Figure 3, vehicle access to the proposed project and Westcliff Plaza would be provided via one driveway on Westcliff Drive (full-access Driveway 1) and two driveways on Irvine Avenue (full-access Driveway 6 and right-in/right-out Driveway 7). The proposed project would be completed in 2021. Project Trip Generation, Distribution, and Assignment Daily and peak-hour trips for the proposed project uses and the existing retail uses to be converted/reduced were generated using trip rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition (ITE 2017). The project trip generation summary was reviewed and approved by the City prior to preparation of this TIA. In addition, as directed by City staff, pass-by adjustment factors were applied to the p.m. peak-hour trips of the proposed fast-food restaurants without drive-through windows (40 percent reduction) and the p.m. peak-hour trips of the existing and proposed restaurants (43 percent reduction). Table A shows the project trip generation. In Out Total In Out Total Trip Rates1 Health/Fitness Club2 TSF 30.00 0.67 0.64 1.31 1.97 1.48 3.45 Medical‐Dental Office TSF 34.80 2.17 0.61 2.78 0.97 2.49 3.46 Furniture Store TSF 6.30 0.18 0.08 0.26 0.24 0.28 0.52 Hair Salon TSF 14.50 0.61 0.60 1.21 0.25 1.20 1.45 High‐Turnover (Sit‐Down) Restaurant TSF 112.18 5.47 4.47 9.94 6.06 3.71 9.77 Fast‐Food Restaurant without Drive‐Through TSF 346.23 15.06 10.04 25.10 14.17 14.17 28.34 Existing Trip Generation Furniture Store 14.972 TSF 94 314448 Hail Salon 0.035 TSF 1 000000 High‐Turnover (Sit‐Down) Restaurant 2.635 TSF 296 14 12 26 16 10 26 (11) 0 0 0 (7) (4) (11) Subtotal 380 17 13 30 13 10 23 Project Trip Generation Health/Fitness Club 6.027 TSF 181 4 4 8 12 9 21 Medical‐Dental Office 3.737 TSF 130 8 2 10 4 9 13 High‐Turnover (Sit‐Down) Restaurant 7.643 TSF 857 42 34 76 46 28 74 (32) 0 0 0 (20) (12) (32) Fast‐Food Restaurant without Drive‐Through 11.953 TSF 4,138 180 120 300 169 170 339 (136) 0 0 0 (68) (68) (136) Subtotal 5,138 234 160 394 143 136 279 Net Trip Generation (Project ‐ Existing)4,758 217 147 364 130 126 256 1 Trip rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition (2017). Land Use Code 492 ‐ Health/Fitness Club Land Use Code 720 ‐ Medical‐Dental Office Land Use Code 890 ‐ Furniture Store Land Use Code 918 ‐ Hair Salon. ADT rate is not available. 10 times the PM Peak Hour has been assumed. Land Use Code 932 ‐ High‐Turnover (Sit‐Down) Restaurant. 43% PM Peak Hour pass‐by trip percentage. Land Use Code 933 ‐ Fast‐Food Restaurant without Drive‐Through Window 2 ADT rate from the San Diego Association of Governments (SANDAG) (Not So) Brief Guide of Vehicular Traffic for the San Diego Region for Racquetball/Health Club land use. 3 40% pass‐by trip percentage from the SANDAG (Not So) Brief Guide of Vehicular Traffic for the San Diego Region for Neighborhood Commercial/Retail use applied to the PM Peak Hour only. ADT = average daily trips TSF = thousand square feet Pass‐By Trip Reductions (43% PM) Pass‐By Trip Reductions (40% PM)3 Pass‐By Trip Reductions (43% PM) Table A: Project Trip Generation Land Use Size Unit ADT AM Peak Hour PM Peak Hour P:\CNB1702.03\xls\trip gen.xlsx\Feb 2021 (1/29/2021)8 TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» 9 As shown in Table A, the proposed project is anticipated to generate 5,138 average daily trips (ADT), including 394 trips in the a.m. peak hour (234 inbound and 160 outbound) and 279 trips in the p.m. peak hour (143 inbound and 136 outbound). The existing uses to be converted/reduced generate 380 ADT, including 30 trips in the a.m. peak hour (17 inbound and 13 outbound) and 23 trips in the p.m. peak hour (13 inbound and 10 outbound). The net new trips of the proposed project are 4,758 ADT, including 364 trips in the a.m. peak hour (217 inbound and 147 outbound) and 256 trips in the p.m. peak hour (130 inbound and 126 outbound). The net project trips were distributed to the surrounding roadways based on the location of the proposed project in relation to local and regional transportation facilities. The project trip distribution was reviewed and approved by the City staff. The trip distribution percentages were multiplied by the project trip generation to arrive at the project-generated trip assignment at each study area location. The project trip distribution and net project trip assignment are illustrated on Figure 4A. Figure 4B depicts the full project trip assignment at the project access points. EXISTING CONDITIONS Key roadways in the vicinity of the proposed project are as follows: •Irvine Avenue is a two-to-four lane north-south roadway located west of the project site providing a regional connection from Irvine/Costa Mesa to Newport Beach. According to the City’s Master Plan of Streets and Highways, Irvine Avenue is classified as a Primary Road north of 16th Street and as a Secondary Road south of 16th Street (City of Newport Beach 2006b). In the vicinity of the proposed project, the posted speed limit is 40 miles per hour (mph) in the northbound direction and 35 mph in the southbound direction. On-street (Class II) bicycle lanes and sidewalks are provided on both sides of the street in the vicinity of the project site. On- street parking is not permitted. •Dover Drive is a two-to-four lane north-south roadway located east of the project site. According to the City’s Master Plan of Streets and Highways, Dover Drive is classified as a Commuter Roadway north of Westcliff Drive, a Primary Road between Westcliff Drive and Cliff Drive, and a Major Road south of Cliff Drive. The posted speed limit is 35 mph north of Westcliff Drive and 45 mph south of Westcliff Drive. On-street (Class II) bicycle lanes are provided on both sides of the street. On-street parking is not permitted. •Jamboree Road is a north-south divided roadway located east of the project site providing a regional connection from State Route 261 in Tustin to Coast Highway in Newport Beach. Jamboree Road has six lanes in the project vicinity. According to the City’s Master Plan of Streets and Highways, Jamboree Road is classified as a Major Road. In the vicinity of the proposed project, the posted speed limit is 55 mph. On-street (Class II) bicycle lanes and sidewalks are provided on both sides of the road. On-street parking is prohibited. •Westcliff Drive-17th Street is a four-lane east-west roadway south of the project site. According to the City’s Master Plan of Streets and Highways, Westcliff Drive is classified as a Primary Road. In the vicinity of the proposed project, the posted speed limit is 35 mph. Sidewalks are provided on both sides of the street. On-street parking is prohibited. 1 15 / 13 1 15 / 13 3 22 / 13 0 22 / 13 0 11 / 7 {q 2 1 Riverside Avenue/Coast Highway 2 Tustin Avenue/Coast Highway 3 Irvine Avenue/Dover Drive – 19th Street 1 37 / 32y3s7 / 6 y 3 54 / 33 r 2 x 7 / 6 r q 2 54 / 33 0 30 / 25 { 4 Irvine Avenue/Westcliff Drive – 17th Street 5 Dover Drive/Westcliff Drive 6 Dover Drive/Castaways Lane - 16th Street y p z 21 / 13 1 21 / 13 1 21 / 13 22 / 13 r 15 / 12 0 15 / 12 0 7 Dover Drive - Bayshore Drive/Coast Highway 8 Bayside Drive/Coast Highway 9 Jamboree Road/Coast Highway FIGURE 4A LEGEND XXX / YYY AM / PM Volume N Westcliff Plaza Restaurants Project Trip Distribution and Net Trip Assignment 15 / 1 3 15 / 1 2 22 / 1 3 30 / 2 5 7 / 6 15 / 1 3 43 / 2 6 11 / 6 43 / 2 6 11 / 6 11 / 6 37 / 3 2 7 / 6 P:\CNB1702.03\xls\Figures\Fig 4A - Project Trip Distribution and Net Trip Assignment.xlsx (2/9/2021)10 z 54 / 53yp10 / -22 65 / 63 r 0 / -26 0 1 Driveway 1/Westcliff Drive z 15 / 203ps44 / 612x 2 Irvine Avenue/Driveway 6 3 z 7 / 102 3 Irvine Avenue/Driveway 7 FIGURE 4B N LEGEND XXX / YYY AM / PM Volume Negative trips are pass-by trips. Westcliff Plaza Restaurants Full Project Trip Assignment (Project Access) 33 / 2 0 15 / 9 44 / 6 1 37 / 5 0 33 / 3 2 65 / 6 3 0 / - 2 6 0 / - 1 3 Driveway 1 Driveway 6Driveway 7 Project Site P:\CNB1702.03\xls\Figures\Fig 4B - Full Project Trip Assignment (Project Access).xlsx (2/10/2021)11 TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» 12 •16th Street is a two-lane east-west undivided roadway south of the project site. According to the City’s Master Plan of Streets and Highways, 16th Street is classified as a Secondary Road between Irvine Avenue and Dover Drive. The posted speed limit is 35 mph east of Irvine Avenue and 25 mph west of Irvine Avenue. On-street (Class II) bicycle lanes are provided on both sides of the street east of Irvine Avenue. Sidewalks are provided on both sides of the street. On-street parking is permitted on both sides of the street. •Coast Highway runs along the California coast and all the way through Newport Beach. Coast Highway is a four-to-eight lane east-west roadway south of the project site. Coast Highway is a seven-to-eight lane divided roadway east of Dover Drive and a four-to-six lane roadway with a two-way left-turn lane west of Dover Drive. According to the City’s Master Plan of Streets and Highways, Coast Highway is classified as an Eight Lane Road east of Dover Drive and as a Major Road west of Dover Drive. The posted speed limit is 40 mph west of Balboa Bay Way, 45 mph between Balboa Bay Way and Dover Drive, and 50 mph east of Dover Drive. On-street (Class II) bicycle lanes are provided on both sides of the street east of Dover Drive, and a bicycle route (Class III) shared with vehicles is provided on both sides of the street west of Dover Drive. Sidewalks are provided on both sides of the street. On-street parking is permitted on select locations. Existing Baseline Intersection Level of Service Figure 5 shows the existing intersection geometrics and traffic control devices at the nine initial study area intersections. The City provided existing peak-hour traffic volumes, all collected prior to the COVID-19 pandemic. Transportation Studies, Inc., collected peak-hour traffic volumes for six study intersections in February 2020 and for three study intersections in January 2019. The 2019 volumes on Irvine Avenue, Coast Highway, and Jamboree Road north of Coast Highway were increased by 1 percent to reflect current 2020 conditions. It should be noted that the Westcliff Plaza was fully occupied at the time the existing traffic counts were conducted. The existing baseline peak-hour traffic volumes at the study area intersections are provided in Appendix A. The results of the existing peak-hour LOS analysis for the study area intersections are illustrated on Figure 6 and summarized in Table B. As shown in this table, all study area intersections currently operate at a satisfactory LOS. The existing baseline ICU worksheets are provided in Appendix B. Active Transportation Transit Facilities Transit facilities are accessible to and from the project site. In the project vicinity, OCTA bus stops are currently provided at the northwest, southwest, and southeast corners of Irvine Avenue/ Westcliff Drive. OCTA Route 55 provides transportation between Newport Beach and Santa Ana. The OCTA bus map and bus stop locations are provided in Appendix C. Bicycle Circulation Class II bicycle lanes are provided in the vicinity of the project site on Irvine Avenue, Dover Drive, 16th Street east of Irvine Avenue, and Coast Highway east of Bayside Drive. Bicycle travel is possible between the project site and residences and other uses in the vicinity of the project site. 1 Riverside Avenue/Coast Highway 2 Tustin Avenue/Coast Highway 3 Irvine Avenue/Dover Drive – 19th Street 4 Irvine Avenue/Westcliff Drive – 17th Street 5 Dover Drive/Westcliff Drive 6 Dover Drive/Castaways Lane - 16th Street 7 Dover Drive - Bayshore Drive/Coast Highway 8 Bayside Drive/Coast Highway 9 Jamboree Road/Coast Highway N/S split phase N/S split phase FIGURE 5 Legend Westcliff Plaza Restaurants Signal Defacto Right-turn Existing Intersection Geometrics Free Right Turn N RTO Right-turn Overlap xu aa c d ac d xvvtt aa c c d xvttt ac e ac c c e y cc d xvvt ac e acce ac d xv f ac d f ad xvvt acd aacce aa e aacc be acce aa c c c c e acd ac c c e aaf ac c c e xvt ac c c d xvvt aa a c c c d F F F F D D D D D D D D D P:\CNB1702.03\xls\Figures\Fig 5 - Existing Intersections Geometrics.xlsx 11/5/2020 13 z 59 / 38 z 231 / 29211214 / 2419 z 51 / 51 1 102 / 256y3ps10 / 29 y 3 p 1 1202 / 2304 y 3 p s 11 / 26 211 / 243 r q 2 x 41 / 82 r q x 72 / 45 r q 2 x 2156 / 1484 0 2087 / 1531 0 162 / 112 0 7 / 15 {1 / 0 {43 / 55 { 1 Riverside Avenue/Coast Highway 2 Tustin Avenue/Coast Highway 3 Irvine Avenue/Dover Drive – 19th Street z 52 / 92 z 58 / 431315 / 745 1 23 / 13y3ps30 / 74 y 3 y 3 p s 42 / 25 250 / 278 r q 2 x 51 / 113 r q 2 28 / 15 r q 2 x 580 / 528 0 665 / 500 {24 / 20 0 133 / 135 {233 / 169 { 4 Irvine Avenue/Westcliff Drive – 17th Street 5 Dover Drive/Westcliff Drive 6 Dover Drive/Castaways Lane - 16th Street z 724 / 1434 z 20 / 27 z 120 / 21311167 / 2101 1 1492 / 3036 1 859 / 1837y3ps27 / 37 y 3 p s 62 / 74 y 3 p s 64 / 121 124 / 138 r q 2 x 32 / 56 r q 2 x 1024 / 672 r q 2 x 1963 / 1331 0 2665 / 1780 0 1272 / 1021 0 33 / 14 {466 / 408 {12 / 14 { 7 Dover Drive - Bayshore Drive/Coast Highway 8 Bayside Drive/Coast Highway 9 Jamboree Road/Coast Highway FIGURE 6 LEGEND XXX / YYY AM / PM Volume N Westcliff Plaza Restaurants Existing Peak-Hour Volumes 23 9 / 2 7 0 60 2 / 4 2 5 45 8 / 5 6 5 23 4 / 2 0 2 16 9 / 4 0 3 12 / 2 4 2 / 0 0 / 1 50 / 5 9 87 2 / 7 2 6 19 / 3 9 31 4 / 6 3 7 78 / 7 9 70 6 / 1 2 2 6 62 2 / 3 4 7 68 / 2 6 27 / 2 4 46 8 / 6 3 6 12 0 / 1 8 3 11 6 0 / 8 0 4 84 2 / 1 3 4 7 14 2 / 1 6 2 36 / 3 7 31 / 7 3 1 / 2 26 1 / 4 7 5 2 / 1 0 76 / 8 2 0 / 1 16 / 4 8 13 / 1 2 7 / 1 5 54 / 5 7 37 5 / 4 8 2 11 / 1 9 42 / 4 5 6 / 1 5 29 / 3 4 37 / 4 7 11 7 0 / 8 8 2 23 / 3 1 33 5 / 2 2 6 12 4 / 1 2 7 39 / 5 0 24 / 2 3 55 / 4 4 43 / 4 6 75 / 7 3 68 6 / 1 3 2 1 25 9 / 4 8 5 17 5 / 1 7 4 P:\CNB1702.03\xls\Figures\Fig 6 - Existing Peak-Hour Volumes.xlsx (11/5/2020)14 ICU LOS ICU LOS 1 Riverside Avenue/Coast Highway 0.74 C 0.81 D 2 Tustin Avenue/Coast Highway 0.69 B 0.60 A 3 Irvine Avenue/Dover Drive – 19th Street 0.55 A 0.67 B 4 Irvine Avenue/Westcliff Drive – 17th Street 0.50 A 0.69 B 5 Dover Drive/Westcliff Drive 0.50 A 0.45 A 6 Dover Drive/Castaways Lane ‐ 16th Street 0.61 B 0.54 A 7 Dover Drive ‐ Bayshore Drive/Coast Highway 0.71 C 0.69 B 8 Bayside Drive/Coast Highway 0.71 C 0.66 B 9 Jamboree Road/Coast Highway 0.59 A 0.63 B ICU = Intersection Capacity Utilization LOS = level of service Intersection AM Peak Hour PM Peak Hour Table B: Existing Intersection Level of Service Summary Existing P:\CNB1702.03\xls\Intersections LOS.xlsx\Ex (11/9/2020)15 TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» 16 Pedestrian Circulation Sidewalks currently exist in the project vicinity on both sides of Irvine Avenue and Westcliff Drive. The pedestrian and bicycle facilities provide opportunities for the public to use alternative modes of transportation and connections to a variety of commercial, residential, and employment destinations. Land uses in close proximity to the project site include other commercial uses and residences, all of which are accessible by nonautomotive means. FUTURE YEAR 2022 CONDITIONS The City requires that the proposed project be analyzed 1 year after the project opening year. The proposed project is anticipated to open in 2021; therefore, an analysis year of 2022 was used in the future year analysis. Future Year 2022 Baseline Intersection Level of Service The Future Year 2022 condition was developed by applying a growth rate to the existing traffic volumes and adding trips from approved projects in the vicinity. A 1 percent-per-year growth rate was added to all traffic volumes on Irvine Avenue, Coast Highway, and Jamboree Road north of Coast Highway, consistent with the City’s Regional Traffic Annual Growth Rate table (provided in Appendix D). Approved Projects The City provided the trip assignment for 18 approved projects at each study intersection. Figure 7 illustrates the approved projects locations. Detailed trip assignment for the approved projects is provided in Appendix E. The approved projects include the following: 1.Fashion Island Expansion 2.Temple Bat Yahm Expansion 3.Hoag Hospital Phase III 4.St. Mark Presbyterian Church 5.2300 Newport Boulevard (VUE) 6.Hoag Health Center 7.North Newport Center 8.328 Old Newport Medical Office General Plan Amendment 9.Mariner’s Pointe 10.Uptown Newport Phases 1 11.Uptown Newport Phases 2 12.Back Bay Landing 13.Birch Newport Executive Center 14.Ebb Tide Residential 15.ENC Preschool 16.Balboa Marina West 17.Newport Crossings 18.Museum House—Vivante Senior Center The ambient growth volumes on Irvine Avenue, Coast Highway, and Jamboree Road north of Coast Highway, as well as the approved project trips at the study intersections, were added to the existing peak-hour volumes to develop the Future Year 2022 baseline peak-hour traffic volumes. Figure 8 shows the resulting Future Year 2022 baseline peak-hour traffic volumes. FEET 470023500 N FIGURE 7 I:\CNB1702.03\G\Cumulative Projects.cdr (11/9/2020) SOURCE Google Maps:Approved Project Locations LEGEND - Approved Project - Project Site XX Westcliff Plaza Restaurants 1 2 3 4 5 6 7 8 9 10 12 13 14 15 16 17 18 11 17 z 60 / 40 z 236 / 30111312 / 2567 z 52 / 52 1 102 / 256y3ps10 / 30 y 3 p 1 1300 / 2451 y 3 p s 11 / 26 215 / 248 r q 2 x 42 / 84 r q x 72 / 45 r q 2 x 2272 / 1614 0 2202 / 1662 0 162 / 112 0 7 / 15 {1 / 0 {43 / 55 { 1 Riverside Avenue/Coast Highway 2 Tustin Avenue/Coast Highway 3 Irvine Avenue/Dover Drive – 19th Street z 55 / 98 z 58 / 431323 / 759 1 23 / 13y3ps30 / 74 y 3 y 3 p s 42 / 25 251 / 280 r q 2 x 51 / 113 r q 2 35 / 23 r q 2 x 590 / 544 0 680 / 520 {24 / 20 0 134 / 136 {240 / 178 { 4 Irvine Avenue/Westcliff Drive – 17th Street 5 Dover Drive/Westcliff Drive 6 Dover Drive/Castaways Lane - 16th Street z 765 / 1513 z 36 / 59 z 122 / 21711252 / 2232 1 1582 / 3169 1 906 / 1940y3ps28 / 38 y 3 p s 66 / 86 y 3 p s 65 / 125 138 / 157 r q 2 x 72 / 112 r q 2 x 1065 / 725 r q 2 x 2060 / 1440 0 2768 / 1875 0 1337 / 1074 0 34 / 14 {475 / 417 {12 / 14 { 7 Dover Drive - Bayshore Drive/Coast Highway 8 Bayside Drive/Coast Highway 9 Jamboree Road/Coast Highway FIGURE 8 LEGEND XXX / YYY AM / PM Volume N Westcliff Plaza Restaurants Future Year 2022 Peak-Hour Volumes 75 / 7 5 74 2 / 1 3 8 1 26 4 / 4 9 7 17 9 / 1 7 7 23 / 3 1 33 5 / 2 2 6 13 6 / 1 3 9 39 / 5 0 24 / 2 3 55 / 4 4 43 / 4 6 37 6 / 4 8 7 17 / 2 5 42 / 4 5 10 / 2 3 47 / 6 1 61 / 9 9 12 0 7 / 9 2 6 86 7 / 1 3 8 3 15 1 / 1 7 3 36 / 3 7 32 / 7 4 1 / 2 26 1 / 4 7 5 2 / 1 0 77 / 8 3 0 / 1 16 / 4 8 13 / 1 2 7 / 1 5 54 / 5 7 12 / 2 4 2 / 0 0 / 1 51 / 6 0 89 3 / 7 4 8 19 / 4 0 32 3 / 6 5 6 78 / 7 9 71 5 / 1 2 5 1 63 1 / 3 6 0 68 / 2 6 27 / 2 4 47 5 / 6 5 0 13 6 / 2 0 0 11 8 3 / 8 3 6 24 5 / 2 7 7 61 5 / 4 3 6 47 0 / 5 7 9 24 4 / 2 1 2 17 3 / 4 1 2 P:\CNB1702.03\xls\Figures\Fig 8 - Future Year Volumes.xlsx (11/5/2020)18 TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA P:\CNB1702.03\doc\TIA 4 rev.docx «02/23/21» 19 1 Percent Traffic Volume Analysis A 1 percent traffic volume analysis was prepared to identify any study area intersection where traffic from the proposed project would increase traffic on any leg by 1 percent or more. The Future Year 2022 condition was used as the baseline for the 1 percent volume analysis. Table C provides a summary of the 1 percent volume analysis. As shown in Table C, application of the 1 percent traffic volume analysis to the study area intersections would result in an increase in traffic volumes on any leg by 1 percent or more in the Future Year 2022 Plus Project condition in all of the study area intersections. The results of the future year 2022 peak‐hour LOS analysis for the study area intersections are summarized in Table D. As shown in this table, all study area intersections are forecast to operate at a satisfactory LOS. Future Year 2022 Plus Project Intersection Level of Service To determine the Future Year 2022 Plus Project condition, traffic generated by the proposed project was added to Future Year 2022 traffic volumes at the study area locations. Figure 9 shows the resulting Future Year 2022 Plus Project peak‐hour traffic volumes. Table D summarizes the results of the Future Year 2022 Plus Project peak‐hour LOS analysis for the study area intersections. As shown in Table D, with the addition of the proposed project, all of the study intersections are forecast to operate at a satisfactory LOS. Therefore, the proposed project can be implemented with no peak‐hour LOS impacts at the study area intersections in the Future Year 2022 condition. ANALYSIS OF STATE HIGHWAY FACILITIES Intersections on State highway facilities (e.g., Coast Highway) were analyzed using the HCM 6th Edition methodology. Tables E and F summarize the results of the existing peak‐hour LOS analysis and the future year 2022 peak‐hour LOS analysis (with and without the project) for the study area intersections along Coast Highway, respectively. As shown in Table E, the following two study area intersections along Coast Highway currently operate at unsatisfactory LOS: 1. Riverside Avenue/Coast Highway (LOS D in the p.m. peak hour) 7. Dover Drive‐Bayshore Drive/Coast Highway (LOS D during both peak hours) As shown in Table F, the following three study area intersections along Coast Highway are forecast to operate at unsatisfactory LOS during the Future Year 2022 condition: 1. Riverside Avenue/Coast Highway (LOS D in the p.m. peak hour) 7. Dover Drive‐Bayshore Drive/Coast Highway (LOS E during both peak hours) 8. Bayside Drive/Coast Highway (LOS D in the p.m. peak hour) 1 Percent Peak Percent Percent Percent Percent Test Hour Project Base Increase Project Base Increase Project Base Increase Project Base Increase Satisfied? AM 0 21 0.00%0 340 0.00%22 2,494 0.88%15 1,382 1.09% 1 Riverside Avenue/Coast Highway PM 0 29 0.00%0 568 0.00%13 1,877 0.69%13 2,612 0.50%Yes AM 0 2 0.00%0 52 0.00%22 2,245 0.98%15 1,352 1.11% 2 Tustin Avenue/Coast Highway PM 0 1 0.00%0 86 0.00%13 1,746 0.74%13 2,503 0.52%Yes AM 22 956 2.30%22 1,050 2.10%11 277 3.97%0 349 0.00% 3 Irvine Avenue/19th Street-Dover Avenue PM 19 832 2.28%13 1,630 0.80%7 212 3.30%0 583 0.00%Yes AM 22 879 2.50%44 887 4.96%108 975 11.08%44 408 10.78% 4 Irvine Avenue/17th Street-Westcliff Drive PM 12 753 1.59%38 1,203 3.16%66 960 6.88%38 931 4.08%Yes AM 43 798 5.39%11 709 1.55%37 731 5.06%0 0 0.00% 5 Dover Drive/Westcliff Drive PM 26 1,306 1.99%6 439 1.37%31 633 4.90%0 0 0.00%Yes AM 43 878 4.90%30 1,305 2.30%0 299 0.00%0 123 0.00% 6 Dover Drive/16th Street-Castaways Lane PM 26 1,475 1.76%25 919 2.72%0 221 0.00%0 81 0.00%Yes AM 0 122 0.00%30 1,382 2.17%22 2,232 0.99%21 2,045 1.03% 7 Dover Drive - Bayshore Drive/Coast Highway PM 0 113 0.00%35 1,115 3.14%13 1,611 0.81%13 3,783 0.34%Yes AM 0 435 0.00%0 118 0.00%15 3,315 0.45%21 1,684 1.25% 8 Bayside Drive/Coast Highway PM 0 557 0.00%0 183 0.00%12 2,404 0.50%13 3,314 0.39%Yes AM 0 433 0.00%0 1,185 0.00%15 2,414 0.62%21 1,093 1.92% 9 Jamboree Road/Coast Highway PM 0 332 0.00%0 2,055 0.00%12 1,813 0.66%13 2,282 0.57%Yes = project contribution of 1 percent or more Table C: City of Newport Beach 1 Percent Volume Analysis Summary Primary Intersection Northbound Southbound Eastbound Westbound Approach Volumes P:\CNB1702.03\xls\Table C - 1 percent summary.xlsx\All (2/9/2021)20 ICU LOS ICU LOS ICU LOS ICU LOS AM PM AM PM 1 Riverside Avenue/Coast Highway 0.78 C 0.84 D 0.79 C 0.84 D 0.01 0.00 No No 2 Tustin Avenue/Coast Highway 0.72 C 0.63 B 0.73 C 0.63 B 0.01 0.00 No No 3 Irvine Avenue/Dover Drive – 19th Street 0.57 A 0.69 B 0.57 A 0.69 B 0.01 0.00 No No 4 Irvine Avenue/Westcliff Drive – 17th Street 0.51 A 0.70 B 0.54 A 0.74 C 0.03 0.04 No No 5 Dover Drive/Westcliff Drive 0.51 A 0.47 A 0.53 A 0.48 A 0.02 0.00 No No 6 Dover Drive/Castaways Lane ‐ 16th Street 0.63 B 0.55 A 0.64 B 0.56 A 0.01 0.01 No No 7 Dover Drive ‐ Bayshore Drive/Coast Highway 0.74 C 0.74 C 0.74 C 0.74 C 0.00 0.00 No No 8 Bayside Drive/Coast Highway 0.75 C 0.75 C 0.75 C 0.75 C 0.00 0.00 No No 9 Jamboree Road/Coast Highway 0.60 A 0.66 B 0.61 B 0.66 B 0.01 0.00 No No ∆ = change in ICU = Intersection Capacity Utilization LOS = level of service Intersection Peak‐Hour ∆ in ICU Project LOS Impact? Table D: Future Year 2022 Intersection Level of Service Summary Future Year 2022 Future Year 2022 Plus Project AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour P:\CNB1702.03\xls\Intersections LOS.xlsx\Future+Proj (2/11/2021)21 z 60 / 40 z 236 / 30111327 / 2580 z 52 / 52 1 102 / 256y3ps10 / 30 y 3 p 1 1315 / 2464 y 3 p s 11 / 26 215 / 248 r q 2 x 42 / 84 r q x 72 / 45 r q 2 x 2294 / 1627 0 2224 / 1675 0 162 / 112 0 7 / 15 {1 / 0 {54 / 62 { 1 Riverside Avenue/Coast Highway 2 Tustin Avenue/Coast Highway 3 Irvine Avenue/Dover Drive – 19th Street z 55 / 98 z 58 / 431360 / 791 1 23 / 13y3ps37 / 80 y 3 y 3 p s 42 / 25 305 / 313 r q 2 x 58 / 119 r q 2 35 / 23 r q 2 x 644 / 577 0 710 / 545 {24 / 20 0 134 / 136 {240 / 178 { 4 Irvine Avenue/Westcliff Drive – 17th Street 5 Dover Drive/Westcliff Drive 6 Dover Drive/Castaways Lane - 16th Street z 786 / 1526 z 36 / 59 z 122 / 21711252 / 2232 1 1603 / 3182 1 927 / 1953y3ps28 / 38 y 3 p s 66 / 86 y 3 p s 65 / 125 160 / 170 r q 2 x 72 / 112 r q 2 x 1065 / 725 r q 2 x 2060 / 1440 0 2783 / 1887 0 1352 / 1086 0 34 / 14 {475 / 417 {12 / 14 { 7 Dover Drive - Bayshore Drive/Coast Highway 8 Bayside Drive/Coast Highway 9 Jamboree Road/Coast Highway FIGURE 9 LEGEND XXX / YYY AM / PM Volume N Westcliff Plaza Restaurants Future Year 2022 Plus Project Peak-Hour Volumes 24 5 / 2 7 7 62 6 / 4 4 2 47 7 / 5 8 5 24 4 / 2 1 2 21 0 / 4 4 4 12 / 2 4 2 / 0 0 / 1 58 / 6 6 90 8 / 7 6 1 30 / 4 6 36 6 / 6 8 2 89 / 8 5 75 8 / 1 2 7 7 63 1 / 3 6 0 68 / 2 6 27 / 2 4 47 5 / 6 5 0 13 6 / 2 0 0 12 1 3 / 8 6 1 88 9 / 1 3 9 6 15 1 / 1 7 3 36 / 3 7 32 / 7 4 1 / 2 26 1 / 4 7 5 2 / 1 0 77 / 8 3 0 / 1 16 / 4 8 13 / 1 2 7 / 1 5 54 / 5 7 37 6 / 4 8 7 17 / 2 5 42 / 4 5 10 / 2 3 47 / 6 1 61 / 9 9 12 2 2 / 9 3 8 23 / 3 1 33 5 / 2 2 6 15 1 / 1 5 2 39 / 5 0 24 / 2 3 55 / 4 4 43 / 4 6 75 / 7 5 74 2 / 1 3 8 1 26 4 / 4 9 7 17 9 / 1 7 7 P:\CNB1702.03\xls\Figures\Fig 9 - Future Year plus Project Volumes .xlsx (2/9/2021)22 Delay LOS Delay LOS 1 Riverside Avenue/Coast Highway 27.0 C 45.9 D 2 Tustin Avenue/Coast Highway 17.0 B 23.1 C 7 Dover Drive ‐ Bayshore Drive/Coast Highway 50.6 D 49.9 D 8 Bayside Drive/Coast Highway 23.9 C 26.2 C Delay is reported in seconds. HCM = Highway Capacity Manual LOS = level of service Intersection Table E: Existing Intersection Level of Service Summary (HCM) Existing AM Peak Hour PM Peak Hour P:\CNB1702.03\xls\Intersections LOS.xlsx\Ex HCM (2/11/2021)23 Delay LOS Delay LOS Delay LOS Delay LOS AM PM AM PM 1 Riverside Avenue/Coast Highway 28.6 C 38.9 D 29.6 C 39.6 D 1.0 0.7 No No 2 Tustin Avenue/Coast Highway 20.9 C 21.4 C 21.9 C 21.8 C 1.0 0.4 No No 7 Dover Drive ‐ Bayshore Drive/Coast Highway 56.6 E 57.6 E 57.7 E 61.0 E 1.1 3.4 No No 8 Bayside Drive/Coast Highway 28.9 C 37.8 D 29.1 C 38.1 D 0.2 0.3 No No Delay is reported in seconds. HCM = Highway Capacity Manual LOS = level of service Impact? Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour ∆ in Delay Table F: Future Year 2022 Intersection Level of Service Summary (HCM) Future Year 2022 Future Year 2022 Plus Project Peak‐Hour Project LOS P:\CNB1702.03\xls\Intersections LOS.xlsx\Future+Proj HCM (2/11/2021)24 TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» 25 With the addition of the proposed project in the Future Year 2022 condition, the previously stated study area intersections along Coast Highway are forecast to operate at unsatisfactory LOS. However, the addition of project trips would not cause the LOS to worsen at these intersections. Therefore, the proposed project can be implemented with no peak-hour LOS impacts at the study area intersections along Coast Highway in the Future Year 2022 condition. ACCESS AND ON-SITE CIRCULATION As previously described, the existing Westcliff Plaza has three driveways on Westcliff Drive (one full- access driveway and two right-in/right-out driveways), four driveways on Irvine Avenue (one full- access driveway and three right-in/right-out driveways), and two full-access driveways on Rutland Road. Based on the reconfiguration of the parking lot, Driveways 2 and 5 will be removed, Driveways 3 and 4 will remain for Chase Bank only, and Driveways 8 and 9 will remain for the east side (rear) of Westcliff Plaza only. Driveways 1, 6, and 7 will serve the proposed project (Driveways 3, 4, 8, and 9 are not a part of the proposed project). As part of the proposed project, the inbound and outbound trips at Driveways 2 and 5 will be redistributed to the adjacent Driveways 1 and 6, respectively. The redistribution of vehicle trips from these driveways will only affect on-site access and will not affect the study area intersections. The redistribution of driveway trips is provided in Appendix A. Queuing Analysis A queuing analysis was performed at the project full-access locations to ensure that with the addition of the proposed project, there would be adequate inbound left-turn storage on Westcliff Drive (eastbound left at Driveway 1) and Irvine Avenue (southbound left at Driveway 6). This analysis was conducted for Existing and Existing Plus Project conditions only, as the inbound volumes at these driveways would not change under Future Year 2022 conditions. Table G provides a summary of inbound left-turn storage and queuing at the full-access Driveways 1 and 6. Table G: Project Access Queuing and Storage Lengths Project Driveway Turn Lane Storage Length (ft) Existing Existing Plus Project AM PM AM PM Volume Queue1 Volume Queue1 Volume Queue1 Volume Queue1 1 Driveway 1/Westcliff Drive EBL 70 71 5 108 18 136 13 171 33 2 Driveway 6/ Irvine Avenue SBL 80 37 5 67 10 70 10 99 15 1 Queue is reported in ft. One vehicle is approximately 25 ft. EBL = eastbound left ft = foot/feet SBL = southbound left As shown on Table G, the existing eastbound left-turn lane storage length at Driveway 1/Westcliff Drive is 70 feet (ft), and the existing southbound left-turn storage length at Driveway 6/Irvine Avenue is 80 ft. The vehicle queues do not exceed the storage lengths at these locations, and the proposed project would contribute less than 1 vehicle (25 ft) to each of these queues. As such, the existing turn pockets on Westcliff Drive (eastbound left at Driveway 1) and Irvine Avenue TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» 26 (southbound left at Driveway 6) would be adequate to accommodate the additional project trips. Appendix F provides HCM worksheets. Sight Distance Analysis A sight distance analysis was conducted along Irvine Avenue and Westcliff Drive at the location of the project driveways to ensure driver visibility and safety. According to the City’s Master Plan of Streets and Highways, Irvine Avenue and Westcliff Drive are classified as Primary Roads. Based on the City’s Standard Drawings Series STD-110-L, the sight distance for a primary roadway is 450 ft. As shown on Figure 3 (Site Plan), the sight distance at the project driveways along Irvine Avenue exceeds 450 ft looking north and south, and the sight distance at the project driveway along Westcliff Drive exceeds 450 ft looking east and west. Although there are existing planters within the raised median along Irvine Avenue, they do not obstruct the line of sight at the project full-access driveway along Irvine Avenue. Therefore, the project driveways meet the minimum sight distance requirements (450 ft) specified in the City’s standard STD-110-L. CONGESTION MANAGEMENT PROGRAM CONSISTENCY REQUIREMENTS Figure 10 illustrates the County of Orange (County) CMP Highway System. As shown on this figure, the CMP Highway System includes one roadway arterial in the project area: Coast Highway. The CMP Highway System does not include any intersections within the study area. Based on the CMP requirements, a TIA is required for CMP purposes if a project would generate 2,400 or more ADT. For projects that would directly access a CMP Highway System roadway, a reduced threshold of 1,600 ADT is applied. The proposed project is forecast to generate 4,758 ADT. As such, a CMP-level analysis is required. Based on the CMP requirements, the study area of the proposed project should extend far enough to cover any CMP roadway segment on which the project ADT would add 3 percent or more of the CMP roadway segment’s LOS E capacity. According to the Guidance for Administration of the Orange County Master Plan of Arterial Highways, the LOS E capacity for a four-to-eight-lane major roadway (i.e., Coast Highway) ranges from 37,500 to 75,000 vehicles per day (OCTA 2017b). Based on the project trip distribution and assignment, it is forecast that 10 percent of the project trips would be on Coast Highway. Figure 11 demonstrates the project forecast of 476 ADT (10 percent of 4,758 ADT) on Coast Highway and the roadway capacity at LOS E. The proposed project’s ADT is less than the 3 percent threshold on Coast Highway at the study area boundaries based on the distribution of project trips throughout the study area. The study area for the proposed project is sufficiently sized to cover all roadway segments, adding the 3 percent threshold of the proposed project’s ADT to the CMP roadway segment’s LOS E capacity. As such, the traffic analysis satisfies the CMP requirements. Furthermore, the proposed project does not include any CMP intersections in the study area. Therefore, this TIA complies with the CMP requirements. SOURCE OCTA: MILES 52.50 N FIGURE 10 County of Orange CMP Highway System I:\CNB1702.03\G\CMP Highway System.cdr (11/9/2020) Westcliff Plaza Restaurants 27 SOURCE Bing Maps: FEET 15007500 N FIGURE 11 I:\CNB1702.03\G\CMP Determination.cdr (2/11/2021) Westcliff Plaza Restaurants#- S t u d y A r e a I n t e r s e c t i o n PROJECT SITE CMP Study Area Determination XX/YYY ZZ% - P r o j e c t A D T / L O S E C a p a c i t y - P r o j e c t P e r c e n t a g e o f L O S E C a p a c i t y - P r oject Site LEGEND 1 2 3 4 6 5 9 87 476/46,900 1.0% 476/37,500 1.3% 476/65,600 0.7% 476/75,000 0.6% 28 TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» 29 VEHICLE MILES TRAVELED In accordance with the Senate Bill 743 vehicle miles traveled (VMT) methodology for the City, local- serving retail space less than 50,000 sf is presumed to have a less than significant transportation impact. Therefore, the proposed project would meet the City’s requirements regarding VMT, and the proposed project would not create a significant CEQA transportation impact. CONCLUSIONS Based on the results of this TIA, the proposed project could be implemented without adversely affecting the study area. The evaluation of the study area intersection LOS shows that the addition of project traffic would not create LOS impacts. Based on the site plan layout, adequate access and on-site circulation would be provided. Local-serving retail space less than 50,000 sf is screened out from a VMT analysis and is presumed to have a less than significant transportation impact. Therefore, the proposed project meets the City’s VMT requirements, and the proposed project would not result in a significant CEQA transportation impact. REFERENCES California Department of Transportation (Caltrans). 2020. California Manual on Uniform Traffic Control Devices. Website: https://dot.ca.gov/programs/safety-programs/camutcd/camutcd- rev5 (accessed October 26, 2020). City of Newport Beach (City). 2006a. Newport Beach General Plan. Adopted July 25, 2006. ______. 2006b. General Plan Circulation Element. Figure CE1. Website: https://www.newportbeach ca.gov/PLN/General_Plan/Figures/FigCE1_MasterPlanofStreetsandHighways_11x17color_ web.pdf (accessed October 26, 2020). ______. 2007. Municipal Code Section 15.40 Traffic Phasing Ordinance. September 22, 2020. Website: https://www.codepublishing.com/CA/NewportBeach/html/NewportBeach15/ NewportBeach1540.html (accessed September 2020). Institute of Transportation Engineers (ITE). 2017. Trip Generation Manual. 10th edition. Orange County Transportation Authority (OCTA). 2017a. Congestion Management Program. ______. 2017b. Guidance for Administration of the Orange County Master Plan of Arterial Highways. San Diego Association of Governments (SANDAG). 2002. (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region. April. Transportation Research Board (TRB). 2017. Highway Capacity Manual. TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» APPENDIX A EXISTING TRAFFIC VOLUMES File Name : H2002009 Site Code : 00000000 Start Date : 2/13/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: RIVERSIDE AVE E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements RIVERSIDE AVE Southbound COAST HIGHWAY Westbound DRIVEWAY Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Int. Total 07:00 34 1 6 0 11 141 2 0 0 0 0 0 0 425 43 0 663 07:15 55 0 13 0 8 180 0 1 1 0 0 0 0 470 68 0 796 07:30 51 0 15 0 15 268 1 0 1 0 0 0 1 481 69 0 902 07:45 99 0 22 0 17 257 3 1 2 0 0 0 1 474 75 0 951 Total 239 1 56 0 51 846 6 2 4 0 0 0 2 1850 255 0 3312 08:00 103 0 25 0 16 315 1 0 2 0 2 0 0 531 64 0 1059 08:15 51 0 23 0 10 270 3 0 3 0 1 0 3 496 38 0 898 08:30 56 1 15 0 14 290 1 1 1 0 6 0 1 555 52 0 993 08:45 51 1 13 0 19 339 0 4 1 1 4 0 3 574 57 0 1067 Total 261 2 76 0 59 1214 5 5 7 1 13 0 7 2156 211 0 4017 16:30 99 2 20 0 14 559 3 4 3 2 6 0 3 365 50 0 1130 16:45 110 2 16 0 9 611 4 6 3 1 4 0 3 366 72 1 1208 Total 209 4 36 0 23 1170 7 10 6 3 10 0 6 731 122 1 2338 17:00 110 5 20 0 10 621 1 4 2 0 2 0 4 369 55 1 1204 17:15 137 1 22 0 9 590 3 6 4 0 4 0 2 353 63 0 1194 17:30 118 2 24 0 10 597 4 1 6 1 2 0 6 396 50 1 1218 17:45 127 3 18 0 11 587 5 8 3 1 3 0 4 324 56 0 1150 Total 492 11 84 0 40 2395 13 19 15 2 11 0 16 1442 224 2 4766 18:00 74 2 18 0 7 637 7 8 4 0 7 0 12 315 34 1 1126 18:15 80 3 13 0 8 541 7 2 3 2 2 0 5 274 37 2 979 Grand Total 1355 23 283 0 188 6803 45 46 39 8 43 0 48 6768 883 6 16538 Apprch %81.6 1.4 17 0 2.7 96.1 0.6 0.6 43.3 8.9 47.8 0 0.6 87.8 11.5 0.1 Total %8.2 0.1 1.7 0 1.1 41.1 0.3 0.3 0.2 0 0.3 0 0.3 40.9 5.3 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002009 Site Code : 00000000 Start Date : 2/13/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: RIVERSIDE AVE E-W Direction: COAST HIGHWAY RIVERSIDE AVE Southbound COAST HIGHWAY Westbound DRIVEWAY Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 103 25 128 16 315 1 0 332 2 0 2 0 4 0 531 64 08:15 51 0 23 0 74 10 270 3 0 283 3 0 1 0 4 3 496 38 0 537 898 08:30 56 1 15 0 72 14 290 1 1 306 1 0 6 0 7 1 555 52 0 608 993 08:45 51 1 13 0 65 19 339 0 4 362 1 1 4 0 6 3 574 57 0 634 1067 Total Volume 261 2 76 0 339 59 1214 5 5 1283 7 1 13 0 21 7 2156 211 0 2374 4017 % App. Total 77 0.6 22.4 0 4.6 94.6 0.4 0.4 33.3 4.8 61.9 0 0.3 90.8 8.9 0 PHF .633 .500 .760 .000 .662 .776 .895 .417 .313 .886 .583 .250 .542 .000 .750 .583 .939 .824 .000 .936 .941 RIVERSIDE AVE C O A S T H I G H W A Y C O A S T H I G H W A Y DRIVEWAY Right 261 Thru 2 Left 76 U Turns 0 InOut Total 271 339 610 Rig h t 59 Th r u 12 1 4 Le f t 5 U Tu r n s 5 Ou t To t a l In 22 3 9 12 8 3 35 2 2 Left 13 Thru 1 Right 7 U Turns 0 Out TotalIn 14 21 35 Le f t 21 1 Th r u 21 5 6 Ri g h t 7 U Tu r n s 0 To t a l Ou t In 14 8 8 23 7 4 38 6 2 Peak Hour Begins at 08:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002009 Site Code : 00000000 Start Date : 2/13/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: RIVERSIDE AVE E-W Direction: COAST HIGHWAY RIVERSIDE AVE Southbound COAST HIGHWAY Westbound DRIVEWAY Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:45 16:45 110 2 16 0 128 9 611 4 6 1 4 72 1 17:00 110 5 20 0 135 10 621 1 4 636 2 0 2 0 4 4 369 55 1 429 1204 17:15 137 160 9 590 3 6 608 4 0 4 0 8 2 353 63 0 418 1194 17:30 118 2 24 6 9 6 396 50 1 453 1218 Total Volume 475 10 82 0 567 38 2419 12 17 2486 15 2 12 0 29 15 1484 240 3 1742 4824 % App. Total 83.8 1.8 14.5 0 1.5 97.3 0.5 0.7 51.7 6.9 41.4 0 0.9 85.2 13.8 0.2 PHF .867 .500 .854 .000 .886 .950 .974 .750 .708 .977 .625 .500 .750 .000 .806 .625 .937 .833 .750 .961 .990 RIVERSIDE AVE C O A S T H I G H W A Y C O A S T H I G H W A Y DRIVEWAY Right 475 Thru 10 Left 82 U Turns 0 InOut Total 280 567 847 Ri g h t 38 Th r u 24 1 9 Le f t 12 U Tu r n s 17 Ou t To t a l In 15 8 1 24 8 6 40 6 7 Left 12 Thru 2 Right 15 U Turns 0 Out TotalIn 37 29 66 Le f t 24 0 Th r u 14 8 4 Rig h t 15 U Tu r n s 3 To t a l Ou t In 29 0 6 17 4 2 46 4 8 Peak Hour Begins at 16:45 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : h1901014 Site Code : 00000000 Start Date : 1/29/2019 Page No : 1 City: NEWPORT BEACH N-S Direction: TUSTIN AVENUE E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements TUSTIN AVENUE Southbound COAST HIGHWAY Westbound TUSTIN AVENUE Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left U Turns Int. Total 07:00 4 0 6 7 163 0 0 1 1 0 464 2 2 650 07:15 1 0 10 5 200 0 0 0 0 0 518 2 1 737 07:30 8 0 4 5 228 0 0 0 0 0 501 7 1 754 07:45 2 0 2 12 280 0 0 0 0 0 545 7 2 850 Total 15 0 22 29 871 0 0 1 1 0 2028 18 6 2991 08:00 5 0 8 13 331 0 0 0 0 0 580 4 5 946 08:15 5 0 6 11 233 0 0 0 1 0 485 7 7 755 08:30 3 0 12 6 307 0 0 0 1 1 511 3 3 847 08:45 3 0 10 20 319 0 0 0 0 0 490 8 4 854 Total 16 0 36 50 1190 0 0 0 2 1 2066 22 19 3402 16:30 9 0 8 17 573 0 0 0 0 0 350 12 10 979 16:45 11 1 12 12 569 0 1 0 0 0 356 9 16 987 Total 20 1 20 29 1142 0 1 0 0 0 706 21 26 1966 17:00 12 0 10 12 557 0 0 0 0 0 412 9 15 1027 17:15 16 0 7 9 582 0 0 0 0 0 398 3 7 1022 17:30 8 0 10 7 576 0 0 0 1 0 298 4 7 911 17:45 5 0 10 16 623 0 0 0 0 0 267 7 6 934 Total 41 0 37 44 2338 0 0 0 1 0 1375 23 35 3894 18:00 10 0 14 10 589 0 1 0 0 0 310 2 8 944 18:15 7 0 8 7 514 0 0 0 0 0 264 3 10 813 Grand Total 109 1 137 169 6644 0 2 1 4 1 6749 89 104 14010 Apprch %44.1 0.4 55.5 2.5 97.5 0 28.6 14.3 57.1 0 97.2 1.3 1.5 Total %0.8 0 1 1.2 47.4 0 0 0 0 0 48.2 0.6 0.7 Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : h1901014 Site Code : 00000000 Start Date : 1/29/2019 Page No : 2 City: NEWPORT BEACH N-S Direction: TUSTIN AVENUE E-W Direction: COAST HIGHWAY TUSTIN AVENUE Southbound COAST HIGHWAY Westbound TUSTIN AVENUE Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 5 0 8 13 13 331 0 344 0 0 0 0 0 580 4 5 589 946 08:15 5 0 6 11 11 233 0 244 0 0 1 1 0 485 7 7 499 755 08:30 3 0 12 15 6 307 0 313 0 0 1 1 1 511 3 3 518 847 08:45 3 0 10 13 20 319 0 339 0 0 0 0 0 490 8 4 502 854 Total Volume 16 0 36 52 50 1190 0 1240 0 0 2 2 1 2066 22 19 2108 3402 % App. Total 30.8 0 69.2 4 96 0 0 0 100 0 98 1 0.9 PHF .800 .000 .750 .867 .625 .899 .000 .901 .000 .000 .500 .500 .250 .891 .688 .679 .895 .899 TUSTIN AVENUE C O A S T H I G H W A Y C O A S T H I G H W A Y TUSTIN AVENUE Right 16 Thru 0 Left 36 InOut Total 72 52 124 Ri g h t 50 Th r u 11 9 0 Le f t 0 Ou t To t a l In 21 0 2 12 4 0 33 4 2 Left 2 Thru 0 Right 0 Out TotalIn 1 2 3 Le f t 22 Th r u 20 6 6 Rig h t 1 U Tu r n s 19 To t a l Ou t In 12 0 8 21 0 8 33 1 6 Peak Hour Begins at 08:00 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : h1901014 Site Code : 00000000 Start Date : 1/29/2019 Page No : 3 City: NEWPORT BEACH N-S Direction: TUSTIN AVENUE E-W Direction: COAST HIGHWAY TUSTIN AVENUE Southbound COAST HIGHWAY Westbound TUSTIN AVENUE Northbound COAST HIGHWAY Eastbound Start Time Righ t Thru Left App. Total Righ t Thru Left App. Total Righ t Thru Left App. Total Righ t Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:30 16:30 9 0 8 17 17 573 0 590 0 0 0 0 0 350 12 10 372 979 16:45 11 1 12 24 12 569 0 581 1 0 0 1 0 356 9 16 381 987 17:00 12 0 10 22 12 557 0 569 0 0 0 0 0 412 9 15 436 1027 17:15 16 0 7 23 9 582 0 591 0 0 0 0 0 398 3 7 408 1022 Total Volume 48 1 37 86 50 2281 0 2331 1 0 0 1 0 1516 33 48 1597 4015 % App. Total 55.8 1.2 43 2.1 97.9 0 100 0 0 0 94.9 2.1 3 PHF .750 .250 .771 .896 .735 .980 .000 .986 .250 .000 .000 .250 .000 .920 .688 .750 .916 .977 TUSTIN AVENUE C O A S T H I G H W A Y C O A S T H I G H W A Y TUSTIN AVENUE Right 48 Thru 1 Left 37 InOut Total 83 86 169 Rig h t 50 Th r u 22 8 1 Le f t 0 Ou t To t a l In 15 5 4 23 3 1 38 8 5 Left 0 Thru 0 Right 1 Out TotalIn 1 1 2 Le f t 33 Th r u 15 1 6 Ri g h t 0 U Tu r n s 48 To t a l Ou t In 23 2 9 15 9 7 39 2 6 Peak Hour Begins at 16:30 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002020 Site Code : 00000000 Start Date : 2/13/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: DOVER DR / 19TH ST Groups Printed- Turning Movements IRVINE AVE Southbound DOVER DR Westbound IRVINE AVE Northbound 19TH ST Eastbound Start Time Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Int. Total 07:00 1 117 24 0 20 18 0 0 1 97 4 0 1 29 6 0 318 07:15 1 114 25 0 33 7 2 0 1 120 6 0 7 28 4 0 348 07:30 0 216 40 0 58 24 2 0 1 179 7 0 7 49 20 0 603 07:45 9 281 43 0 68 20 1 0 3 219 11 0 11 45 21 0 732 Total 11 728 132 0 179 69 5 0 6 615 28 0 26 151 51 0 2001 08:00 8 167 35 0 58 27 4 0 3 238 9 0 10 41 18 0 618 08:15 7 212 30 0 46 21 0 0 2 232 8 0 11 33 14 0 616 08:30 7 182 34 0 59 34 6 0 4 183 21 1 11 43 19 0 604 08:45 6 206 47 0 47 35 2 0 3 179 4 0 14 42 12 0 597 Total 28 767 146 0 210 117 12 0 12 832 42 1 46 159 63 0 2435 16:30 7 277 31 0 59 55 6 0 8 188 9 1 10 31 13 0 695 16:45 10 280 39 0 64 62 7 0 7 159 12 0 7 31 11 0 689 Total 17 557 70 0 123 117 13 0 15 347 21 1 17 62 24 0 1384 17:00 13 325 39 0 67 64 4 0 6 193 15 1 14 29 8 0 778 17:15 18 339 41 0 79 59 8 0 6 183 16 1 17 27 13 0 807 17:30 21 353 34 0 64 75 7 0 4 186 13 1 13 31 8 0 810 17:45 21 330 48 0 82 58 7 0 8 164 11 1 11 25 16 0 782 Total 73 1347 162 0 292 256 26 0 24 726 55 4 55 112 45 0 3177 18:00 26 338 30 0 66 49 3 0 7 165 21 1 12 24 7 0 749 18:15 11 298 42 0 52 28 11 0 6 142 16 0 13 23 9 0 651 Grand Total 166 4035 582 0 922 636 70 0 70 2827 183 7 169 531 199 0 10397 Apprch %3.5 84.4 12.2 0 56.6 39.1 4.3 0 2.3 91.6 5.9 0.2 18.8 59.1 22.1 0 Total %1.6 38.8 5.6 0 8.9 6.1 0.7 0 0.7 27.2 1.8 0.1 1.6 5.1 1.9 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002020 Site Code : 00000000 Start Date : 2/13/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: DOVER DR / 19TH ST IRVINE AVE Southbound DOVER DR Westbound IRVINE AVE Northbound 19TH ST Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 07:45 9 281 43 333 68 11 45 21 77 732 08:00 8 167 35 0 210 58 27 4 0 89 3 238 9 0 250 10 41 18 0 69 618 08:15 7 212 30 0 249 46 21 0 0 67 2 232 8 0 242 11 33 14 0 58 616 08:30 7 182 34 0 223 59 34 6 99 4 21 1 Total Volume 31 842 142 0 1015 231 102 11 0 344 12 872 49 1 934 43 162 72 0 277 2570 % App. Total 3.1 83 14 0 67.2 29.7 3.2 0 1.3 93.4 5.2 0.1 15.5 58.5 26 0 PHF .861 .749 .826 .000 .762 .849 .750 .458 .000 .869 .750 .916 .583 .250 .934 .977 .900 .857 .000 .899 .878 IRVINE AVE 1 9 T H S T D O V E R D R IRVINE AVE Right 31 Thru 842 Left 142 U Turns 0 InOut Total 1175 1015 2190 Ri g h t 23 1 Th r u 10 2 Le f t 11 U Tu r n s 0 Ou t To t a l In 31 6 34 4 66 0 Left 49 Thru 872 Right 12 U Turns 1 Out TotalIn 896 934 1830 Le f t 72 Th r u16 2 Rig h t 43 U Tu r n s 0 To t a l Ou t In 18 2 27 7 45 9 Peak Hour Begins at 07:45 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002020 Site Code : 00000000 Start Date : 2/13/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: DOVER DR / 19TH ST IRVINE AVE Southbound DOVER DR Westbound IRVINE AVE Northbound 19TH ST Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 13 325 39 0 377 67 64 4 0 135 6 193 15 1 215 14 29 8 0 51 778 17:15 18 339 41 0 398 79 59 8 16 17 57 807 17:30 21 353 34 0 408 64 75 7 0 146 4 186 13 1 204 13 31 8 0 52 810 17:45 21 330 48 82 147 8 16 Total Volume 73 1347 162 0 1582 292 256 26 0 574 24 726 55 4 809 55 112 45 0 212 3177 % App. Total 4.6 85.1 10.2 0 50.9 44.6 4.5 0 3 89.7 6.8 0.5 25.9 52.8 21.2 0 PHF .869 .954 .844 .000 .969 .890 .853 .813 .000 .976 .750 .940 .859 1.00 .941 .809 .903 .703 .000 .930 .981 IRVINE AVE 1 9 T H S T D O V E R D R IRVINE AVE Right 73 Thru 1347 Left 162 U Turns 0 InOut Total 1063 1582 2645 Ri g h t 29 2 Th r u 25 6 Le f t 26 U Tu r n s 0 Ou t To t a l In 29 8 57 4 87 2 Left 55 Thru 726 Right 24 U Turns 4 Out TotalIn 1428 809 2237 Le f t 45 Th r u11 2 Rig h t 55 U Tu r n s 0 To t a l Ou t In 38 4 21 2 59 6 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002019 Site Code : 00000000 Start Date : 2/13/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: WESTCLIFF DR / 17TH ST Groups Printed- Turning Movements IRVINE AVE Southbound WESTCLIFF DR Westbound IRVINE AVE Northbound 17TH ST Eastbound Start Time Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Int. Total 07:00 32 64 15 1 14 45 3 0 4 79 46 0 31 84 35 0 453 07:15 24 64 9 1 9 61 4 0 5 85 54 0 35 99 35 0 485 07:30 41 152 50 0 6 47 8 0 4 157 62 0 43 118 59 0 747 07:45 40 166 74 0 16 72 6 0 5 145 70 1 38 152 62 0 847 Total 137 446 148 2 45 225 21 0 18 466 232 1 147 453 191 0 2532 08:00 39 70 49 1 19 88 9 0 6 168 62 0 29 139 73 0 752 08:15 49 70 60 0 11 108 5 2 4 132 43 1 23 171 56 0 735 08:30 38 105 33 0 14 105 16 0 5 103 55 0 32 152 64 0 722 08:45 54 101 50 0 13 104 6 0 4 108 57 0 33 157 68 0 755 Total 180 346 192 1 57 405 36 2 19 511 217 1 117 619 261 0 2964 16:30 80 127 38 3 18 180 25 0 12 98 57 0 34 119 85 0 876 16:45 91 115 38 3 23 169 9 0 10 96 65 1 28 139 64 0 851 Total 171 242 76 6 41 349 34 0 22 194 122 1 62 258 149 0 1727 17:00 99 152 53 5 25 176 20 0 17 119 57 0 24 113 72 0 932 17:15 109 151 43 3 30 205 16 0 7 114 80 1 37 153 68 0 1017 17:30 104 147 55 2 14 195 29 0 5 96 66 0 46 123 74 0 956 17:45 97 124 42 0 19 166 25 0 12 78 63 1 44 112 66 0 849 Total 409 574 193 10 88 742 90 0 41 407 266 2 151 501 280 0 3754 18:00 105 153 31 4 20 165 22 0 13 82 55 0 38 135 72 0 895 18:15 93 137 38 4 9 146 32 0 6 81 54 2 51 120 64 0 837 Grand Total 1095 1898 678 27 260 2032 235 2 119 1741 946 7 566 2086 1017 0 12709 Apprch %29.6 51.3 18.3 0.7 10.3 80.3 9.3 0.1 4.2 61.9 33.6 0.2 15.4 56.9 27.7 0 Total %8.6 14.9 5.3 0.2 2 16 1.8 0 0.9 13.7 7.4 0.1 4.5 16.4 8 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002019 Site Code : 00000000 Start Date : 2/13/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: WESTCLIFF DR / 17TH ST IRVINE AVE Southbound WESTCLIFF DR Westbound IRVINE AVE Northbound 17TH ST Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 41 152 50 0 243 6 47 8 0 61 4 157 62 0 223 43 07:45 40 166 74 0 280 16 72 6 0 94 5 145 70 1 221 38 152 62 0 252 847 08:00 39 70 49 1 19 9 6 168 62 0 236 29 139 73 08:15 49 70 60 0 179 11 108 5 2 126 4 132 43 1 180 23 171 56 0 250 735 Total Volume 169 458 233 1 861 52 315 28 2 397 19 602 237 2 860 133 580 250 0 963 3081 % App. Total 19.6 53.2 27.1 0.1 13.1 79.3 7.1 0.5 2.2 70 27.6 0.2 13.8 60.2 26 0 PHF .862 .690 .787 .250 .769 .684 .729 .778 .250 .788 .792 .896 .846 .500 .911 .773 .848 .856 .000 .955 .909 IRVINE AVE 1 7 T H S T W E S T C L I F F D R IRVINE AVE Right 169 Thru 458 Left 233 U Turns 1 InOut Total 904 861 1765 Rig h t 52 Th r u 31 5 Le f t 28 U Tu r n s 2 Ou t To t a l In 83 2 39 7 12 2 9 Left 237 Thru 602 Right 19 U Turns 2 Out TotalIn 619 860 1479 Le f t 25 0 Th r u58 0 Ri g h t 13 3 U Tu r n s 0 To t a l Ou t In 72 1 96 3 16 8 4 Peak Hour Begins at 07:30 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002019 Site Code : 00000000 Start Date : 2/13/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: WESTCLIFF DR / 17TH ST IRVINE AVE Southbound WESTCLIFF DR Westbound IRVINE AVE Northbound 17TH ST Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:45 16:45 91 115 38 3 247 23 169 9 0 201 10 96 65 1 17:00 99 152 53 5 309 25 176 20 0 221 17 119 57 0 193 24 113 72 0 209 932 17:15 109 30 205 16 0 251 7 114 80 202 37 153 68 0 258 1017 17:30 104 147 55 29 46 74 Total Volume 403 565 189 13 1170 92 745 74 0 911 39 425 268 2 734 135 528 278 0 941 3756 % App. Total 34.4 48.3 16.2 1.1 10.1 81.8 8.1 0 5.3 57.9 36.5 0.3 14.3 56.1 29.5 0 PHF .924 .929 .859 .650 .947 .767 .909 .638 .000 .907 .574 .893 .838 .500 .908 .734 .863 .939 .000 .912 .923 IRVINE AVE 1 7 T H S T W E S T C L I F F D R IRVINE AVE Right 403 Thru 565 Left 189 U Turns 13 InOut Total 795 1170 1965 Rig h t 92 Th r u 74 5 Le f t 74 U Tu r n s 0 Ou t To t a l In 75 6 91 1 16 6 7 Left 268 Thru 425 Right 39 U Turns 2 Out TotalIn 774 734 1508 Le f t 27 8 Th r u52 8 Ri g h t 13 5 U Tu r n s 0 To t a l Ou t In 14 1 6 94 1 23 5 7 Peak Hour Begins at 16:45 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : h1901016 Site Code : 00000000 Start Date : 1/30/2019 Page No : 1 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: WESTCLIFF DRIVE Groups Printed- Turning Movements DOVER DRIVE Southbound DEAD END Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE Eastbound Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 13 70 0 0 0 0 0 58 45 77 0 5 268 07:15 16 75 0 0 0 0 0 56 38 104 0 13 302 07:30 21 207 0 0 0 0 0 92 50 160 0 5 535 07:45 23 220 0 0 0 0 0 143 95 189 0 11 681 Total 73 572 0 0 0 0 0 349 228 530 0 34 1786 08:00 20 90 0 0 0 0 0 131 80 168 0 19 508 08:15 14 105 0 0 0 0 0 102 89 148 0 16 474 08:30 19 119 0 0 0 0 0 89 97 163 0 17 504 08:45 35 109 0 0 0 0 0 93 109 129 0 11 486 Total 88 423 0 0 0 0 0 415 375 608 0 63 1972 16:30 24 84 0 0 0 0 0 147 133 137 0 24 549 16:45 20 89 0 0 0 0 0 135 135 106 0 19 504 Total 44 173 0 0 0 0 0 282 268 243 0 43 1053 17:00 13 68 0 0 0 0 0 158 156 137 0 31 563 17:15 22 91 0 0 0 0 0 150 137 151 0 28 579 17:30 17 93 0 0 0 0 0 176 165 105 0 28 584 17:45 27 95 0 0 0 0 0 152 179 107 0 26 586 Total 79 347 0 0 0 0 0 636 637 500 0 113 2312 18:00 28 119 0 0 0 0 0 141 118 115 0 30 551 18:15 29 82 0 0 0 0 0 101 93 111 0 21 437 Grand Total 341 1716 0 0 0 0 0 1924 1719 2107 0 304 8111 Apprch %16.6 83.4 0 0 0 0 0 52.8 47.2 87.4 0 12.6 Total %4.2 21.2 0 0 0 0 0 23.7 21.2 26 0 3.7 Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : h1901016 Site Code : 00000000 Start Date : 1/30/2019 Page No : 2 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: WESTCLIFF DRIVE DOVER DRIVE Southbound DEAD END Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 21 207 0 228 0 0 0 0 0 92 50 142 160 0 5 165 535 07:45 23 220 0 243 0 0 0 0 0 143 95 238 189 0 11 200 681 08:00 20 90 0 110 0 0 0 0 0 131 80 211 168 0 19 187 508 08:15 14 105 0 119 0 0 0 0 0 102 89 191 148 0 16 164 474 Total Volume 78 622 0 700 0 0 0 0 0 468 314 782 665 0 51 716 2198 % App. Total 11.1 88.9 0 0 0 0 0 59.8 40.2 92.9 0 7.1 PHF .848 .707 .000 .720 .000 .000 .000 .000 .000 .818 .826 .821 .880 .000 .671 .895 .807 DOVER DRIVE W E S T C L I F F D R I V E D E A D E N D DOVER DRIVE Right 78 Thru 622 Left 0 InOut Total 519 700 1219 Rig h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 314 Thru 468 Right 0 Out TotalIn 1287 782 2069 Le f t 51 Th r u 0 Rig h t 66 5 To t a l Ou t In 39 2 71 6 11 0 8 Peak Hour Begins at 07:30 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : h1901016 Site Code : 00000000 Start Date : 1/30/2019 Page No : 3 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: WESTCLIFF DRIVE DOVER DRIVE Southbound DEAD END Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE Eastbound Start Time Righ t Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 13 68 0 81 0 0 0 0 0 158 156 314 137 0 31 168 563 17:15 22 91 0 113 0 0 0 0 0 150 137 287 151 0 28 179 579 17:30 17 93 0 110 0 0 0 0 0 176 165 341 105 0 28 133 584 17:45 27 95 0 122 0 0 0 0 0 152 179 331 107 0 26 133 586 Total Volume 79 347 0 426 0 0 0 0 0 636 637 1273 500 0 113 613 2312 % App. Total 18.5 81.5 0 0 0 0 0 50 50 81.6 0 18.4 PHF .731 .913 .000 .873 .000 .000 .000 .000 .000 .903 .890 .933 .828 .000 .911 .856 .986 DOVER DRIVE W E S T C L I F F D R I V E D E A D E N D DOVER DRIVE Right 79 Thru 347 Left 0 InOut Total 749 426 1175 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 637 Thru 636 Right 0 Out TotalIn 847 1273 2120 Le f t 11 3 Th r u 0 Rig h t 50 0 To t a l Ou t In 71 6 61 3 13 2 9 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H1901015 Site Code : 00000000 Start Date : 1/30/2019 Page No : 1 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: 16TH STREET Groups Printed- Turning Movements DOVER DRIVE Southbound 16TH STREET Westbound DOVER DRIVE Northbound 16TH STREET Eastbound Start Time Right Thru Left U Turns Right Thru Left Right Thru Left U Turns Right Thru Left Int. Total 07:00 5 145 6 0 8 0 5 8 95 16 1 31 0 2 322 07:15 4 159 13 0 4 8 9 5 88 20 0 34 6 6 356 07:30 24 305 8 0 8 6 14 5 128 31 1 72 3 2 607 07:45 33 400 9 0 8 15 7 5 224 38 0 63 6 18 826 Total 66 1009 36 0 28 29 35 23 535 105 2 200 15 28 2111 08:00 3 225 17 0 17 1 18 10 182 25 0 55 5 2 560 08:15 8 230 20 0 25 1 3 7 172 25 0 43 10 6 550 08:30 5 258 24 0 25 10 16 6 168 29 0 49 9 4 603 08:45 3 215 12 0 18 4 12 8 189 22 0 36 9 3 531 Total 19 928 73 0 85 16 49 31 711 101 0 183 33 15 2244 16:30 7 206 14 1 13 6 10 3 272 43 0 37 3 0 615 16:45 11 116 19 0 9 7 10 8 272 42 2 31 5 2 534 Total 18 322 33 1 22 13 20 11 544 85 2 68 8 2 1149 17:00 5 200 12 0 14 4 9 3 296 35 0 53 4 3 638 17:15 12 213 15 2 11 4 5 4 273 47 0 49 8 5 648 17:30 5 197 12 2 13 3 6 5 329 49 0 37 4 3 665 17:45 4 194 14 0 5 2 5 12 328 52 0 30 4 4 654 Total 26 804 53 4 43 13 25 24 1226 183 0 169 20 15 2605 18:00 8 218 13 1 7 1 7 10 262 34 0 43 3 1 608 18:15 3 186 6 1 4 3 5 2 196 39 1 33 3 0 482 Grand Total 140 3467 214 7 189 75 141 101 3474 547 5 696 82 61 9199 Apprch %3.7 90.6 5.6 0.2 46.7 18.5 34.8 2.4 84.2 13.3 0.1 83 9.8 7.3 Total %1.5 37.7 2.3 0.1 2.1 0.8 1.5 1.1 37.8 5.9 0.1 7.6 0.9 0.7 Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H1901015 Site Code : 00000000 Start Date : 1/30/2019 Page No : 2 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: 16TH STREET DOVER DRIVE Southbound 16TH STREET Westbound DOVER DRIVE Northbound 16TH STREET Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left App. Total Right Thru Left U Turns App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 24 305 8 0 337 8 6 14 28 5 128 31 1 165 72 3 2 77 607 07:45 33 400 9 0 442 8 15 7 30 5 224 38 0 267 63 6 18 87 826 08:00 3 225 17 0 245 17 1 18 36 10 182 25 0 217 55 5 2 62 560 08:15 8 230 20 0 258 25 1 3 29 7 172 25 0 204 43 10 6 59 550 Total Volume 68 1160 54 0 1282 58 23 42 123 27 706 119 1 853 233 24 28 285 2543 % App. Total PHF .515 .725 .675 .000 .725 .580 .383 .583 .854 .675 .788 .783 .250 .799 .809 .600 .389 .819 .770 DOVER DRIVE 1 6 T H S T R E E T 1 6 T H S T R E E T DOVER DRIVE Right 68 Thru 1160 Left 54 U Turns 0 InOut Total 792 1282 2074 Rig h t 58 Th r u 23 Le f t 42 Ou t To t a l In 10 5 12 3 22 8 Left 119 Thru 706 Right 27 U Turns 1 Out TotalIn 1435 853 2288 Le f t 28 Th r u 24 Rig h t 23 3 To t a l Ou t In 21 0 28 5 49 5 Peak Hour Begins at 07:30 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H1901015 Site Code : 00000000 Start Date : 1/30/2019 Page No : 3 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: 16TH STREET DOVER DRIVE Southbound 16TH STREET Westbound DOVER DRIVE Northbound 16TH STREET Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left App. Total Right Thru Left U Turns App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 5 200 12 0 217 14 4 9 27 3 296 35 0 334 53 4 3 60 638 17:15 12 213 15 2 242 11 4 5 20 4 273 47 0 324 49 8 5 62 648 17:30 5 197 12 2 216 13 3 6 22 5 329 49 0 383 37 4 3 44 665 17:45 4 194 14 0 212 5 2 5 12 12 328 52 0 392 30 4 4 38 654 Total Volume 26 804 53 4 887 43 13 25 81 24 1226 183 0 1433 169 20 15 204 2605 % App. Total PHF .542 .944 .883 .500 .916 .768 .813 .694 .750 .500 .932 .880 .000 .914 .797 .625 .750 .823 .979 DOVER DRIVE 1 6 T H S T R E E T 1 6 T H S T R E E T DOVER DRIVE Right 26 Thru 804 Left 53 U Turns 4 InOut Total 1284 887 2171 Rig h t 43 Th r u 13 Le f t 25 Ou t To t a l In 97 81 17 8 Left 183 Thru 1226 Right 24 U Turns 0 Out TotalIn 998 1433 2431 Le f t 15 Th r u 20 Rig h t 16 9 To t a l Ou t In 22 2 20 4 42 6 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002010 Site Code : 00000000 Start Date : 2/12/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: DOVER DR / BAYSHORE DR E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements DOVER DR Southbound COAST HIGHWAY Westbound BAYSHORE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Int. Total 07:00 19 15 153 0 76 123 3 0 8 7 1 0 12 368 31 1 817 07:15 15 11 186 0 116 160 5 0 15 6 4 0 4 402 24 1 949 07:30 19 9 203 0 128 216 3 0 23 5 3 0 2 471 36 1 1119 07:45 32 9 280 0 166 250 6 1 6 15 7 0 4 437 45 0 1258 Total 85 44 822 0 486 749 17 1 52 33 15 0 22 1678 136 3 4143 08:00 29 7 263 0 145 278 6 0 12 15 6 0 10 497 36 0 1304 08:15 29 11 315 0 200 256 4 0 7 10 5 0 9 473 25 2 1346 08:30 34 14 271 0 171 330 10 1 11 20 7 0 9 485 20 1 1384 08:45 32 7 321 0 208 303 6 0 13 10 6 0 5 508 37 3 1459 Total 124 39 1170 0 724 1167 26 1 43 55 24 0 33 1963 118 6 5493 16:30 60 15 221 0 273 513 11 1 7 11 2 0 5 302 36 0 1457 16:45 39 8 208 0 307 533 14 2 16 14 9 0 2 316 20 0 1488 Total 99 23 429 0 580 1046 25 3 23 25 11 0 7 618 56 0 2945 17:00 24 12 208 0 324 493 9 2 8 12 4 0 3 369 45 5 1518 17:15 43 13 228 0 367 493 5 0 11 16 12 0 4 299 32 1 1524 17:30 27 13 181 0 376 557 9 1 13 6 2 0 2 349 31 1 1568 17:45 33 12 265 0 367 558 9 2 14 10 5 0 5 314 23 0 1617 Total 127 50 882 0 1434 2101 32 5 46 44 23 0 14 1331 131 7 6227 18:00 25 7 217 0 307 564 9 2 7 7 2 0 6 320 23 1 1497 18:15 36 9 205 0 249 448 10 0 7 5 3 0 6 260 43 3 1284 Grand Total 496 172 3725 0 3780 6075 119 12 178 169 78 0 88 6170 507 20 21589 Apprch %11.3 3.9 84.8 0 37.9 60.8 1.2 0.1 41.9 39.8 18.4 0 1.3 90.9 7.5 0.3 Total %2.3 0.8 17.3 0 17.5 28.1 0.6 0.1 0.8 0.8 0.4 0 0.4 28.6 2.3 0.1 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002010 Site Code : 00000000 Start Date : 2/12/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: DOVER DR / BAYSHORE DR E-W Direction: COAST HIGHWAY DOVER DR Southbound COAST HIGHWAY Westbound BAYSHORE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 29 7 263 0 299 145 278 6 0 429 12 15 6 0 33 10 08:15 29 11 315 0 355 200 256 4 0 460 7 10 5 0 22 9 473 25 2 509 1346 08:30 34 14 271 0 319 171 330 10 1 512 11 20 7 0 38 9 485 20 1 515 1384 08:45 32 7 321 360 208 517 13 508 37 3 553 1459 Total Volume 124 39 1170 0 1333 724 1167 26 1 1918 43 55 24 0 122 33 1963 118 6 2120 5493 % App. Total 9.3 2.9 87.8 0 37.7 60.8 1.4 0.1 35.2 45.1 19.7 0 1.6 92.6 5.6 0.3 PHF .912 .696 .911 .000 .926 .870 .884 .650 .250 .927 .827 .688 .857 .000 .803 .825 .966 .797 .500 .958 .941 DOVER DR C O A S T H I G H W A Y C O A S T H I G H W A Y BAYSHORE DR Right 124 Thru 39 Left 1170 U-Turns 0 InOut Total 897 1333 2230 Rig h t 72 4 Th r u 11 6 7 Le f t 26 U- T u r n s 1 Ou t To t a l In 31 7 6 19 1 8 50 9 4 Left 24 Thru 55 Right 43 U-Turns 0 Out TotalIn 98 122 220 Le f t 11 8 Th r u 19 6 3 Ri g h t 33 U- T u r n s 6 To t a l Ou t In 13 1 5 21 2 0 34 3 5 Peak Hour Begins at 08:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002010 Site Code : 00000000 Start Date : 2/12/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: DOVER DR / BAYSHORE DR E-W Direction: COAST HIGHWAY DOVER DR Southbound COAST HIGHWAY Westbound BAYSHORE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 24 12 208 0 244 324 493 9 2 369 45 5 422 1518 17:15 43 13 228 0 284 367 493 5 0 865 11 16 12 39 4 299 32 1 336 1524 17:30 27 13 181 0 221 376 943 13 6 2 0 21 2 349 31 1 383 1568 17:45 33 12 265 310 367 558 9 2 936 14 5 1617 Total Volume 127 50 882 0 1059 1434 2101 32 5 3572 46 44 23 0 113 14 1331 131 7 1483 6227 % App. Total 12 4.7 83.3 0 40.1 58.8 0.9 0.1 40.7 38.9 20.4 0 0.9 89.8 8.8 0.5 PHF .738 .962 .832 .000 .854 .953 .941 .889 .625 .947 .821 .688 .479 .000 .724 .700 .902 .728 .350 .879 .963 DOVER DR C O A S T H I G H W A Y C O A S T H I G H W A Y BAYSHORE DR Right 127 Thru 50 Left 882 U-Turns 0 InOut Total 1609 1059 2668 Rig h t 14 3 4 Th r u 21 0 1 Le f t 32 U- T u r n s 5 Ou t To t a l In 22 5 9 35 7 2 58 3 1 Left 23 Thru 44 Right 46 U-Turns 0 Out TotalIn 96 113 209 Le f t 13 1 Th r u 13 3 1 Ri g h t 14 U- T u r n s 7 To t a l Ou t In 22 5 1 14 8 3 37 3 4 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002011 Site Code : 00000000 Start Date : 2/12/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: BAYSIDE DRIVE E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements BAYSIDE DR Southbound COAST HIGHWAY Westbound BAYSIDE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Int. Total 07:00 4 2 12 0 1 195 10 3 13 0 36 0 80 424 2 0 782 07:15 7 0 10 0 3 209 5 3 14 0 50 0 72 520 2 1 896 07:30 5 0 10 0 4 257 5 4 7 2 65 0 87 630 2 0 1078 07:45 4 1 10 0 1 320 7 3 15 2 98 0 103 639 4 0 1207 Total 20 3 42 0 9 981 27 13 49 4 249 0 342 2213 10 1 3963 08:00 6 2 3 0 5 368 9 5 10 1 81 0 106 649 7 1 1253 08:15 6 1 8 0 2 352 1 7 10 4 104 0 130 686 8 2 1321 08:30 11 1 10 0 9 373 10 8 6 5 90 0 96 649 7 1 1276 08:45 14 2 8 0 4 399 13 9 16 1 100 0 134 681 6 0 1387 Total 37 6 29 0 20 1492 33 29 42 11 375 0 466 2665 28 4 5237 16:30 15 1 5 0 7 672 7 10 14 3 122 0 106 407 5 0 1374 16:45 12 1 4 0 18 663 13 4 6 2 156 0 100 441 11 3 1434 Total 27 2 9 0 25 1335 20 14 20 5 278 0 206 848 16 3 2808 17:00 17 4 7 0 5 755 16 9 8 5 120 0 88 475 9 4 1522 17:15 18 7 6 0 7 711 14 9 6 5 139 0 102 425 18 3 1470 17:30 3 1 15 0 7 800 8 2 16 3 95 0 110 440 8 2 1510 17:45 9 3 6 0 8 770 11 5 15 6 128 0 108 440 9 3 1521 Total 47 15 34 0 27 3036 49 25 45 19 482 0 408 1780 44 12 6023 18:00 8 1 7 0 7 703 13 5 13 3 101 0 92 437 12 1 1403 18:15 5 3 4 0 8 646 19 11 11 1 81 0 84 371 9 4 1257 Grand Total 144 30 125 0 96 8193 161 97 180 43 1566 0 1598 8314 119 25 20691 Apprch %48.2 10 41.8 0 1.1 95.9 1.9 1.1 10.1 2.4 87.5 0 15.9 82.7 1.2 0.2 Total %0.7 0.1 0.6 0 0.5 39.6 0.8 0.5 0.9 0.2 7.6 0 7.7 40.2 0.6 0.1 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002011 Site Code : 00000000 Start Date : 2/12/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: BAYSIDE DRIVE E-W Direction: COAST HIGHWAY BAYSIDE DR Southbound COAST HIGHWAY Westbound BAYSIDE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 6 2 3 0 11 5 368 9 5 387 10 1 81 0 92 106 649 7 1 763 1253 08:15 6 1 8 0 15 2 352 1 7 362 10 4 104 118 130 686 8 2 826 1321 08:30 11 1 10 9 5 90 0 101 96 649 7 1 753 1276 08:45 14 24 4 399 13 9 425 16 134 1387 Total Volume 37 6 29 0 72 20 1492 33 29 1574 42 11 375 0 428 466 2665 28 4 3163 5237 % App. Total 51.4 8.3 40.3 0 1.3 94.8 2.1 1.8 9.8 2.6 87.6 0 14.7 84.3 0.9 0.1 PHF .661 .750 .725 .000 .750 .556 .935 .635 .806 .926 .656 .550 .901 .000 .907 .869 .971 .875 .500 .957 .944 BAYSIDE DR C O A S T H I G H W A Y C O A S T H I G H W A Y BAYSIDE DR Right 37 Thru 6 Left 29 U-Turns 0 InOut Total 59 72 131 Ri g h t 20 Th r u 14 9 2 Le f t 33 U- T u r n s 29 Ou t To t a l In 27 3 6 15 7 4 43 1 0 Left 375 Thru 11 Right 42 U-Turns 0 Out TotalIn 505 428 933 Le f t 28 Th r u 26 6 5 Rig h t 46 6 U- T u r n s 4 To t a l Ou t In 19 0 4 31 6 3 50 6 7 Peak Hour Begins at 08:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002011 Site Code : 00000000 Start Date : 2/12/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: BAYSIDE DRIVE E-W Direction: COAST HIGHWAY BAYSIDE DR Southbound COAST HIGHWAY Westbound BAYSIDE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 17 4 7 0 28 5 755 16 9 475 9 4 576 1522 17:15 18 7 6 0 31 7 711 14 9 741 6 5 139 150 102 425 18 17:30 3 1 15 0 19 7 800 8 2 817 16 3 95 0 114 110 440 8 2 560 1510 17:45 9 3 6 0 18 8 770 11 5 794 15 6 128 0 149 108 440 9 3 560 1521 Total Volume 47 15 34 0 96 27 3036 49 25 3137 45 19 482 0 546 408 1780 44 12 2244 6023 % App. Total 49 15.6 35.4 0 0.9 96.8 1.6 0.8 8.2 3.5 88.3 0 18.2 79.3 2 0.5 PHF .653 .536 .567 .000 .774 .844 .949 .766 .694 .960 .703 .792 .867 .000 .910 .927 .937 .611 .750 .974 .989 BAYSIDE DR C O A S T H I G H W A Y C O A S T H I G H W A Y BAYSIDE DR Right 47 Thru 15 Left 34 U-Turns 0 InOut Total 90 96 186 Ri g h t 27 Th r u 30 3 6 Le f t 49 U- T u r n s 25 Ou t To t a l In 18 5 9 31 3 7 49 9 6 Left 482 Thru 19 Right 45 U-Turns 0 Out TotalIn 472 546 1018 Le f t 44 Th r u 17 8 0 Rig h t 40 8 U- T u r n s 12 To t a l Ou t In 35 6 5 22 4 4 58 0 9 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002012 Site Code : 00000000 Start Date : 2/12/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: JAMBOREE RD E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements JAMBOREE RD Southbound COAST HIGHWAY Westbound JAMBOREE RD Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Int. Total 07:00 88 42 20 0 13 91 9 1 9 46 3 0 3 248 169 1 743 07:15 110 51 35 0 40 114 10 0 10 88 4 0 5 299 210 1 977 07:30 124 59 44 0 40 156 10 1 15 89 4 0 3 330 244 1 1120 07:45 168 66 47 0 28 187 16 0 13 65 9 0 4 385 217 0 1205 Total 490 218 146 0 121 548 45 2 47 288 20 0 15 1262 840 3 4045 08:00 158 80 48 0 22 185 20 0 18 86 1 0 2 327 235 0 1182 08:15 148 60 39 1 30 219 16 1 23 90 7 0 5 324 281 0 1244 08:30 180 48 48 1 32 225 8 0 20 91 6 0 3 289 249 1 1201 08:45 200 71 36 2 36 230 18 1 14 68 9 0 2 332 257 1 1277 Total 686 259 171 4 120 859 62 2 75 335 23 0 12 1272 1022 2 4904 16:30 251 112 30 0 53 361 18 1 29 70 4 0 1 217 163 5 1315 16:45 304 101 33 1 45 410 39 2 23 60 9 0 3 233 151 1 1415 Total 555 213 63 1 98 771 57 3 52 130 13 0 4 450 314 6 2730 17:00 331 121 56 0 55 453 29 0 20 61 7 0 3 276 164 1 1577 17:15 341 118 45 0 57 491 35 2 16 64 10 0 2 224 138 3 1546 17:30 300 111 29 0 60 468 31 2 18 47 6 0 3 263 192 3 1533 17:45 349 135 43 1 41 425 21 1 19 54 8 0 6 258 169 2 1532 Total 1321 485 173 1 213 1837 116 5 73 226 31 0 14 1021 663 9 6188 18:00 264 91 34 1 51 473 24 4 21 68 12 0 5 241 146 3 1438 18:15 241 80 34 0 48 402 25 1 10 44 7 0 3 264 165 0 1324 Grand Total 3557 1346 621 7 651 4890 329 17 278 1091 106 0 53 4510 3150 23 20629 Apprch %64.3 24.3 11.2 0.1 11.1 83.1 5.6 0.3 18.8 74 7.2 0 0.7 58.3 40.7 0.3 Total %17.2 6.5 3 0 3.2 23.7 1.6 0.1 1.3 5.3 0.5 0 0.3 21.9 15.3 0.1 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002012 Site Code : 00000000 Start Date : 2/12/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: JAMBOREE RD E-W Direction: COAST HIGHWAY JAMBOREE RD Southbound COAST HIGHWAY Westbound JAMBOREE RD Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 158 80 48 20 08:15 148 60 39 1 248 30 219 16 1 266 23 90 7 0 120 5 324 281 0 610 1244 08:30 180 48 48 1 277 32 225 8 0 265 20 91 6 0 117 3 289 249 1 08:45 200 71 36 2 309 36 230 18 1 285 14 68 9 0 91 2 332 257 1 592 1277 Total Volume 686 259 171 4 1120 120 859 62 2 1043 75 335 23 0 433 12 1272 1022 2 2308 4904 % App. Total 61.2 23.1 15.3 11.5 82.4 17.3 77.4 55.1 44.3 PHF .858 .809 .891 .500 .906 .833 .934 .775 .500 .915 .815 .920 .639 .000 .902 .600 .958 .909 .500 .946 .960 JAMBOREE RD C O A S T H I G H W A Y C O A S T H I G H W A Y JAMBOREE RD Right 686 Thru 259 Left 171 U-Turns 4 InOut Total 1477 1120 2597 Ri g h t 12 0 Th r u 85 9 Le f t 62 U- T u r n s 2 Ou t To t a l In 15 1 8 10 4 3 25 6 1 Left 23 Thru 335 Right 75 U-Turns 0 Out TotalIn 333 433 766 Le f t 10 2 2 Th r u 12 7 2 Rig h t 12 U- T u r n s 2 To t a l Ou t In 15 6 8 23 0 8 38 7 6 Peak Hour Begins at 08:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : H2002012 Site Code : 00000000 Start Date : 2/12/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: JAMBOREE RD E-W Direction: COAST HIGHWAY JAMBOREE RD Southbound COAST HIGHWAY Westbound JAMBOREE RD Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 331 121 56 20 276 164 1 444 1577 17:15 341 118 45 0 504 57 491 35 2 585 16 64 10 90 2 224 138 3 17:30 300 111 29 0 440 60 468 31 2 561 18 47 6 0 71 3 263 192 3 461 1533 17:45 349 135 43 1 528 41 425 21 1 488 19 54 8 0 81 6 Total Volume 1321 485 173 1 1980 213 1837 116 5 2171 73 226 31 0 330 14 1021 663 9 1707 6188 % App. Total 66.7 24.5 8.7 0.1 9.8 84.6 5.3 0.2 22.1 68.5 9.4 0 0.8 59.8 38.8 0.5 PHF .946 .898 .772 .250 .938 .888 .935 .829 .625 .928 .913 .883 .775 .000 .917 .583 .925 .863 .750 .926 .981 JAMBOREE RD C O A S T H I G H W A Y C O A S T H I G H W A Y JAMBOREE RD Right 1321 Thru 485 Left 173 U-Turns 1 InOut Total 1102 1980 3082 Rig h t 21 3 Th r u 18 3 7 Le f t 11 6 U- T u r n s 5 Ou t To t a l In 12 6 7 21 7 1 34 3 8 Left 31 Thru 226 Right 73 U-Turns 0 Out TotalIn 615 330 945 Le f t 66 3 Th r u 10 2 1 Ri g h t 14 U- T u r n s 9 To t a l Ou t In 31 8 9 17 0 7 48 9 6 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 Day: City: Inbound AM In Out PM In Out 00:00 20 212:00 18 3 21 00:15 10 112:15 14 5 19 00:30 11 212:30 15 9 24 00:45 0401 0512:45 20 67 5 22 25 89 01:00 00 013:00 16 9 25 01:15 01 113:15 18 9 27 01:30 31 413:30 14 6 20 01:45 0302 0513:45 17 65 12 36 29 101 02:00 00 014:00 14 7 21 02:15 00 014:15 89 17 02:30 00 014:30 17 5 22 02:45 1100 1114:45 15 54 9 30 24 84 03:00 00 015:00 16 12 28 03:15 00 015:15 14 13 27 03:30 00 015:30 11 13 24 03:45 1100 1115:45 12 53 6 44 18 97 04:00 10 116:00 99 18 04:15 00 016:15 10 9 19 04:30 00 016:30 14 9 23 04:45 3411 4516:45 6 39 8 35 14 74 05:00 01 117:00 17 10 27 05:15 00 017:15 12 11 23 05:30 20 217:30 15 8 23 05:45 3501 3617:45 8 521544 2396 06:00 11 218:00 812 20 06:15 11 218:15 77 14 06:30 51 618:30 12 4 16 06:45 2914 31318:45 16 43 6 29 22 72 07:00 83 1119:00 76 13 07:15 44 819:15 93 12 07:30 31 419:30 77 14 07:45 5200 8 52819:45 6 29 5 21 11 50 08:00 84 1220:00 61 7 08:15 10 2 12 20:15 13 2 15 08:30 85 1320:30 48 12 08:45 6 32 8 19 14 51 20:45 6 29 4 15 10 44 09:00 11 9 20 21:00 21 3 09:15 10 6 16 21:15 12 3 09:30 56 1121:30 13 4 09:45 10 36 5 26 15 62 21:45 4828 616 10:00 82 1022:00 10 1 10:15 89 1722:15 31 4 10:30 16 4 20 22:30 21 3 10:45 15 47 3 18 18 65 22:45 1702 19 11:00 10 9 19 23:00 13 4 11:15 13 10 23 23:15 01 1 11:30 20 12 32 23:30 21 3 11:45 13 56 12 43 25 99 23:45 0305 08 Totals 123 Totals 291 Split %36.1%Split %39.3% Inbound AM Peak Hour 10:45 11:00 PM Peak Hour 12:30 14:45 AM Peak Volume 58 43 PM Peak Volume 69 47 AM Pk Hr Factor 0.725 0.896 PM Pk Hr Factor 0.863 0.904 Prepared by City Count, LLC (www.citycount.com) ADT Volume Report Driveway B Newport Beach, CAThursday, June 27, 2019 Daily Totals Outbound Total 667 414 1081 63.9%31.5%60.7%68.5% Total Total 218 449341 740 Daily Totals Outbound Total 667 414 1081 11:00 14:45 99 103 0.773 0.920 Day: City: Inbound AM In Out PM In Out 00:00 54 912:00 37 29 66 00:15 30 312:15 41 33 74 00:30 01 112:30 50 30 80 00:45 2100 5 21512:45 54 182 33 125 87 307 01:00 02 213:00 55 39 94 01:15 00 013:15 54 33 87 01:30 32 513:30 36 35 71 01:45 1404 1813:45 43 188 28 135 71 323 02:00 10 114:00 42 31 73 02:15 10 114:15 48 19 67 02:30 11 214:30 41 19 60 02:45 1401 1514:45 46 177 24 93 70 270 03:00 11 215:00 36 26 62 03:15 20 215:15 50 31 81 03:30 00 015:30 31 26 57 03:45 1401 1515:45 59 176 20 103 79 279 04:00 20 216:00 54 38 92 04:15 01 116:15 51 32 83 04:30 20 216:30 34 26 60 04:45 3701 3816:45 62 201 31 127 93 328 05:00 41 517:00 52 34 86 05:15 31 417:15 49 21 70 05:30 41 517:30 51 26 77 05:45 14 25 1 4 15 29 17:45 64 216 38 119 102 335 06:00 11 4 15 18:00 64 36 100 06:15 10 5 15 18:15 45 44 89 06:30 13 8 21 18:30 41 28 69 06:45 13 47 6 23 19 70 18:45 39 189 20 128 59 317 07:00 19 22 41 19:00 37 28 65 07:15 25 11 36 19:15 43 21 64 07:30 19 11 30 19:30 26 28 54 07:45 21 84 15 59 36 143 19:45 37 143 23 100 60 243 08:00 20 14 34 20:00 27 26 53 08:15 30 19 49 20:15 38 23 61 08:30 26 22 48 20:30 25 25 50 08:45 36 112 14 69 50 181 20:45 24 114 17 91 41 205 09:00 29 18 47 21:00 27 26 53 09:15 46 28 74 21:15 20 17 37 09:30 28 21 49 21:30 15 18 33 09:45 29 132 16 83 45 215 21:45 11 73 5 66 16 139 10:00 43 20 63 22:00 10 13 23 10:15 34 21 55 22:15 511 16 10:30 31 23 54 22:30 33 6 10:45 35 143 18 82 53 225 22:45 624229 853 11:00 45 27 72 23:00 84 12 11:15 37 30 67 23:15 13 4 11:30 52 26 78 23:30 51 6 11:45 47 181 23 106 70 287 23:45 216311 527 Totals 438 Totals 1127 Split %36.8%Split %39.9% Inbound AM Peak Hour 11:00 11:00 PM Peak Hour 17:15 17:45 AM Peak Volume 181 106 PM Peak Volume 228 146 AM Pk Hr Factor 0.870 0.883 PM Pk Hr Factor 0.891 0.830 Prepared by City Count, LLC (www.citycount.com) ADT Volume Report Driveway C Newport Beach, CAThursday, June 27, 2019 Daily Totals Outbound Total 2452 1565 4017 63.2%29.6%60.1%70.4% Total Total 753 16991191 2826 Daily Totals Outbound Total 2452 1565 4017 11:00 17:30 287 368 0.920 0.902 Day: City: Inbound AM In Out PM In Out 00:00 10 112:00 02 2 00:15 11 212:15 03 3 00:30 10 112:30 37 10 00:45 0301 0412:45 25315 520 01:00 00 013:00 17 8 01:15 00 013:15 114 15 01:30 00 013:30 16 7 01:45 0000 0013:45 25532 737 02:00 00 014:00 02 2 02:15 00 014:15 16 7 02:30 00 014:30 03 3 02:45 0000 0014:45 2 3 10 21 12 24 03:00 00 015:00 010 10 03:15 01 115:15 24 6 03:30 00 015:30 25 7 03:45 0001 0115:45 04827 831 04:00 00 016:00 211 13 04:15 11 216:15 110 11 04:30 00 016:30 07 7 04:45 0101 0216:45 03432 435 05:00 10 117:00 37 10 05:15 00 017:15 08 8 05:30 01 117:30 112 13 05:45 0101 0217:45 04532 536 06:00 00 018:00 18 9 06:15 01 118:15 18 9 06:30 30 318:30 112 13 06:45 2512 3718:45 03432 435 07:00 22 419:00 012 12 07:15 33 619:15 05 5 07:30 30 319:30 02 2 07:45 0849 41719:45 11322 423 08:00 32 520:00 05 5 08:15 24 620:15 02 2 08:30 41 520:30 12 3 08:45 3120 7 31920:45 01211 212 09:00 56 1121:00 10 1 09:15 27 921:15 08 8 09:30 13 421:30 14 5 09:45 08319 32721:45 13012 115 10:00 24 622:00 11 2 10:15 14 522:15 03 3 10:30 05 522:30 03 3 10:45 14215 31922:45 0107 08 11:00 03 323:00 01 1 11:15 03 323:15 01 1 11:30 04 423:30 01 1 11:45 00414 41423:45 0025 25 Totals 70 Totals 248 Split %62.5%Split %88.3% Inbound AM Peak Hour 08:30 09:00 PM Peak Hour 12:30 18:15 AM Peak Volume 14 19 PM Peak Volume 736 AM Pk Hr Factor 0.700 0.679 PM Pk Hr Factor 0.583 0.750 08:30 15:45 28 39 0.636 0.750 Daily Totals Outbound Total 75 318 393 37.5%28.5%11.7%71.5% Total Total 42 33112 281 Prepared by City Count, LLC (www.citycount.com) ADT Volume Report Driveway D Newport Beach, CAThursday, June 27, 2019 Daily Totals Outbound Total 75 318 393 Day: City: Inbound AM In Out PM In Out 00:00 36 912:00 41 38 79 00:15 31 412:15 40 36 76 00:30 32 512:30 48 51 99 00:45 312413 72512:45 39 168 44 169 83 337 01:00 23 513:00 34 48 82 01:15 10 113:15 57 50 107 01:30 24 613:30 46 42 88 01:45 49411 82013:45 49 186 47 187 96 373 02:00 23 514:00 38 40 78 02:15 32 514:15 28 42 70 02:30 12 314:30 37 46 83 02:45 2807 21514:45 41 144 45 173 86 317 03:00 12 315:00 51 43 94 03:15 00 015:15 53 44 97 03:30 61 715:30 51 39 90 03:45 0725 21215:45 45 200 37 163 82 363 04:00 10 116:00 49 46 95 04:15 21 316:15 51 41 92 04:30 31 416:30 47 41 88 04:45 7131 3 81616:45 51 198 37 165 88 363 05:00 41 517:00 27 36 63 05:15 11 217:15 46 47 93 05:30 70 717:30 45 47 92 05:45 10 22 0 2 10 24 17:45 40 158 39 169 79 327 06:00 11 10 21 18:00 49 40 89 06:15 63 918:15 44 50 94 06:30 76 1318:30 26 41 67 06:45 9 33 9 28 18 61 18:45 32 151 28 159 60 310 07:00 12 13 25 19:00 33 30 63 07:15 11 10 21 19:15 41 36 77 07:30 16 4 20 19:30 26 42 68 07:45 24 63 14 41 38 104 19:45 22 122 20 128 42 250 08:00 34 19 53 20:00 24 28 52 08:15 31 25 56 20:15 18 29 47 08:30 30 23 53 20:30 28 29 57 08:45 36 131 32 99 68 230 20:45 11 81 16 102 27 183 09:00 39 23 62 21:00 21 18 39 09:15 39 31 70 21:15 14 19 33 09:30 28 27 55 21:30 910 19 09:45 23 129 25 106 48 235 21:45 10 54 11 58 21 112 10:00 40 23 63 22:00 18 7 25 10:15 32 40 72 22:15 512 17 10:30 51 37 88 22:30 57 12 10:45 43 166 35 135 78 301 22:45 5 33 8 34 13 67 11:00 39 37 76 23:00 54 9 11:15 55 34 89 23:15 54 9 11:30 48 61 109 23:30 54 9 11:45 39 181 41 173 80 354 23:45 318113 431 Totals 623 Totals 1520 Split %44.6%Split %50.1% Inbound AM Peak Hour 10:30 11:00 PM Peak Hour 15:00 12:30 AM Peak Volume 188 173 PM Peak Volume 200 193 AM Pk Hr Factor 0.855 0.709 PM Pk Hr Factor 0.943 0.946 11:00 13:00 354 373 0.812 0.871 Daily Totals Outbound Total 2287 2143 4430 55.4%31.5%49.9%68.5% Total Total 774 15131397 3033 Prepared by City Count, LLC (www.citycount.com) ADT Volume Report Driveway H Newport Beach, CAThursday, June 27, 2019 Daily Totals Outbound Total 2287 2143 4430 Day: City: Inbound AM In Out PM In Out 00:00 21 312:00 710 17 00:15 02 212:15 319 22 00:30 03 312:30 218 20 00:45 0217 1912:45 5 172269 2786 01:00 11 213:00 217 19 01:15 10 113:15 617 23 01:30 02 213:30 017 17 01:45 0203 0513:45 1 9 21 72 22 81 02:00 10 114:00 319 22 02:15 04 414:15 422 26 02:30 11 214:30 412 16 02:45 0216 1814:45 4 151871 2286 03:00 01 115:00 218 20 03:15 02 215:15 218 20 03:30 00 015:30 319 22 03:45 0003 0315:45 2 9 18 73 20 82 04:00 02 216:00 417 21 04:15 21 316:15 121 22 04:30 00 016:30 316 19 04:45 1303 1616:45 5 131872 2385 05:00 00 017:00 221 23 05:15 00 017:15 513 18 05:30 21 317:30 217 19 05:45 0234 3617:45 0 9 11 62 11 71 06:00 04 418:00 326 29 06:15 02 218:15 516 21 06:30 10 118:30 212 14 06:45 0117 1818:45 1 111468 1579 07:00 25 719:00 120 21 07:15 12 319:15 319 22 07:30 04 419:30 017 17 07:45 5 8 7 18 12 26 19:45 2 6 14 70 16 76 08:00 06 620:00 213 15 08:15 19 1020:15 317 20 08:30 48 1220:30 319 22 08:45 16629 73520:45 1 9 11 60 12 69 09:00 16 721:00 613 19 09:15 311 1421:15 210 12 09:30 515 2021:30 06 6 09:45 2 111446 165721:45 08938 946 10:00 210 1222:00 110 11 10:15 319 2222:15 17 8 10:30 319 2222:30 06 6 10:45 3 111260 157122:45 02427 429 11:00 217 1923:00 04 4 11:15 720 2723:15 02 2 11:30 423 2723:30 00 0 11:45 0 131979 199223:45 0028 28 Totals 265 Totals 690 Split %81.3%Split %86.5% Inbound AM Peak Hour 10:45 11:00 PM Peak Hour 12:00 13:30 AM Peak Volume 16 79 PM Peak Volume 17 79 AM Pk Hr Factor 0.571 0.859 PM Pk Hr Factor 0.607 0.898 11:00 12:30 92 89 0.852 0.824 Daily Totals Outbound Total 169 955 1124 18.7%29.0%13.5%71.0% Total Total 61 108326 798 Prepared by City Count, LLC (www.citycount.com) ADT Volume Report Driveway I Newport Beach, CAThursday, June 27, 2019 Daily Totals Outbound Total 169 955 1124 Driveway 1/Westcliff Drive NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 0 0 0 45 0 54 71 833 0 0 397 60 Shifted Volumes1 0 0 0 0 0 29 0 0 0 0 0 6 Project Trip Assignment 0 0 0 37 0 44 65 0 0 0 0 54 Existing Plus Project 0 0 0 82 0 127 136 833 0 0 397 120 Irvine Avenue/Driveway 6 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 0 904 75 37 888 0 0 0 0 52 0 17 Shifted Volumes1 0 0 32 0 0 0 0 0 0 0 0 19 Project Trip Assignment 0 0 65 33 0 0 0 0 0 44 0 15 Existing Plus Project 0 904 172 70 888 0 0 0 0 96 0 51 Irvine Avenue/Driveway 7 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 0 921 12 0 925 0 0 0 0 0 0 7 Shifted Volumes1 0 0 0 0 0 0 0 0 0 0 0 0 Project Trip Assignment 0 15 0 0 33 0 0 0 0 0 0 7 Existing Plus Project 0 936 12 0 958 0 0 0 0 0 0 14 Driveway 1/Westcliff Drive NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 0 0 0 75 0 90 108 769 0 0 911 90 Shifted Volumes1 0 0 0 0 0 72 0 0 0 0 0 13 Project Trip Assignment 0 0 0 50 0 61 63 -26 0 0 -22 53 Existing Plus Project 0 0 0 125 0 223 171 743 0 0 889 156 Irvine Avenue/Driveway 6 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 0 795 134 67 1170 0 0 0 0 95 0 32 Shifted Volumes1 0 0 39 0 0 0 0 0 0 0 0 35 Project Trip Assignment 0 -26 63 32 -13 0 0 0 0 61 0 20 Existing Plus Project 0 769 236 99 1157 0 0 0 0 156 0 87 Irvine Avenue/Driveway 7 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 0 827 3 0 1237 0 0 0 0 0 0 32 Shifted Volumes1 0 0 0 0 0 0 0 0 0 0 0 0 Project Trip Assignment 0 9 0 0 20 0 0 0 0 0 0 10 Existing Plus Project 0 836 3 0 1257 0 0 0 0 0 0 42 1 Shifted volumes from Driveways 2 and 5 Driveway Volume Development - AM Peak Hour Driveway Volume Development - PM Peak Hour TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» APPENDIX B ICU WORKSHEETS Existing AM Thu Nov 5, 2020 12:20:48 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario:Existing AM Command:Default Command Volume:Existing AM Geometry:Default Geometry Impact Fee:Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths:Default Path Routes:Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Thu Nov 5, 2020 12:20:48 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Riverside Ave/Coast Hwy C xxxxx 0.743 C xxxxx 0.743 + 0.000 V/C # 2 Tustin Ave/Coast Hwy B xxxxx 0.686 B xxxxx 0.686 + 0.000 V/C # 3 Irvine Ave/Dover Dr A xxxxx 0.551 A xxxxx 0.551 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr A xxxxx 0.503 A xxxxx 0.503 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.503 A xxxxx 0.503 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St B xxxxx 0.609 B xxxxx 0.609 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy C xxxxx 0.707 C xxxxx 0.707 + 0.000 V/C # 8 Bayside Dr/Coast Hwy C xxxxx 0.706 C xxxxx 0.706 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy A xxxxx 0.585 A xxxxx 0.585 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Thu Nov 5, 2020 12:20:48 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Riverside Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.743 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 13 1 7 76 2 261 211 2156 7 10 1214 59 Growth 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 Initial Bse: 13 1 7 76 2 261 211 2156 7 10 1214 59 User 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 PHF 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 PHF Volume: 13 1 7 76 2 261 211 2156 7 10 1214 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 1 7 76 2 261 211 2156 7 10 1214 59 PCE 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 MLF 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 FinalVolume: 13 1 7 76 2 261 211 2156 7 10 1214 59 OvlAdjVol: 50 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.62 0.05 0.33 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 990 76 533 1559 41 1600 1600 3190 10 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.01 0.05 0.05 0.16 0.13 0.68 0.68 0.01 0.25 0.04 OvlAdjV/S: 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Thu Nov 5, 2020 12:20:49 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Tustin Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.686 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 0 0 0 0 1! 0 0 1 0 2 0 1 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 2 0 0 36 0 16 41 2087 1 0 1202 51 Growth 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 Initial Bse: 2 0 0 36 0 16 41 2087 1 0 1202 51 User 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 PHF 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 PHF Volume: 2 0 0 36 0 16 41 2087 1 0 1202 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 0 0 36 0 16 41 2087 1 0 1202 51 PCE 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 MLF 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 FinalVolume: 2 0 0 36 0 16 41 2087 1 0 1202 51 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.00 0.00 0.69 0.00 0.31 1.00 2.00 1.00 0.00 2.88 0.12 Final Sat.: 1600 0 0 1108 0 492 1600 3200 1600 0 4605 195 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.03 0.65 0.00 0.00 0.26 0.26 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Thu Nov 5, 2020 12:20:50 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.551 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 41 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 50 872 12 142 842 31 72 162 43 11 102 231 Growth 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 Initial Bse: 50 872 12 142 842 31 72 162 43 11 102 231 User 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 PHF 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 PHF Volume: 50 872 12 142 842 31 72 162 43 11 102 231 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 50 872 12 142 842 31 72 162 43 11 102 231 PCE 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 MLF 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 FinalVolume: 50 872 12 142 842 31 72 162 43 11 102 231 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.79 0.21 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1264 336 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.27 0.01 0.09 0.26 0.02 0.05 0.13 0.13 0.01 0.06 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Thu Nov 5, 2020 12:20:50 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.503 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 239 602 19 234 458 169 250 580 133 30 315 52 Growth 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 Initial Bse: 239 602 19 234 458 169 250 580 133 30 315 52 User 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 PHF 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 PHF Volume: 239 602 19 234 458 169 250 580 133 30 315 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 239 602 19 234 458 169 250 580 133 30 315 52 PCE 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 MLF 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 FinalVolume: 239 602 19 234 458 169 250 580 133 30 315 52 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.63 0.37 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2603 597 1600 2747 453 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.07 0.19 0.01 0.07 0.14 0.11 0.08 0.22 0.22 0.02 0.11 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Thu Nov 5, 2020 12:20:51 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.503 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 314 468 0 0 622 78 51 0 665 0 0 0 Growth 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 Initial Bse: 314 468 0 0 622 78 51 0 665 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 314 468 0 0 622 78 51 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 314 468 0 0 622 78 51 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 314 468 0 0 622 78 51 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.15 0.00 0.00 0.39 0.05 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Thu Nov 5, 2020 12:20:52 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.609 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 48 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 120 706 27 54 1160 68 28 24 233 42 23 58 Growth 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 Initial Bse: 120 706 27 54 1160 68 28 24 233 42 23 58 User 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 PHF 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 PHF Volume: 120 706 27 54 1160 68 28 24 233 42 23 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 120 706 27 54 1160 68 28 24 233 42 23 58 PCE 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 MLF 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 FinalVolume: 120 706 27 54 1160 68 28 24 233 42 23 58 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.54 0.46 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 862 738 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.22 0.02 0.03 0.36 0.04 0.02 0.03 0.15 0.03 0.01 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Thu Nov 5, 2020 12:20:52 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.707 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 78 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 55 43 1170 39 124 124 1963 33 27 1167 724 Growth 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 Initial Bse: 24 55 43 1170 39 124 124 1963 33 27 1167 724 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 55 43 1170 39 124 124 1963 33 27 1167 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 55 43 1170 39 124 124 1963 33 27 1167 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 55 43 1170 39 124 124 1963 33 27 1167 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.12 0.88 3.00 1.00 1.00 2.00 2.95 0.05 1.00 3.00 1.00 Final Sat.: 1600 1796 1404 4800 1600 1600 3200 4721 79 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.24 0.02 0.08 0.04 0.42 0.42 0.02 0.24 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Thu Nov 5, 2020 12:20:53 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.706 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 78 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 375 11 42 29 6 37 32 2665 466 62 1492 20 Growth 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 Initial Bse: 375 11 42 29 6 37 32 2665 466 62 1492 20 User 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 PHF 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 PHF Volume: 375 11 42 29 6 37 32 2665 466 62 1492 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 375 11 42 29 6 37 32 2665 466 62 1492 20 PCE 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 MLF 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 FinalVolume: 375 11 42 29 6 37 32 2665 466 62 1492 20 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.63 0.08 0.29 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.95 0.05 Final Sat.: 4206 123 471 1600 1600 1600 1600 4800 1600 1600 6315 85 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.02 0.00 0.02 0.02 0.56 0.29 0.04 0.24 0.24 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Thu Nov 5, 2020 12:20:53 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.585 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 55 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 335 75 175 259 686 1024 1272 12 64 859 120 Growth 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 Initial Bse: 23 335 75 175 259 686 1024 1272 12 64 859 120 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 23 335 75 175 259 0 1024 1272 12 64 859 120 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 335 75 175 259 0 1024 1272 12 64 859 120 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 23 335 75 175 259 0 1024 1272 12 64 859 120 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.63 0.37 1.00 2.00 1.00 3.00 3.96 0.04 2.00 4.00 1.00 Final Sat.: 1600 2615 585 1600 3200 1600 4800 6340 60 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.13 0.13 0.11 0.08 0.00 0.21 0.20 0.20 0.02 0.13 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:21 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Existing PM Command: Default Command Volume: Existing PM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:21 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Riverside Ave/Coast Hwy D xxxxx 0.808 D xxxxx 0.808 + 0.000 V/C # 2 Tustin Ave/Coast Hwy A xxxxx 0.596 A xxxxx 0.596 + 0.000 V/C # 3 Irvine Ave/Dover Dr B xxxxx 0.668 B xxxxx 0.668 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr B xxxxx 0.685 B xxxxx 0.685 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.451 A xxxxx 0.451 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St A xxxxx 0.540 A xxxxx 0.540 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy B xxxxx 0.693 B xxxxx 0.693 + 0.000 V/C # 8 Bayside Dr/Coast Hwy B xxxxx 0.657 B xxxxx 0.657 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy B xxxxx 0.629 B xxxxx 0.629 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:22 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Riverside Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.808 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 97 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 12 2 15 82 10 475 243 1484 15 29 2419 38 Growth 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 Initial Bse: 12 2 15 82 10 475 243 1484 15 29 2419 38 User 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 PHF 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 PHF Volume: 12 2 15 82 10 475 243 1484 15 29 2419 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 2 15 82 10 475 243 1484 15 29 2419 38 PCE 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 MLF 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 FinalVolume: 12 2 15 82 10 475 243 1484 15 29 2419 38 OvlAdjVol: 232 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.41 0.07 0.52 0.89 0.11 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 662 110 828 1426 174 1600 1600 3168 32 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.05 0.06 0.30 0.15 0.47 0.47 0.02 0.50 0.02 OvlAdjV/S: 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:22 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Tustin Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.596 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 2 0 1 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 1 37 1 48 82 1531 0 0 2304 51 Growth 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 Initial Bse: 0 0 1 37 1 48 82 1531 0 0 2304 51 User 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 PHF 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 PHF Volume: 0 0 1 37 1 48 82 1531 0 0 2304 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 1 37 1 48 82 1531 0 0 2304 51 PCE 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 MLF 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 FinalVolume: 0 0 1 37 1 48 82 1531 0 0 2304 51 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.43 0.01 0.56 1.00 2.00 1.00 0.00 2.94 0.06 Final Sat.: 0 0 1600 688 19 893 1600 3200 1600 0 4696 104 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.05 0.05 0.05 0.48 0.00 0.00 0.49 0.49 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:23 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.668 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 56 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 59 726 24 162 1347 73 45 112 55 26 256 292 Growth 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 Initial Bse: 59 726 24 162 1347 73 45 112 55 26 256 292 User 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 PHF 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 PHF Volume: 59 726 24 162 1347 73 45 112 55 26 256 292 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 59 726 24 162 1347 73 45 112 55 26 256 292 PCE 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 MLF 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 FinalVolume: 59 726 24 162 1347 73 45 112 55 26 256 292 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.67 0.33 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1073 527 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.23 0.02 0.10 0.42 0.05 0.03 0.10 0.10 0.02 0.16 0.18 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:23 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.685 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 270 425 39 202 565 403 278 528 135 74 745 92 Growth 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 Initial Bse: 270 425 39 202 565 403 278 528 135 74 745 92 User 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 PHF 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 PHF Volume: 270 425 39 202 565 403 278 528 135 74 745 92 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 270 425 39 202 565 403 278 528 135 74 745 92 PCE 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 MLF 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 FinalVolume: 270 425 39 202 565 403 278 528 135 74 745 92 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.59 0.41 1.00 1.78 0.22 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2548 652 1600 2848 352 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.13 0.02 0.06 0.18 0.25 0.09 0.21 0.21 0.05 0.26 0.26 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:24 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.451 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 637 636 0 0 347 79 113 0 500 0 0 0 Growth 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 Initial Bse: 637 636 0 0 347 79 113 0 500 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 637 636 0 0 347 79 113 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 637 636 0 0 347 79 113 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 637 636 0 0 347 79 113 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.20 0.20 0.00 0.00 0.22 0.05 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:25 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.540 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 183 1226 24 57 804 26 15 20 169 25 13 43 Growth 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 Initial Bse: 183 1226 24 57 804 26 15 20 169 25 13 43 User 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 PHF 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 PHF Volume: 183 1226 24 57 804 26 15 20 169 25 13 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 183 1226 24 57 804 26 15 20 169 25 13 43 PCE 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 MLF 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 FinalVolume: 183 1226 24 57 804 26 15 20 169 25 13 43 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.43 0.57 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 686 914 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.38 0.02 0.04 0.25 0.02 0.01 0.02 0.11 0.02 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:25 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.693 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 74 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 44 46 882 50 127 138 1331 14 37 2101 1434 Growth 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 Initial Bse: 23 44 46 882 50 127 138 1331 14 37 2101 1434 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 23 44 46 882 50 127 138 1331 14 37 2101 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 44 46 882 50 127 138 1331 14 37 2101 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 23 44 46 882 50 127 138 1331 14 37 2101 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4750 50 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.18 0.03 0.08 0.04 0.28 0.28 0.02 0.44 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:26 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.657 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 66 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 482 19 45 34 15 47 56 1780 408 74 3036 27 Growth 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 Initial Bse: 482 19 45 34 15 47 56 1780 408 74 3036 27 User 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 PHF 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 PHF Volume: 482 19 45 34 15 47 56 1780 408 74 3036 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 482 19 45 34 15 47 56 1780 408 74 3036 27 PCE 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 MLF 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 FinalVolume: 482 19 45 34 15 47 56 1780 408 74 3036 27 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.65 0.10 0.25 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4237 167 396 1600 1600 1600 1600 4800 1600 1600 6344 56 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.02 0.01 0.03 0.04 0.37 0.26 0.05 0.48 0.48 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Thu Nov 5, 2020 12:21:26 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.629 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 61 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 226 73 174 485 1321 672 1021 14 121 1837 213 Growth 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 Initial Bse: 31 226 73 174 485 1321 672 1021 14 121 1837 213 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 226 73 174 485 0 672 1021 14 121 1837 213 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 226 73 174 485 0 672 1021 14 121 1837 213 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 226 73 174 485 0 672 1021 14 121 1837 213 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.51 0.49 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2419 781 1600 3200 1600 4800 6313 87 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.09 0.09 0.11 0.15 0.00 0.14 0.16 0.16 0.04 0.29 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:29 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year AM Command: Default Command Volume: Future Year AM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:30 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Riverside Ave/Coast Hwy C xxxxx 0.780 C xxxxx 0.780 + 0.000 V/C # 2 Tustin Ave/Coast Hwy C xxxxx 0.722 C xxxxx 0.722 + 0.000 V/C # 3 Irvine Ave/Dover Dr A xxxxx 0.566 A xxxxx 0.566 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr A xxxxx 0.513 A xxxxx 0.513 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.511 A xxxxx 0.511 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St B xxxxx 0.631 B xxxxx 0.631 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy C xxxxx 0.736 C xxxxx 0.736 + 0.000 V/C # 8 Bayside Dr/Coast Hwy C xxxxx 0.747 C xxxxx 0.747 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy B xxxxx 0.603 B xxxxx 0.603 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:30 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Riverside Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.780 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 84 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 13 1 7 77 2 261 215 2272 7 10 1312 60 Growth 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 Initial Bse: 13 1 7 77 2 261 215 2272 7 10 1312 60 User 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 PHF 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 PHF Volume: 13 1 7 77 2 261 215 2272 7 10 1312 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 1 7 77 2 261 215 2272 7 10 1312 60 PCE 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 MLF 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 FinalVolume: 13 1 7 77 2 261 215 2272 7 10 1312 60 OvlAdjVol: 46 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.62 0.05 0.33 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 990 76 533 1559 41 1600 1600 3190 10 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.01 0.05 0.05 0.16 0.13 0.71 0.71 0.01 0.27 0.04 OvlAdjV/S: 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:31 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Tustin Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.722 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 67 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 0 0 0 0 1! 0 0 1 0 2 0 1 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 2 0 0 36 0 16 42 2202 1 0 1300 52 Growth 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 Initial Bse: 2 0 0 36 0 16 42 2202 1 0 1300 52 User 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 PHF 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 PHF Volume: 2 0 0 36 0 16 42 2202 1 0 1300 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 0 0 36 0 16 42 2202 1 0 1300 52 PCE 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 MLF 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 FinalVolume: 2 0 0 36 0 16 42 2202 1 0 1300 52 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.00 0.00 0.69 0.00 0.31 1.00 2.00 1.00 0.00 2.88 0.12 Final Sat.: 1600 0 0 1108 0 492 1600 3200 1600 0 4615 185 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.03 0.69 0.00 0.00 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:32 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.566 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 43 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 51 893 12 151 867 32 72 162 43 11 102 236 Growth 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 Initial Bse: 51 893 12 151 867 32 72 162 43 11 102 236 User 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 PHF 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 PHF Volume: 51 893 12 151 867 32 72 162 43 11 102 236 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 893 12 151 867 32 72 162 43 11 102 236 PCE 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 MLF 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 FinalVolume: 51 893 12 151 867 32 72 162 43 11 102 236 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.79 0.21 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1264 336 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.28 0.01 0.09 0.27 0.02 0.05 0.13 0.13 0.01 0.06 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:33 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.513 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 245 615 19 244 470 173 251 590 134 30 323 55 Growth 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 Initial Bse: 245 615 19 244 470 173 251 590 134 30 323 55 User 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 PHF 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 PHF Volume: 245 615 19 244 470 173 251 590 134 30 323 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 245 615 19 244 470 173 251 590 134 30 323 55 PCE 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 MLF 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 FinalVolume: 245 615 19 244 470 173 251 590 134 30 323 55 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.63 0.37 1.00 1.71 0.29 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2608 592 1600 2734 466 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.19 0.01 0.08 0.15 0.11 0.08 0.23 0.23 0.02 0.12 0.12 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:34 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.511 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 323 475 0 0 631 78 51 0 680 0 0 0 Growth 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 Initial Bse: 323 475 0 0 631 78 51 0 680 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 323 475 0 0 631 78 51 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 323 475 0 0 631 78 51 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 323 475 0 0 631 78 51 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.15 0.00 0.00 0.39 0.05 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:35 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.631 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 50 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 136 715 27 54 1183 68 35 24 240 42 23 58 Growth 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 Initial Bse: 136 715 27 54 1183 68 35 24 240 42 23 58 User 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 PHF 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 PHF Volume: 136 715 27 54 1183 68 35 24 240 42 23 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 136 715 27 54 1183 68 35 24 240 42 23 58 PCE 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 MLF 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 FinalVolume: 136 715 27 54 1183 68 35 24 240 42 23 58 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.59 0.41 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 949 651 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.22 0.02 0.03 0.37 0.04 0.02 0.04 0.15 0.03 0.01 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:36 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.736 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 86 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 55 43 1207 39 136 138 2060 34 28 1252 765 Growth 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 Initial Bse: 24 55 43 1207 39 136 138 2060 34 28 1252 765 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 55 43 1207 39 136 138 2060 34 28 1252 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 55 43 1207 39 136 138 2060 34 28 1252 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 55 43 1207 39 136 138 2060 34 28 1252 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.12 0.88 3.00 1.00 1.00 2.00 2.95 0.05 1.00 3.00 1.00 Final Sat.: 1600 1796 1404 4800 1600 1600 3200 4722 78 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.25 0.02 0.09 0.04 0.44 0.44 0.02 0.26 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:37 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.747 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 90 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 376 17 42 47 10 61 72 2768 475 66 1582 36 Growth 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 Initial Bse: 376 17 42 47 10 61 72 2768 475 66 1582 36 User 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 PHF 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 PHF Volume: 376 17 42 47 10 61 72 2768 475 66 1582 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 376 17 42 47 10 61 72 2768 475 66 1582 36 PCE 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 MLF 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 FinalVolume: 376 17 42 47 10 61 72 2768 475 66 1582 36 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.59 0.12 0.29 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat.: 4149 188 463 1600 1600 1600 1600 4800 1600 1600 6258 142 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.03 0.01 0.04 0.05 0.58 0.30 0.04 0.25 0.25 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Tue Feb 9, 2021 15:44:38 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.603 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 57 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 335 75 179 264 742 1065 1337 12 65 906 122 Growth 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 Initial Bse: 23 335 75 179 264 742 1065 1337 12 65 906 122 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 23 335 75 179 264 0 1065 1337 12 65 906 122 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 335 75 179 264 0 1065 1337 12 65 906 122 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 23 335 75 179 264 0 1065 1337 12 65 906 122 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.63 0.37 1.00 2.00 1.00 3.00 3.96 0.04 2.00 4.00 1.00 Final Sat.: 1600 2615 585 1600 3200 1600 4800 6343 57 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.13 0.13 0.11 0.08 0.00 0.22 0.21 0.21 0.02 0.14 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:24 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year PM Command: Default Command Volume: Future Year PM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:25 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Riverside Ave/Coast Hwy D xxxxx 0.839 D xxxxx 0.839 + 0.000 V/C # 2 Tustin Ave/Coast Hwy B xxxxx 0.628 B xxxxx 0.628 + 0.000 V/C # 3 Irvine Ave/Dover Dr B xxxxx 0.686 B xxxxx 0.686 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr B xxxxx 0.699 B xxxxx 0.699 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.465 A xxxxx 0.465 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St A xxxxx 0.553 A xxxxx 0.553 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy C xxxxx 0.736 C xxxxx 0.736 + 0.000 V/C # 8 Bayside Dr/Coast Hwy C xxxxx 0.752 C xxxxx 0.752 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy B xxxxx 0.659 B xxxxx 0.659 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:25 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Riverside Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.839 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 116 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 12 2 15 83 10 475 248 1614 15 30 2567 40 Growth 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 Initial Bse: 12 2 15 83 10 475 248 1614 15 30 2567 40 User 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 PHF 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 PHF Volume: 12 2 15 83 10 475 248 1614 15 30 2567 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 2 15 83 10 475 248 1614 15 30 2567 40 PCE 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 MLF 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 FinalVolume: 12 2 15 83 10 475 248 1614 15 30 2567 40 OvlAdjVol: 227 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.41 0.07 0.52 0.89 0.11 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 662 110 828 1428 172 1600 1600 3171 29 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.05 0.06 0.30 0.16 0.51 0.51 0.02 0.53 0.03 OvlAdjV/S: 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:27 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Tustin Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.628 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 50 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 2 0 1 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 1 37 1 48 84 1662 0 0 2451 52 Growth 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 Initial Bse: 0 0 1 37 1 48 84 1662 0 0 2451 52 User 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 PHF 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 PHF Volume: 0 0 1 37 1 48 84 1662 0 0 2451 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 1 37 1 48 84 1662 0 0 2451 52 PCE 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 MLF 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 FinalVolume: 0 0 1 37 1 48 84 1662 0 0 2451 52 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.43 0.01 0.56 1.00 2.00 1.00 0.00 2.94 0.06 Final Sat.: 0 0 1600 688 19 893 1600 3200 1600 0 4700 100 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.05 0.05 0.05 0.52 0.00 0.00 0.52 0.52 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:28 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.686 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 60 748 24 173 1383 74 45 112 55 26 256 301 Growth 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 Initial Bse: 60 748 24 173 1383 74 45 112 55 26 256 301 User 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 PHF 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 PHF Volume: 60 748 24 173 1383 74 45 112 55 26 256 301 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 60 748 24 173 1383 74 45 112 55 26 256 301 PCE 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 MLF 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 FinalVolume: 60 748 24 173 1383 74 45 112 55 26 256 301 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.67 0.33 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1073 527 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.23 0.02 0.11 0.43 0.05 0.03 0.10 0.10 0.02 0.16 0.19 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:29 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.699 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 76 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 277 436 40 212 579 412 280 544 136 74 759 98 Growth 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 Initial Bse: 277 436 40 212 579 412 280 544 136 74 759 98 User 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 PHF 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 PHF Volume: 277 436 40 212 579 412 280 544 136 74 759 98 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 277 436 40 212 579 412 280 544 136 74 759 98 PCE 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 MLF 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 FinalVolume: 277 436 40 212 579 412 280 544 136 74 759 98 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.60 0.40 1.00 1.77 0.23 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2560 640 1600 2834 366 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.14 0.03 0.07 0.18 0.26 0.09 0.21 0.21 0.05 0.27 0.27 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:30 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.465 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 43 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 656 650 0 0 360 79 113 0 520 0 0 0 Growth 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 Initial Bse: 656 650 0 0 360 79 113 0 520 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 656 650 0 0 360 79 113 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 656 650 0 0 360 79 113 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 656 650 0 0 360 79 113 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.21 0.20 0.00 0.00 0.23 0.05 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:31 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.553 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 200 1251 24 57 836 26 23 20 178 25 13 43 Growth 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 Initial Bse: 200 1251 24 57 836 26 23 20 178 25 13 43 User 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 PHF 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 PHF Volume: 200 1251 24 57 836 26 23 20 178 25 13 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 200 1251 24 57 836 26 23 20 178 25 13 43 PCE 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 MLF 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 FinalVolume: 200 1251 24 57 836 26 23 20 178 25 13 43 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.53 0.47 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 856 744 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.13 0.39 0.02 0.04 0.26 0.02 0.01 0.03 0.11 0.02 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:32 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.736 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 86 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 44 46 926 50 139 157 1440 14 38 2232 1513 Growth 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 Initial Bse: 23 44 46 926 50 139 157 1440 14 38 2232 1513 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 23 44 46 926 50 139 157 1440 14 38 2232 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 44 46 926 50 139 157 1440 14 38 2232 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 23 44 46 926 50 139 157 1440 14 38 2232 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4754 46 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.19 0.03 0.09 0.05 0.30 0.30 0.02 0.47 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:34 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.752 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 92 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 487 25 45 61 23 99 112 1875 417 86 3169 59 Growth 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 Initial Bse: 487 25 45 61 23 99 112 1875 417 86 3169 59 User 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 PHF 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 PHF Volume: 487 25 45 61 23 99 112 1875 417 86 3169 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 487 25 45 61 23 99 112 1875 417 86 3169 59 PCE 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 MLF 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 FinalVolume: 487 25 45 61 23 99 112 1875 417 86 3169 59 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.63 0.13 0.24 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4197 215 388 1600 1600 1600 1600 4800 1600 1600 6283 117 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.12 0.12 0.04 0.01 0.06 0.07 0.39 0.26 0.05 0.50 0.50 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Tue Feb 9, 2021 15:46:35 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.659 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 67 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 226 75 177 497 1381 725 1074 14 125 1940 217 Growth 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 Initial Bse: 31 226 75 177 497 1381 725 1074 14 125 1940 217 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 226 75 177 497 0 725 1074 14 125 1940 217 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 226 75 177 497 0 725 1074 14 125 1940 217 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 226 75 177 497 0 725 1074 14 125 1940 217 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.50 0.50 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2403 797 1600 3200 1600 4800 6318 82 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.09 0.09 0.11 0.16 0.00 0.15 0.17 0.17 0.04 0.30 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMTue Feb 9, 2021 15:47:13 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year Plus Project AM Command: Default Command Volume: Future Year plus Project AM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMTue Feb 9, 2021 15:47:13 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Riverside Ave/Coast Hwy C xxxxx 0.787 C xxxxx 0.787 + 0.000 V/C # 2 Tustin Ave/Coast Hwy C xxxxx 0.729 C xxxxx 0.729 + 0.000 V/C # 3 Irvine Ave/Dover Dr A xxxxx 0.571 A xxxxx 0.571 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr A xxxxx 0.538 A xxxxx 0.538 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.527 A xxxxx 0.527 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St B xxxxx 0.640 B xxxxx 0.640 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy C xxxxx 0.739 C xxxxx 0.739 + 0.000 V/C # 8 Bayside Dr/Coast Hwy C xxxxx 0.750 C xxxxx 0.750 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy B xxxxx 0.606 B xxxxx 0.606 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMTue Feb 9, 2021 15:47:14 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Riverside Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.787 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 87 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 13 1 7 77 2 261 215 2294 7 10 1327 60 Growth 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 Initial Bse: 13 1 7 77 2 261 215 2294 7 10 1327 60 User 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 PHF 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 PHF Volume: 13 1 7 77 2 261 215 2294 7 10 1327 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 1 7 77 2 261 215 2294 7 10 1327 60 PCE 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 MLF 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 FinalVolume: 13 1 7 77 2 261 215 2294 7 10 1327 60 OvlAdjVol: 46 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.62 0.05 0.33 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 990 76 533 1559 41 1600 1600 3190 10 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.01 0.05 0.05 0.16 0.13 0.72 0.72 0.01 0.28 0.04 OvlAdjV/S: 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMTue Feb 9, 2021 15:47:15 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Tustin Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.729 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 69 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 0 0 0 0 1! 0 0 1 0 2 0 1 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 2 0 0 36 0 16 42 2224 1 0 1315 52 Growth 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 Initial Bse: 2 0 0 36 0 16 42 2224 1 0 1315 52 User 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 PHF 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 PHF Volume: 2 0 0 36 0 16 42 2224 1 0 1315 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 0 0 36 0 16 42 2224 1 0 1315 52 PCE 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 MLF 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 FinalVolume: 2 0 0 36 0 16 42 2224 1 0 1315 52 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.00 0.00 0.69 0.00 0.31 1.00 2.00 1.00 0.00 2.89 0.11 Final Sat.: 1600 0 0 1108 0 492 1600 3200 1600 0 4617 183 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.03 0.69 0.00 0.00 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMTue Feb 9, 2021 15:47:16 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.571 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 43 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 58 908 12 151 889 32 72 162 54 11 102 236 Growth 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 Initial Bse: 58 908 12 151 889 32 72 162 54 11 102 236 User 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 PHF 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 PHF Volume: 58 908 12 151 889 32 72 162 54 11 102 236 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 908 12 151 889 32 72 162 54 11 102 236 PCE 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 MLF 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 FinalVolume: 58 908 12 151 889 32 72 162 54 11 102 236 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.75 0.25 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1200 400 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.28 0.01 0.09 0.28 0.02 0.05 0.14 0.14 0.01 0.06 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMTue Feb 9, 2021 15:47:18 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.538 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 49 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 245 626 30 244 477 210 305 644 134 37 360 55 Growth 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 Initial Bse: 245 626 30 244 477 210 305 644 134 37 360 55 User 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 PHF 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 PHF Volume: 245 626 30 244 477 210 305 644 134 37 360 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 245 626 30 244 477 210 305 644 134 37 360 55 PCE 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 MLF 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 FinalVolume: 245 626 30 244 477 210 305 644 134 37 360 55 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.66 0.34 1.00 1.73 0.27 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2649 551 1600 2776 424 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.20 0.02 0.08 0.15 0.13 0.10 0.24 0.24 0.02 0.13 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMTue Feb 9, 2021 15:47:19 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.527 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 48 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 366 475 0 0 631 89 58 0 710 0 0 0 Growth 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 Initial Bse: 366 475 0 0 631 89 58 0 710 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 366 475 0 0 631 89 58 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 366 475 0 0 631 89 58 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 366 475 0 0 631 89 58 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.15 0.00 0.00 0.39 0.06 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMTue Feb 9, 2021 15:47:20 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.640 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 52 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 136 758 27 54 1213 68 35 24 240 42 23 58 Growth 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 Initial Bse: 136 758 27 54 1213 68 35 24 240 42 23 58 User 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 PHF 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 PHF Volume: 136 758 27 54 1213 68 35 24 240 42 23 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 136 758 27 54 1213 68 35 24 240 42 23 58 PCE 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 MLF 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 FinalVolume: 136 758 27 54 1213 68 35 24 240 42 23 58 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.59 0.41 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 949 651 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.24 0.02 0.03 0.38 0.04 0.02 0.04 0.15 0.03 0.01 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMTue Feb 9, 2021 15:47:21 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.739 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 87 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 55 43 1222 39 151 160 2060 34 28 1252 786 Growth 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 Initial Bse: 24 55 43 1222 39 151 160 2060 34 28 1252 786 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 55 43 1222 39 151 160 2060 34 28 1252 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 55 43 1222 39 151 160 2060 34 28 1252 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 55 43 1222 39 151 160 2060 34 28 1252 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.12 0.88 3.00 1.00 1.00 2.00 2.95 0.05 1.00 3.00 1.00 Final Sat.: 1600 1796 1404 4800 1600 1600 3200 4722 78 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.25 0.02 0.09 0.05 0.44 0.44 0.02 0.26 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMTue Feb 9, 2021 15:47:22 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.750 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 91 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 376 17 42 47 10 61 72 2783 475 66 1603 36 Growth 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 Initial Bse: 376 17 42 47 10 61 72 2783 475 66 1603 36 User 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 PHF 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 PHF Volume: 376 17 42 47 10 61 72 2783 475 66 1603 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 376 17 42 47 10 61 72 2783 475 66 1603 36 PCE 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 MLF 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 FinalVolume: 376 17 42 47 10 61 72 2783 475 66 1603 36 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.59 0.12 0.29 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat.: 4149 188 463 1600 1600 1600 1600 4800 1600 1600 6259 141 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.03 0.01 0.04 0.05 0.58 0.30 0.04 0.26 0.26 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMThu Feb 11, 2021 13:04:19 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.607 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 335 75 179 264 742 1065 1352 12 65 927 122 Growth 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 Initial Bse: 23 335 75 179 264 742 1065 1352 12 65 927 122 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 23 335 75 179 264 0 1065 1352 12 65 927 122 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 335 75 179 264 0 1065 1352 12 65 927 122 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 23 335 75 179 264 0 1065 1352 12 65 927 122 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.63 0.37 1.00 2.00 1.00 3.00 3.96 0.04 2.00 4.00 1.00 Final Sat.: 1600 2615 585 1600 3200 1600 4800 6344 56 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.13 0.13 0.11 0.08 0.00 0.22 0.21 0.21 0.02 0.14 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:32 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year Plus Project PM Command: Default Command Volume: Future Year plus Project PM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:32 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Riverside Ave/Coast Hwy D xxxxx 0.842 D xxxxx 0.842 + 0.000 V/C # 2 Tustin Ave/Coast Hwy B xxxxx 0.630 B xxxxx 0.630 + 0.000 V/C # 3 Irvine Ave/Dover Dr B xxxxx 0.694 B xxxxx 0.694 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr C xxxxx 0.740 C xxxxx 0.740 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.475 A xxxxx 0.475 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St A xxxxx 0.562 A xxxxx 0.562 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy C xxxxx 0.742 C xxxxx 0.742 + 0.000 V/C # 8 Bayside Dr/Coast Hwy C xxxxx 0.754 C xxxxx 0.754 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy B xxxxx 0.661 B xxxxx 0.661 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:33 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Riverside Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.842 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 118 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 12 2 15 83 10 475 248 1627 15 30 2580 40 Growth 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 Initial Bse: 12 2 15 83 10 475 248 1627 15 30 2580 40 User 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 PHF 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 PHF Volume: 12 2 15 83 10 475 248 1627 15 30 2580 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 2 15 83 10 475 248 1627 15 30 2580 40 PCE 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 MLF 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 FinalVolume: 12 2 15 83 10 475 248 1627 15 30 2580 40 OvlAdjVol: 227 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.41 0.07 0.52 0.89 0.11 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 662 110 828 1428 172 1600 1600 3171 29 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.05 0.06 0.30 0.16 0.51 0.51 0.02 0.54 0.03 OvlAdjV/S: 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:33 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Tustin Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.630 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 50 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 2 0 1 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 1 37 1 48 84 1675 0 0 2464 52 Growth 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 Initial Bse: 0 0 1 37 1 48 84 1675 0 0 2464 52 User 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 PHF 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 PHF Volume: 0 0 1 37 1 48 84 1675 0 0 2464 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 1 37 1 48 84 1675 0 0 2464 52 PCE 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 MLF 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 FinalVolume: 0 0 1 37 1 48 84 1675 0 0 2464 52 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.43 0.01 0.56 1.00 2.00 1.00 0.00 2.94 0.06 Final Sat.: 0 0 1600 688 19 893 1600 3200 1600 0 4701 99 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.05 0.05 0.05 0.52 0.00 0.00 0.52 0.52 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:34 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.694 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 61 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 66 761 24 173 1396 74 45 112 62 26 256 301 Growth 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 Initial Bse: 66 761 24 173 1396 74 45 112 62 26 256 301 User 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 PHF 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 PHF Volume: 66 761 24 173 1396 74 45 112 62 26 256 301 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 66 761 24 173 1396 74 45 112 62 26 256 301 PCE 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 MLF 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 FinalVolume: 66 761 24 173 1396 74 45 112 62 26 256 301 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.64 0.36 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1030 570 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.24 0.02 0.11 0.44 0.05 0.03 0.11 0.11 0.02 0.16 0.19 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:35 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.740 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 88 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 277 442 46 212 585 444 313 577 136 80 791 98 Growth 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 Initial Bse: 277 442 46 212 585 444 313 577 136 80 791 98 User 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 PHF 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 PHF Volume: 277 442 46 212 585 444 313 577 136 80 791 98 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 277 442 46 212 585 444 313 577 136 80 791 98 PCE 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 MLF 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 FinalVolume: 277 442 46 212 585 444 313 577 136 80 791 98 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.62 0.38 1.00 1.78 0.22 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2590 610 1600 2847 353 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.14 0.03 0.07 0.18 0.28 0.10 0.22 0.22 0.05 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:36 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.475 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 43 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 682 650 0 0 360 85 119 0 545 0 0 0 Growth 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 Initial Bse: 682 650 0 0 360 85 119 0 545 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 682 650 0 0 360 85 119 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 682 650 0 0 360 85 119 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 682 650 0 0 360 85 119 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.21 0.20 0.00 0.00 0.23 0.05 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:36 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.562 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 200 1277 24 57 861 26 23 20 178 25 13 43 Growth 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 Initial Bse: 200 1277 24 57 861 26 23 20 178 25 13 43 User 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 PHF 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 PHF Volume: 200 1277 24 57 861 26 23 20 178 25 13 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 200 1277 24 57 861 26 23 20 178 25 13 43 PCE 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 MLF 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 FinalVolume: 200 1277 24 57 861 26 23 20 178 25 13 43 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.53 0.47 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 856 744 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.13 0.40 0.02 0.04 0.27 0.02 0.01 0.03 0.11 0.02 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:37 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.742 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 88 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 44 46 938 50 152 170 1440 14 38 2232 1526 Growth 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 Initial Bse: 23 44 46 938 50 152 170 1440 14 38 2232 1526 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 23 44 46 938 50 152 170 1440 14 38 2232 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 44 46 938 50 152 170 1440 14 38 2232 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 23 44 46 938 50 152 170 1440 14 38 2232 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4754 46 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.20 0.03 0.10 0.05 0.30 0.30 0.02 0.47 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:38 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.754 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 93 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 487 25 45 61 23 99 112 1887 417 86 3182 59 Growth 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 Initial Bse: 487 25 45 61 23 99 112 1887 417 86 3182 59 User 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 PHF 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 PHF Volume: 487 25 45 61 23 99 112 1887 417 86 3182 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 487 25 45 61 23 99 112 1887 417 86 3182 59 PCE 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 MLF 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 FinalVolume: 487 25 45 61 23 99 112 1887 417 86 3182 59 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.63 0.13 0.24 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4197 215 388 1600 1600 1600 1600 4800 1600 1600 6283 117 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.12 0.12 0.04 0.01 0.06 0.07 0.39 0.26 0.05 0.51 0.51 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMTue Feb 9, 2021 15:48:39 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.661 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 67 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 226 75 177 497 1381 725 1086 14 125 1953 217 Growth 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 Initial Bse: 31 226 75 177 497 1381 725 1086 14 125 1953 217 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 226 75 177 497 0 725 1086 14 125 1953 217 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 226 75 177 497 0 725 1086 14 125 1953 217 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 226 75 177 497 0 725 1086 14 125 1953 217 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.50 0.50 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2403 797 1600 3200 1600 4800 6319 81 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.09 0.09 0.11 0.16 0.00 0.15 0.17 0.17 0.04 0.31 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx (02/12/21) APPENDIX C OCTA BUS SYSTEM MAP To Los Angeles To Riverside/Corona KN O TT GO L D E N W E S T GO L D E N W E S T MALVERN CHAPMAN BO L S A C H I C A GR A H A M PC H PA C I F I C C O A S T H W Y P C H PC H PC H PCH ST A N D A R D PAS E O D E V A L E N C I A DEL O B I S P O CA B O T OSO RA N C H O V I E J O C A M I N O C A P I S T R A N O BRO A D W A Y LA G U N A C A N Y O N EL TORO EL T O R O AL I C I A NIGU E L ALICI ALOS A L I S O S ALICI A JE R O N I M O TR A B U C O TO L E D O LA PAZ ALTO N BAKE ALTON BA R R A N C A CRO W N V A L L E Y MA R G U E R I T E MA R G U E R I T E PO R T O L A M U I R L A N D S R O C K F I E L D LAK E F O R E S T SANTA M A R G A R I T A JUNIPERO SER R A PO R T O L A IRV I N E IRV I N E BR Y A N JEFF R E Y JEFF REY SAN D C A N Y O N MICHEL S O N CAMPUS UNIVERSITY EAS T B L U F F TALBERT SLATER GO T H A R D MACARTHUR MAC A R T H U R ELLIS JA M B O R E E SUNFLOWER WARNER WARNER NEW P O R T RED H I L L RED H I L L TUS T I N R A N C H BALBOA EDI N G E R IRV I N E C E N T E R D R I V E EDINGER GO L D E N L A N T E R N MCFADDEN W A L N U T NEW P O R T WESTMINSTER 7TH TU S T I N TU S T I N RO S E LA K E V I E W IM P E R I A L BIRCH BRE A KR A E M E R GL A S S E L L BA TA VI A GR A N D BA R R A N C A CA M P U S VON K A R M A N JAM B O R E E ST AT E CO LL E G E ST A T E CO LL E G E KR A E M E R AS S O C I A T E D BR I S T O L BR I S T O L BRI S T O L UNI V E R S I T Y GARDEN GROVE LA VETA FOOTHILL HE W E S CHAPMAN WALNUT MEATS WA N D A VA LL E Y V I E W SANTI A G O CANYO N MAI N CUL V E R HAR V A R D FL O W E R KATELLA KATELLA LAMPSON To Los Angelesvia 105/110 Fwys FAIR BAKER FA IR V I E W FA IR V I E W A N A H E I M WILSON VICTORIA ORA N G E PL A C E N T I A BALL BALL TAFT HA R B O R 19TH SEA L B E A C H LO S A L A M I T O S NO R WA LK ST U D E B A K E R LINCOLN LINCOLN LINCOLN SAVI RANC H LA PALMA LANDON LA PALMA LA PALMA EU C L I D EU C L I D EU C L I D WA RD EU C L I D BR O O K H U R S T BR O O K H U R S T MA GN O L I A MA GN O L I A MA GN O L I A HAMILTON ORANGETHORPE GR I D L E Y ORANGETH O R P E MIRALOMA BE A C H BE A C H WHITTIER LA HABRA BE A C H 1ST MAIN COMMONWEALTH YORBA LINDA LEMON STONEHILL FR O N T E R A LO S M A R E S SUPER I O R W E I R C A N Y O N B L U E G U M PCH ST A N D A R D EDINGER MCFADDEN BOLSA 1ST 17TH ST A T E C O L L E G E NE W P O R T CE N T E R CHAPMAN MA I N KATELLA MA I N MA I N FA I R V I E W HA S T E R LE M O N A N A H E I M WILSON VICTORIA HA R B O R HA R B O R HA R B O R LA PALMA LA PALMA EU C L I D MA GN O L I A ORANGETHORPE BE A C H BE A C H LA HABRA BREA YORBA LINDA PLACENTIA FULLERTON BUENAPARK LA PALMA CYPRESS LOS ALAMITOS WESTMINSTER SANTA ANA FOUNTAINVALLEY HUNTINGTONBEACH COSTAMESA NEWPORTBEACH STANTON GARDENGROVE SEALBEACH ANAHEIM HILLS ANAHEIM ORANGE NORTHTUSTIN TUSTIN IRVINE LAKEFOREST MISSIONVIEJO RANCHOSANTAMARGARITA LAGUNAWOODS LAGUNAHILLS LAGUNANIGUEL DANAPOINT SAN CLEMENTE SAN JUANCAPISTRANO LAGUNABEACH ALISOVIEJO VILLAPARK FULLERTONTRANSPORTATIONCENTER FULLERTONPARK-AND-RIDE NEWPORTTRANSPORTATIONCENTER LAGUNA HILLSTRANSPORTATIONCENTER LAGUNA BEACHBUS STATION GOLDENWESTTRANSPORTATIONCENTER BUENA PARKSTATION FULLERTON STATION ANAHEIM CANYONSTATION ARTIC STATION ORANGE STATION SANTA ANA STATION TUSTINSTATION IRVINESTATION MISSION VIEJO LAGUNA NIGUEL STATION SAN JUAN CAPISTRANOSTATION SAN CLEMENTESTATION 55 55 55 55 55 76 70 70 66 60 57 57 56 54 5453 53 47 47 5747 47 47 543 543 38 37 37 37 29 29 25 25 25 25 25 24 24 24 24 453 463 463 463862 472 472 473 480 480 473472 21 21 21 21 21 21 21 1 1 1 1 1 1 1 1 55 55 55 55 55 55 91 91 91 91 91 89 89 89 87 87 87 86 86 86 86 86 86 86 85 85 85 82 82 79 79 79 79 79 76 72 72 72 71 71 71 167 143 143 143 129 129 129 153 153 153 167 167 178 178 178 178 178 167 167 177 206 701 721 794 794 794 794 721 701 206 206 206 213 213 213 213 213 213 213 177 177 150 150 71 71 71 71 71 70 70 70 90 90 90 66 83 83 83 83 83 66 6464 60 60 60 60 59 59 59 59 59 57 57 57 57 56 56 56 56 54 53 53X 53X 53 53 50 50 54 50 50 50 50 47 47 47 1 47 46 46 46 43 43 43 43 543 529 529 529 560 560 42 42 42 4242A 42 3838 38 37 37 37 35 35 35 33 33 33 30 30 3030 29 29 29 29 26 26 26 26 57X 64X64X64X 57X 57X 5 5 5 5 5 5 5 405 405 405 22 22 73 73 133 133 22 55 55 55 919191 91 57 57 57 241 241 241 241 261 OCbus.com OC Flex Zones Unlimited rides only $5 a day! Zones serving parts of Huntington Beach/ Westminster and Aliso Viejo/Laguna Niguel/ Mission Viejo. Learn more on page 158. System Map Rail Stations OC Bus Transit Centers Effective October 13, 2019 700 Express Service (700-799) Weekday Rush Hour Only 100 1 200 400 500 Local Routes (1-99) 800 City Shuttle Routes offering 15 minutes (or less)Weekday rush hour frequency Community Routes (100-199) OC Express Routes (200-299) Weekday Rush Hour Only Metrolink Stationlink Routes(400-499) Weekday Rush Hour Only Bravo Limited Stop Service(500-599) 1 North Map not to scale 12 MILES OCbus.comSystem MapNorth CountySystem MapSouth County System MapWest/Central County 100 1 200 400 Local Routes (1-99) Routes offering 15 minutes (or less)weekday rush hour frequency Community Routes(100-199) 800 City Shuttle (800-899) OC Express Routes(200-299)Weekday Rush Hour Only Metrolink Stationlink Routes(400-499)Weekday Rush Hour Only 1 1001200400Local Routes (1-99)Routes offering 15 minutes (or less)weekday rush hour frequency Community Routes(100-199)OC Express Routes(200-299)Weekday Rush Hour OnlyMetrolink Stationlink Routes(400-499)Weekday Rush Hour Only1 Rail StationsOC Bus Transit CentersRail StationsOC Bus Transit Centers1001200400500Local Routes (1-99)Routes offering 15 minutes (or less)weekday rush hour frequency Community Routes(100-199)OC Express Routes(200-299)Weekday Rush Hour OnlyMetrolink Stationlink Routes(400-499)Weekday Rush Hour Only Bravo Limited Stop Service (500-599)700 Express Service (700-799)Weekday Rush Hour Only57XXpress Stop Service800City Shuttle (800-899)500 Bravo Limited Stop Service (500-599)700 Express Service (700-799)Weekday Rush Hour Only57XXpress Stop Service 800 City Shuttle (800-899) Rail Stations OC Bus Transit Centers 500 Bravo Limited Stop Service (500-599) 700 Express Service (700-799)Weekday Rush Hour Only 57X Xpress Stop Service 1 OCbus.com OCbus.com For Fullerton, La Habra, Brea, Placentia, Anahem Hills, Tustin, and Villa Park use the North County Ride Guide. | For Irvine, and South County cities use South County Ride Guide OC Flex Zones Unlimited rides only $5 a day! Zones serving parts of Huntington Beach/ Westminster and Aliso Viejo/ Laguna Niguel/ Mission Viejo. TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» APPENDIX D CITY’S REGIONAL TRAFFIC ANNUAL GROWTH RATE TABLE CITY OF NEWPORT BEACH REGIONAL TRAFFIC ANNUAL GROWTH RATE COAST HIGHWAY East city limit to MacArthur Boulevard 1% MacArthur Boulevard to Jamboree Road 1% Jamboree Road to Newport Boulevard 1% Newport Boulevard to west city limit 1% IRVINE AVENUE All 1% JAMBOREE ROAD Coast Highway to San Joaquin Hills Road 1% San Joaquin Hills Road to Bison Avenue 1% Bison Ave to Bristol Street 1% Bristol Street to Campus Drive 1% MACARTHUR BOULEVARD Coast Highway to San Joaquin Hills Road 1% San Joaquin Hills Road to north city limit 1% NEWPORT BOULEVARD Coast Highway to north city limit 1% Street segments not listed are assumed to have 0% regional growth. TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» APPENDIX E APPROVED PROJECTS INFORMATION TRAFFIC IMPACT ANALYSIS FEBRUARY 2021 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 4.docx «02/12/21» APPENDIX F HCM WORKSHEETS HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 211 2156 7 10 1214 59 13 1 7 76 2 261 Future Volume (veh/h) 211 2156 7 10 1214 59 13 1 7 76 2 261 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 229 2343 8 11 1320 64 14 1 8 83 2 284 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, %222222222222 Cap, veh/h 264 2471 8 23 2783 864 155 21 65 321 7 519 Arrive On Green 0.15 0.68 0.68 0.01 0.55 0.55 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 3633 12 1781 5106 1585 562 118 363 1419 39 1585 Grp Volume(v), veh/h 229 1145 1206 11 1320 64 23 0 0 85 0 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1868 1781 1702 1585 1044 0 0 1458 0 1585 Q Serve(g_s), s 13.3 61.3 61.5 0.6 16.8 2.0 0.1 0.0 0.0 0.0 0.0 15.5 Cycle Q Clear(g_c), s 13.3 61.3 61.5 0.6 16.8 2.0 5.0 0.0 0.0 4.9 0.0 15.5 Prop In Lane 1.00 0.01 1.00 1.00 0.61 0.35 0.98 1.00 Lane Grp Cap(c), veh/h 264 1209 1271 23 2783 864 241 0 0 328 0 519 V/C Ratio(X) 0.87 0.95 0.95 0.47 0.47 0.07 0.10 0.00 0.00 0.26 0.00 0.55 Avail Cap(c_a), veh/h 406 1219 1282 86 2783 864 241 0 0 328 0 519 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.0 15.2 15.2 51.8 14.8 11.4 36.2 0.0 0.0 37.7 0.0 29.1 Incr Delay (d2), s/veh 11.7 14.9 14.6 14.2 0.1 0.0 0.8 0.0 0.0 1.9 0.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 25.9 27.2 0.4 6.2 0.7 0.5 0.0 0.0 2.1 0.0 6.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.6 30.1 29.8 65.9 14.9 11.4 36.9 0.0 0.0 39.6 0.0 33.2 LnGrp LOS E C C E B B D A A D A C Approach Vol, veh/h 2580 1395 23 369 Approach Delay, s/veh 32.2 15.1 36.9 34.7 Approach LOS C B D C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 5.9 76.4 23.4 20.2 62.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 5.1 72.5 18.9 24.1 53.5 Max Q Clear Time (g_c+I1), s 7.0 2.6 63.5 17.5 15.3 18.8 Green Ext Time (p_c), s 0.0 0.0 8.4 0.2 0.4 12.9 Intersection Summary HCM 6th Ctrl Delay 27.0 HCM 6th LOS C HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 2087 1 0 1202 51 2 0 0 36 0 16 Future Volume (veh/h) 41 2087 1 0 1202 51 2 0 0 36 0 16 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 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 2268 1 0 1307 55 2 0 0 39 0 17 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, %222022222222 Cap, veh/h 67 2509 1 0 3013 127 385 0 0 273 12 94 Arrive On Green 0.04 0.69 0.69 0.00 0.60 0.60 0.21 0.00 0.00 0.21 0.00 0.21 Sat Flow, veh/h 1781 3645 2 0 5193 211 1450 0 0 972 58 449 Grp Volume(v), veh/h 45 1105 1164 0 885 477 2 0 0 56 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1870 0 1702 1832 1450 0 0 1479 0 0 Q Serve(g_s), s 2.2 45.3 45.3 0.0 12.4 12.4 0.0 0.0 0.0 1.7 0.0 0.0 Cycle Q Clear(g_c), s 2.2 45.3 45.3 0.0 12.4 12.4 0.1 0.0 0.0 2.6 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.12 1.00 0.00 0.70 0.30 Lane Grp Cap(c), veh/h 67 1223 1287 0 2041 1099 386 0 0 379 0 0 V/C Ratio(X) 0.67 0.90 0.90 0.00 0.43 0.43 0.01 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 131 1258 1324 0 2041 1099 386 0 0 379 0 0 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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 41.9 11.3 11.3 0.0 9.6 9.6 27.6 0.0 0.0 28.5 0.0 0.0 Incr Delay (d2), s/veh 10.8 9.2 8.8 0.0 0.1 0.3 0.0 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 17.0 17.8 0.0 4.2 4.5 0.0 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.7 20.6 20.2 0.0 9.7 9.8 27.6 0.0 0.0 29.4 0.0 0.0 LnGrp LOS D C C A A A C A A C A A Approach Vol, veh/h 2314 1362 2 56 Approach Delay, s/veh 21.0 9.8 27.6 29.4 Approach LOS C A C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 23.0 65.2 23.0 7.8 57.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 62.5 18.5 6.5 51.5 Max Q Clear Time (g_c+I1), s 2.1 47.3 4.6 4.2 14.4 Green Ext Time (p_c), s 0.0 13.5 0.2 0.0 12.5 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 124 1963 33 27 1167 724 24 55 43 1170 39 124 Future Volume (veh/h) 124 1963 33 27 1167 724 24 55 43 1170 39 124 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 135 2134 36 29 1268 0 26 60 47 1272 42 135 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, %222222222222 Cap, veh/h 184 2259 38 43 2083 252 281 199 1339 498 422 Arrive On Green 0.05 0.44 0.44 0.02 0.41 0.00 0.14 0.14 0.14 0.27 0.27 0.27 Sat Flow, veh/h 3456 5172 87 1781 5106 1585 1781 1987 1407 5023 1870 1585 Grp Volume(v), veh/h 135 1404 766 29 1268 0 26 53 54 1272 42 135 Grp Sat Flow(s),veh/h/ln 1728 1702 1855 1781 1702 1585 1781 1777 1617 1674 1870 1585 Q Serve(g_s), s 5.3 54.4 54.6 2.2 26.9 0.0 1.8 3.6 4.1 34.2 2.3 9.4 Cycle Q Clear(g_c), s 5.3 54.4 54.6 2.2 26.9 0.0 1.8 3.6 4.1 34.2 2.3 9.4 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.87 1.00 1.00 Lane Grp Cap(c), veh/h 184 1487 810 43 2083 252 252 229 1339 498 422 V/C Ratio(X)0.73 0.94 0.95 0.67 0.61 0.10 0.21 0.24 0.95 0.08 0.32 Avail Cap(c_a), veh/h 243 1496 815 66 2083 252 252 229 1346 501 425 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.2 37.2 37.2 66.6 32.1 0.0 51.5 52.3 52.5 49.6 37.9 40.5 Incr Delay (d2), s/veh 7.6 12.4 19.5 16.3 0.5 0.0 0.8 1.9 2.4 14.3 0.1 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 2.5 24.8 28.8 1.2 11.2 0.0 0.8 1.8 1.8 16.1 1.1 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.8 49.5 56.7 83.0 32.6 0.0 52.3 54.2 54.9 63.9 38.0 40.9 LnGrp LOS E D E F C D D D E D D Approach Vol, veh/h 2305 1297 A 133 1449 Approach Delay, s/veh 53.2 33.8 54.1 61.0 Approach LOS D C D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.9 64.6 41.2 11.8 60.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.1 60.5 36.9 9.7 55.9 Max Q Clear Time (g_c+I1), s 6.1 4.2 56.6 36.2 7.3 28.9 Green Ext Time (p_c), s 0.5 0.0 3.5 0.4 0.1 10.8 Intersection Summary HCM 6th Ctrl Delay 50.6 HCM 6th LOS D Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 2665 466 62 1492 20 375 11 42 29 6 37 Future Volume (veh/h) 32 2665 466 62 1492 20 375 11 42 29 6 37 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 35 2897 507 67 1622 22 359 80 46 32 7 40 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, %222222222222 Cap, veh/h 48 3285 1020 85 4377 59 491 153 88 69 72 61 Arrive On Green 0.03 0.64 0.64 0.05 0.66 0.66 0.14 0.14 0.14 0.04 0.04 0.04 Sat Flow, veh/h 1781 5106 1585 1781 6590 89 3563 1114 641 1781 1870 1585 Grp Volume(v), veh/h 35 2897 507 67 1188 456 359 0 126 32 7 40 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1854 1781 0 1755 1781 1870 1585 Q Serve(g_s), s 2.6 63.5 22.8 5.1 14.9 14.9 13.1 0.0 9.1 2.4 0.5 3.4 Cycle Q Clear(g_c), s 2.6 63.5 22.8 5.1 14.9 14.9 13.1 0.0 9.1 2.4 0.5 3.4 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 48 3285 1020 85 3205 1231 491 0 242 69 72 61 V/C Ratio(X) 0.73 0.88 0.50 0.79 0.37 0.37 0.73 0.00 0.52 0.47 0.10 0.65 Avail Cap(c_a), veh/h 172 3328 1033 89 3205 1231 491 0 242 236 248 210 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.6 20.0 12.7 64.0 10.2 10.2 56.1 0.0 54.4 63.9 63.0 64.4 Incr Delay (d2), s/veh 18.8 3.1 0.4 34.9 0.1 0.2 9.3 0.0 7.8 4.8 0.6 11.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 24.5 8.0 3.1 5.1 6.0 6.5 0.0 4.5 1.2 0.2 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 84.3 23.0 13.1 98.9 10.2 10.3 65.4 0.0 62.2 68.7 63.6 75.6 LnGrp LOS F C B F BBEAEEEE Approach Vol, veh/h 3439 1711 485 79 Approach Delay, s/veh 22.2 13.7 64.6 71.8 Approach LOS C B E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.2 11.0 91.8 9.7 8.2 94.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 6.8 88.5 18.0 13.1 82.2 Max Q Clear Time (g_c+I1), s 15.1 7.1 65.5 5.4 4.6 16.9 Green Ext Time (p_c), s 0.8 0.0 21.8 0.1 0.0 19.0 Intersection Summary HCM 6th Ctrl Delay 23.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 243 1484 15 29 2419 38 12 2 15 82 10 475 Future Volume (veh/h) 243 1484 15 29 2419 38 12 2 15 82 10 475 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 264 1613 16 32 2629 41 13 2 16 89 11 516 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, %222222222222 Cap, veh/h 267 2173 22 54 2468 766 141 38 130 359 40 581 Arrive On Green 0.15 0.60 0.60 0.03 0.48 0.48 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 3605 36 1781 5106 1585 387 176 601 1309 186 1585 Grp Volume(v), veh/h 264 794 835 32 2629 41 31 0 0 100 0 516 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1702 1585 1164 0 0 1495 0 1585 Q Serve(g_s), s 13.3 28.9 29.0 1.6 43.5 1.2 0.0 0.0 0.0 0.0 0.0 19.5 Cycle Q Clear(g_c), s 13.3 28.9 29.0 1.6 43.5 1.2 4.5 0.0 0.0 4.4 0.0 19.5 Prop In Lane 1.00 0.02 1.00 1.00 0.42 0.52 0.89 1.00 Lane Grp Cap(c), veh/h 267 1071 1123 54 2468 766 309 0 0 399 0 581 V/C Ratio(X) 0.99 0.74 0.74 0.59 1.07 0.05 0.10 0.00 0.00 0.25 0.00 0.89 Avail Cap(c_a), veh/h 267 1071 1123 101 2468 766 309 0 0 399 0 581 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 38.2 12.8 12.9 43.1 23.3 12.3 28.1 0.0 0.0 29.3 0.0 26.8 Incr Delay (d2), s/veh 51.6 2.8 2.7 9.7 38.5 0.0 0.6 0.0 0.0 1.5 0.0 18.1 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 9.5 11.0 11.5 0.8 24.7 0.4 0.6 0.0 0.0 1.9 0.0 12.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 89.8 15.6 15.6 52.7 61.7 12.4 28.8 0.0 0.0 30.8 0.0 44.8 LnGrp LOS F B B D F B C A A C A D Approach Vol, veh/h 1893 2702 31 616 Approach Delay, s/veh 25.9 60.9 28.8 42.5 Approach LOS C E C D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.3 58.7 24.0 18.0 48.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.1 51.9 19.5 13.5 43.5 Max Q Clear Time (g_c+I1), s 6.5 3.6 31.0 21.5 15.3 45.5 Green Ext Time (p_c), s 0.1 0.0 12.6 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.9 HCM 6th LOS D HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 1531 0 0 2304 51 0 0 1 37 1 48 Future Volume (veh/h) 82 1531 0 0 2304 51 0 0 1 37 1 48 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 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 1664 0 0 2504 55 0 0 1 40 1 52 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, %222022222222 Cap, veh/h 114 2279 0 0 2677 59 0 0 389 203 28 211 Arrive On Green 0.06 0.64 0.00 0.00 0.52 0.52 0.00 0.00 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3647 0 0 5310 112 0 0 1585 562 115 859 Grp Volume(v), veh/h 89 1664 0 0 1654 905 0 0 1 93 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1702 1850 0 0 1585 1536 0 0 Q Serve(g_s), s 3.9 25.1 0.0 0.0 36.0 36.4 0.0 0.0 0.0 0.9 0.0 0.0 Cycle Q Clear(g_c), s 3.9 25.1 0.0 0.0 36.0 36.4 0.0 0.0 0.0 3.6 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.06 0.00 1.00 0.43 0.56 Lane Grp Cap(c), veh/h 114 2279 0 0 1772 963 0 0 389 442 0 0 V/C Ratio(X) 0.78 0.73 0.00 0.00 0.93 0.94 0.00 0.00 0.00 0.21 0.00 0.00 Avail Cap(c_a), veh/h 123 2304 0 0 1778 966 0 0 389 442 0 0 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 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 36.6 9.6 0.0 0.0 17.8 17.9 0.0 0.0 22.6 23.9 0.0 0.0 Incr Delay (d2), s/veh 25.3 1.2 0.0 0.0 9.6 16.3 0.0 0.0 0.0 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 8.2 0.0 0.0 14.7 18.0 0.0 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.9 10.8 0.0 0.0 27.4 34.1 0.0 0.0 22.7 25.0 0.0 0.0 LnGrp LOS EBAACCAACCAA Approach Vol, veh/h 1753 2559 1 93 Approach Delay, s/veh 13.4 29.8 22.7 25.0 Approach LOS B C C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 55.4 24.0 9.6 45.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 51.5 19.5 5.5 41.5 Max Q Clear Time (g_c+I1), s 2.0 27.1 5.6 5.9 38.4 Green Ext Time (p_c), s 0.0 14.9 0.3 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 23.1 HCM 6th LOS C HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 138 1331 14 37 2101 1434 23 44 46 882 50 127 Future Volume (veh/h) 138 1331 14 37 2101 1434 23 44 46 882 50 127 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 150 1447 15 40 2284 0 25 48 50 959 54 138 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, %222222222222 Cap, veh/h 177 2815 29 52 2645 237 237 211 876 326 276 Arrive On Green 0.05 0.54 0.54 0.03 0.52 0.00 0.13 0.13 0.13 0.17 0.17 0.17 Sat Flow, veh/h 3456 5211 54 1781 5106 1585 1781 1777 1585 5023 1870 1585 Grp Volume(v), veh/h 150 945 517 40 2284 0 25 48 50 959 54 138 Grp Sat Flow(s),veh/h/ln 1728 1702 1861 1781 1702 1585 1781 1777 1585 1674 1870 1585 Q Serve(g_s), s 6.3 25.9 25.9 3.3 57.1 0.0 1.8 3.5 4.1 25.5 3.6 11.5 Cycle Q Clear(g_c), s 6.3 25.9 25.9 3.3 57.1 0.0 1.8 3.5 4.1 25.5 3.6 11.5 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 177 1839 1005 52 2645 237 237 211 876 326 276 V/C Ratio(X)0.85 0.51 0.51 0.77 0.86 0.11 0.20 0.24 1.10 0.17 0.50 Avail Cap(c_a), veh/h 177 1839 1005 111 2775 237 237 211 876 326 276 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.8 21.4 21.4 70.5 30.7 0.0 55.7 56.5 56.7 60.4 51.3 54.6 Incr Delay (d2), s/veh 29.7 0.2 0.4 21.4 3.0 0.0 0.9 1.9 2.6 59.8 0.2 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 10.4 11.4 1.8 23.7 0.0 0.9 1.7 1.8 15.7 1.7 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 98.6 21.6 21.8 91.9 33.7 0.0 56.6 58.4 59.3 120.1 51.6 56.0 LnGrp LOS F C C F C E E E F D E Approach Vol, veh/h 1612 2324 A 123 1151 Approach Delay, s/veh 28.9 34.7 58.4 109.2 Approach LOS C C E F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.7 83.5 30.0 12.0 80.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 9.1 77.9 25.5 7.5 79.5 Max Q Clear Time (g_c+I1), s 6.1 5.3 27.9 27.5 8.3 59.1 Green Ext Time (p_c), s 0.4 0.0 15.0 0.0 0.0 16.7 Intersection Summary HCM 6th Ctrl Delay 49.9 HCM 6th LOS D Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 56 1780 408 74 3036 27 482 19 45 34 15 47 Future Volume (veh/h) 56 1780 408 74 3036 27 482 19 45 34 15 47 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 61 1935 443 80 3300 29 460 111 49 37 16 51 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, %222222222222 Cap, veh/h 79 3043 945 101 4035 35 577 199 88 84 89 75 Arrive On Green 0.04 0.60 0.60 0.06 0.61 0.61 0.16 0.16 0.16 0.05 0.05 0.05 Sat Flow, veh/h 1781 5106 1585 1781 6627 58 3563 1230 543 1781 1870 1585 Grp Volume(v), veh/h 61 1935 443 80 2401 928 460 0 160 37 16 51 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1860 1781 0 1773 1781 1870 1585 Q Serve(g_s), s 4.4 32.3 20.5 5.8 50.7 51.0 16.3 0.0 10.9 2.6 1.1 4.1 Cycle Q Clear(g_c), s 4.4 32.3 20.5 5.8 50.7 51.0 16.3 0.0 10.9 2.6 1.1 4.1 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.31 1.00 1.00 Lane Grp Cap(c), veh/h 79 3043 945 101 2938 1132 577 0 287 84 89 75 V/C Ratio(X) 0.78 0.64 0.47 0.79 0.82 0.82 0.80 0.00 0.56 0.44 0.18 0.68 Avail Cap(c_a), veh/h 154 3043 945 208 3006 1159 577 0 287 245 257 218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.9 17.2 14.8 60.9 19.9 20.0 52.7 0.0 50.5 60.6 59.9 61.3 Incr Delay (d2), s/veh 15.0 0.4 0.4 12.6 1.8 4.7 10.9 0.0 7.6 3.5 1.0 10.2 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 2.3 12.4 7.3 3.0 18.6 22.5 8.2 0.0 5.5 1.3 0.5 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.9 17.6 15.2 73.5 21.7 24.7 63.6 0.0 58.1 64.2 60.8 71.5 LnGrp LOS EBBECCEAEEEE Approach Vol, veh/h 2439 3409 620 104 Approach Delay, s/veh 18.7 23.8 62.2 67.3 Approach LOS B C E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.7 12.0 82.5 10.7 10.3 84.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.2 15.3 77.5 18.0 11.3 81.5 Max Q Clear Time (g_c+I1), s 18.3 7.8 34.3 6.1 6.4 53.0 Green Ext Time (p_c), s 0.8 0.1 27.3 0.2 0.0 26.7 Intersection Summary HCM 6th Ctrl Delay 26.2 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 2272 7 10 1312 60 13 1 7 77 2 261 Future Volume (veh/h) 215 2272 7 10 1312 60 13 1 7 77 2 261 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 234 2470 8 11 1426 65 14 1 8 84 2 284 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, %222222222222 Cap, veh/h 267 2572 8 23 2916 905 133 19 54 286 6 495 Arrive On Green 0.15 0.71 0.71 0.01 0.57 0.57 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1781 3633 12 1781 5106 1585 510 115 333 1380 38 1585 Grp Volume(v), veh/h 234 1207 1271 11 1426 65 23 0 0 86 0 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1868 1781 1702 1585 958 0 0 1418 0 1585 Q Serve(g_s), s 14.9 71.8 72.1 0.7 19.3 2.1 0.1 0.0 0.0 0.0 0.0 17.4 Cycle Q Clear(g_c), s 14.9 71.8 72.1 0.7 19.3 2.1 6.3 0.0 0.0 6.2 0.0 17.4 Prop In Lane 1.00 0.01 1.00 1.00 0.61 0.35 0.98 1.00 Lane Grp Cap(c), veh/h 267 1258 1322 23 2916 905 206 0 0 292 0 495 V/C Ratio(X) 0.88 0.96 0.96 0.48 0.49 0.07 0.11 0.00 0.00 0.29 0.00 0.57 Avail Cap(c_a), veh/h 404 1264 1329 78 2916 905 206 0 0 292 0 495 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.3 15.4 15.5 56.9 14.8 11.1 41.3 0.0 0.0 43.2 0.0 33.4 Incr Delay (d2), s/veh 13.3 16.6 16.2 14.7 0.1 0.0 1.1 0.0 0.0 2.5 0.0 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 30.4 31.9 0.4 7.2 0.7 0.6 0.0 0.0 2.4 0.0 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.6 32.0 31.7 71.6 14.9 11.2 42.4 0.0 0.0 45.8 0.0 38.2 LnGrp LOS E C C E B B D A A D A D Approach Vol, veh/h 2712 1502 23 370 Approach Delay, s/veh 34.4 15.2 42.4 39.9 Approach LOS C B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 6.0 86.6 23.4 21.9 70.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 5.1 82.5 18.9 26.3 61.3 Max Q Clear Time (g_c+I1), s 8.3 2.7 74.1 19.4 16.9 21.3 Green Ext Time (p_c), s 0.0 0.0 8.0 0.0 0.5 15.0 Intersection Summary HCM 6th Ctrl Delay 28.6 HCM 6th LOS C HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 2202 1 0 1300 52 2 0 0 36 0 16 Future Volume (veh/h) 42 2202 1 0 1300 52 2 0 0 36 0 16 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 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 2393 1 0 1413 57 2 0 0 39 0 17 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, %222022222222 Cap, veh/h 68 2526 1 0 3044 123 380 0 0 269 12 93 Arrive On Green 0.04 0.69 0.69 0.00 0.60 0.60 0.21 0.00 0.00 0.21 0.00 0.21 Sat Flow, veh/h 1781 3645 2 0 5203 203 1451 0 0 972 58 449 Grp Volume(v), veh/h 46 1166 1228 0 955 515 2 0 0 56 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1870 0 1702 1834 1451 0 0 1479 0 0 Q Serve(g_s), s 2.3 52.5 52.6 0.0 13.8 13.8 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 2.3 52.5 52.6 0.0 13.8 13.8 0.1 0.0 0.0 2.6 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.11 1.00 0.00 0.70 0.30 Lane Grp Cap(c), veh/h 68 1231 1296 0 2058 1109 380 0 0 374 0 0 V/C Ratio(X) 0.68 0.95 0.95 0.00 0.46 0.46 0.01 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 131 1240 1305 0 2058 1109 380 0 0 374 0 0 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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 42.5 12.3 12.3 0.0 9.7 9.7 28.2 0.0 0.0 29.2 0.0 0.0 Incr Delay (d2), s/veh 11.2 14.7 14.2 0.0 0.2 0.3 0.0 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 21.1 22.1 0.0 4.7 5.1 0.0 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.8 27.0 26.5 0.0 9.9 10.0 28.2 0.0 0.0 30.0 0.0 0.0 LnGrp LOS D C C A A B C A A C A A Approach Vol, veh/h 2440 1470 2 56 Approach Delay, s/veh 27.2 9.9 28.2 30.0 Approach LOS C A C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 23.0 66.6 23.0 7.9 58.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 62.5 18.5 6.6 51.4 Max Q Clear Time (g_c+I1), s 2.1 54.6 4.6 4.3 15.8 Green Ext Time (p_c), s 0.0 7.5 0.2 0.0 13.8 Intersection Summary HCM 6th Ctrl Delay 20.9 HCM 6th LOS C HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 138 2060 34 28 1252 765 24 55 43 1207 39 136 Future Volume (veh/h) 138 2060 34 28 1252 765 24 55 43 1207 39 136 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 150 2239 37 30 1361 0 26 60 47 1312 42 148 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 199 2263 37 44 2066 251 280 198 1340 499 423 Arrive On Green 0.06 0.44 0.44 0.02 0.40 0.00 0.14 0.14 0.14 0.27 0.27 0.27 Sat Flow, veh/h 3456 5174 85 1781 5106 1585 1781 1987 1407 5023 1870 1585 Grp Volume(v), veh/h 150 1472 804 30 1361 0 26 53 54 1312 42 148 Grp Sat Flow(s),veh/h/ln 1728 1702 1855 1781 1702 1585 1781 1777 1617 1674 1870 1585 Q Serve(g_s), s 5.9 59.3 59.6 2.3 29.9 0.0 1.8 3.7 4.1 35.9 2.3 10.4 Cycle Q Clear(g_c), s 5.9 59.3 59.6 2.3 29.9 0.0 1.8 3.7 4.1 35.9 2.3 10.4 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.87 1.00 1.00 Lane Grp Cap(c), veh/h 199 1489 811 44 2066 251 250 228 1340 499 423 V/C Ratio(X)0.75 0.99 0.99 0.68 0.66 0.10 0.21 0.24 0.98 0.08 0.35 Avail Cap(c_a), veh/h 242 1489 811 66 2066 251 250 228 1340 499 423 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.2 38.6 38.6 66.9 33.4 0.0 51.8 52.6 52.8 50.3 38.0 41.0 Incr Delay (d2), s/veh 10.2 20.6 29.3 16.9 0.8 0.0 0.8 1.9 2.4 19.7 0.1 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 2.9 28.6 33.2 1.3 12.5 0.0 0.9 1.8 1.8 17.4 1.1 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 74.4 59.1 67.9 83.8 34.2 0.0 52.6 54.5 55.2 70.0 38.1 41.5 LnGrp LOS E E E F C D D E E D D Approach Vol, veh/h 2426 1391 A 133 1502 Approach Delay, s/veh 63.0 35.3 54.4 66.3 Approach LOS E D D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.9 65.0 41.4 12.5 60.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.1 60.5 36.9 9.7 55.9 Max Q Clear Time (g_c+I1), s 6.1 4.3 61.6 37.9 7.9 31.9 Green Ext Time (p_c), s 0.5 0.0 0.0 0.0 0.1 11.1 Intersection Summary HCM 6th Ctrl Delay 56.6 HCM 6th LOS E Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 2768 475 66 1582 36 376 17 42 47 10 61 Future Volume (veh/h) 72 2768 475 66 1582 36 376 17 42 47 10 61 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 3009 516 72 1720 39 362 84 46 51 11 66 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, %222222222222 Cap, veh/h 98 3226 1001 87 4078 92 477 152 83 101 106 90 Arrive On Green 0.06 0.63 0.63 0.05 0.63 0.63 0.13 0.13 0.13 0.06 0.06 0.06 Sat Flow, veh/h 1781 5106 1585 1781 6521 148 3563 1136 622 1781 1870 1585 Grp Volume(v), veh/h 78 3009 516 72 1273 486 362 0 130 51 11 66 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1844 1781 0 1758 1781 1870 1585 Q Serve(g_s), s 6.0 73.8 24.8 5.6 18.7 18.7 13.7 0.0 9.7 3.9 0.8 5.7 Cycle Q Clear(g_c), s 6.0 73.8 24.8 5.6 18.7 18.7 13.7 0.0 9.7 3.9 0.8 5.7 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.35 1.00 1.00 Lane Grp Cap(c), veh/h 98 3226 1001 87 3017 1153 477 0 236 101 106 90 V/C Ratio(X) 0.79 0.93 0.52 0.83 0.42 0.42 0.76 0.00 0.55 0.51 0.10 0.74 Avail Cap(c_a), veh/h 167 3237 1005 87 3017 1153 477 0 236 230 241 204 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.2 23.0 14.0 65.8 13.3 13.3 58.3 0.0 56.5 63.9 62.5 64.8 Incr Delay (d2), s/veh 13.3 5.8 0.5 46.2 0.1 0.2 10.8 0.0 9.0 3.9 0.4 11.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 29.6 8.9 3.7 6.7 7.8 6.9 0.0 4.9 1.9 0.4 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.4 28.8 14.5 112.0 13.4 13.6 69.0 0.0 65.5 67.8 62.9 75.9 LnGrp LOS E C B F BBEAEEEE Approach Vol, veh/h 3603 1831 492 128 Approach Delay, s/veh 27.8 17.3 68.1 71.5 Approach LOS C B E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.2 11.3 92.7 12.4 12.2 91.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 6.8 88.5 18.0 13.1 82.2 Max Q Clear Time (g_c+I1), s 15.7 7.6 75.8 7.7 8.0 20.7 Green Ext Time (p_c), s 0.7 0.0 12.4 0.2 0.1 21.2 Intersection Summary HCM 6th Ctrl Delay 28.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 248 1614 15 30 2567 40 12 2 15 83 10 475 Future Volume (veh/h) 248 1614 15 30 2567 40 12 2 15 83 10 475 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 270 1754 16 33 2790 43 13 2 16 90 11 516 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, %222222222222 Cap, veh/h 283 2422 22 51 2762 857 96 28 83 265 29 533 Arrive On Green 0.16 0.67 0.67 0.03 0.54 0.54 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 3608 33 1781 5106 1585 277 160 466 1144 163 1585 Grp Volume(v), veh/h 270 863 907 33 2790 43 31 0 0 101 0 516 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1702 1585 903 0 0 1307 0 1585 Q Serve(g_s), s 16.5 34.1 34.3 2.0 59.5 1.4 0.2 0.0 0.0 0.0 0.0 19.5 Cycle Q Clear(g_c), s 16.5 34.1 34.3 2.0 59.5 1.4 8.8 0.0 0.0 8.7 0.0 19.5 Prop In Lane 1.00 0.02 1.00 1.00 0.42 0.52 0.89 1.00 Lane Grp Cap(c), veh/h 283 1192 1251 51 2762 857 207 0 0 294 0 533 V/C Ratio(X) 0.95 0.72 0.73 0.64 1.01 0.05 0.15 0.00 0.00 0.34 0.00 0.97 Avail Cap(c_a), veh/h 283 1192 1251 102 2762 857 207 0 0 294 0 533 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.8 11.6 11.6 52.8 25.3 11.9 38.1 0.0 0.0 40.7 0.0 35.9 Incr Delay (d2), s/veh 40.7 2.2 2.1 12.6 19.7 0.0 1.5 0.0 0.0 3.2 0.0 31.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.5 12.7 13.4 1.1 27.4 0.5 0.8 0.0 0.0 2.7 0.0 18.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 86.5 13.8 13.7 65.4 44.9 11.9 39.6 0.0 0.0 43.9 0.0 67.7 LnGrp LOS F B B E F B D A A D A E Approach Vol, veh/h 2040 2866 31 617 Approach Delay, s/veh 23.4 44.6 39.6 63.8 Approach LOS C D D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.7 78.3 24.0 22.0 64.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 6.3 70.7 19.5 17.5 59.5 Max Q Clear Time (g_c+I1), s 10.8 4.0 36.3 21.5 18.5 61.5 Green Ext Time (p_c), s 0.1 0.0 19.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 38.9 HCM 6th LOS D HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 1662 0 0 2451 52 0 0 1 37 1 48 Future Volume (veh/h) 84 1662 0 0 2451 52 0 0 1 37 1 48 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 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 1807 0 0 2664 57 0 0 1 40 1 52 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, %222022222222 Cap, veh/h 116 2416 0 0 2902 62 0 0 347 181 25 188 Arrive On Green 0.07 0.68 0.00 0.00 0.56 0.56 0.00 0.00 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 3647 0 0 5314 110 0 0 1585 562 115 859 Grp Volume(v), veh/h 91 1807 0 0 1758 963 0 0 1 93 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1702 1851 0 0 1585 1536 0 0 Q Serve(g_s), s 4.5 29.5 0.0 0.0 41.4 42.1 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 4.5 29.5 0.0 0.0 41.4 42.1 0.0 0.0 0.0 4.2 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.06 0.00 1.00 0.43 0.56 Lane Grp Cap(c), veh/h 116 2416 0 0 1920 1044 0 0 347 394 0 0 V/C Ratio(X) 0.78 0.75 0.00 0.00 0.92 0.92 0.00 0.00 0.00 0.24 0.00 0.00 Avail Cap(c_a), veh/h 130 2456 0 0 1932 1050 0 0 347 394 0 0 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 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 41.0 9.3 0.0 0.0 17.5 17.6 0.0 0.0 27.2 28.7 0.0 0.0 Incr Delay (d2), s/veh 23.9 1.3 0.0 0.0 7.3 13.0 0.0 0.0 0.0 1.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 9.7 0.0 0.0 16.3 19.6 0.0 0.0 0.0 1.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.9 10.6 0.0 0.0 24.8 30.7 0.0 0.0 27.2 30.1 0.0 0.0 LnGrp LOS EBAACCAACCAA Approach Vol, veh/h 1898 2721 1 93 Approach Delay, s/veh 13.2 26.9 27.2 30.1 Approach LOS B C C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 65.0 24.0 10.3 54.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 61.5 19.5 6.5 50.5 Max Q Clear Time (g_c+I1), s 2.0 31.5 6.2 6.5 44.1 Green Ext Time (p_c), s 0.0 18.8 0.3 0.0 6.1 Intersection Summary HCM 6th Ctrl Delay 21.4 HCM 6th LOS C HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 157 1440 14 38 2232 1513 23 44 46 926 50 139 Future Volume (veh/h) 157 1440 14 38 2232 1513 23 44 46 926 50 139 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 171 1565 15 41 2426 0 25 48 50 1007 54 151 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, %222222222222 Cap, veh/h 175 2848 27 53 2682 234 233 208 863 321 272 Arrive On Green 0.05 0.55 0.55 0.03 0.53 0.00 0.13 0.13 0.13 0.17 0.17 0.17 Sat Flow, veh/h 3456 5215 50 1781 5106 1585 1781 1777 1585 5023 1870 1585 Grp Volume(v), veh/h 171 1021 559 41 2426 0 25 48 50 1007 54 151 Grp Sat Flow(s),veh/h/ln 1728 1702 1861 1781 1702 1585 1781 1777 1585 1674 1870 1585 Q Serve(g_s), s 7.3 28.9 28.9 3.4 63.8 0.0 1.8 3.6 4.2 25.5 3.7 12.9 Cycle Q Clear(g_c), s 7.3 28.9 28.9 3.4 63.8 0.0 1.8 3.6 4.2 25.5 3.7 12.9 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 175 1859 1016 53 2682 234 233 208 863 321 272 V/C Ratio(X)0.98 0.55 0.55 0.77 0.90 0.11 0.21 0.24 1.17 0.17 0.55 Avail Cap(c_a), veh/h 175 1859 1016 109 2734 234 233 208 863 321 272 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.4 21.9 21.9 71.5 31.9 0.0 56.8 57.6 57.8 61.5 52.4 56.3 Incr Delay (d2), s/veh 61.9 0.3 0.6 20.9 4.7 0.0 0.9 2.0 2.7 87.8 0.2 2.5 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 4.8 11.7 12.8 1.9 26.9 0.0 0.9 1.8 1.9 17.9 1.8 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 132.3 22.2 22.5 92.5 36.6 0.0 57.7 59.6 60.6 149.3 52.7 58.7 LnGrp LOS F C C F D E E E F D E Approach Vol, veh/h 1751 2467 A 123 1212 Approach Delay, s/veh 33.1 37.5 59.6 133.7 Approach LOS C D E F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.9 85.6 30.0 12.0 82.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 9.1 77.9 25.5 7.5 79.5 Max Q Clear Time (g_c+I1), s 6.2 5.4 30.9 27.5 9.3 65.8 Green Ext Time (p_c), s 0.4 0.0 16.8 0.0 0.0 12.2 Intersection Summary HCM 6th Ctrl Delay 57.6 HCM 6th LOS E Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 1875 417 86 3169 59 487 25 45 61 23 99 Future Volume (veh/h) 112 1875 417 86 3169 59 487 25 45 61 23 99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 122 2038 453 93 3445 64 466 115 49 66 25 108 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, %222222222222 Cap, veh/h 140 2960 919 115 3706 68 525 184 78 148 156 132 Arrive On Green 0.08 0.58 0.58 0.06 0.57 0.57 0.15 0.15 0.15 0.08 0.08 0.08 Sat Flow, veh/h 1781 5106 1585 1781 6553 121 3563 1245 530 1781 1870 1585 Grp Volume(v), veh/h 122 2038 453 93 2532 977 466 0 164 66 25 108 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1849 1781 0 1775 1781 1870 1585 Q Serve(g_s), s 9.7 40.1 24.2 7.4 68.9 70.0 18.4 0.0 12.5 5.1 1.8 9.6 Cycle Q Clear(g_c), s 9.7 40.1 24.2 7.4 68.9 70.0 18.4 0.0 12.5 5.1 1.8 9.6 Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.30 1.00 1.00 Lane Grp Cap(c), veh/h 140 2960 919 115 2729 1046 525 0 262 148 156 132 V/C Ratio(X) 0.87 0.69 0.49 0.81 0.93 0.93 0.89 0.00 0.63 0.45 0.16 0.82 Avail Cap(c_a), veh/h 140 2960 919 190 2735 1048 525 0 262 223 234 198 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.5 21.1 17.8 66.4 28.5 28.8 60.1 0.0 57.6 62.8 61.2 64.8 Incr Delay (d2), s/veh 40.8 0.7 0.4 12.6 6.3 14.7 19.5 0.0 10.8 2.1 0.5 15.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 15.9 8.9 3.8 27.3 34.3 9.8 0.0 6.4 2.4 0.9 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 106.3 21.8 18.2 79.0 34.8 43.5 79.6 0.0 68.4 64.8 61.7 79.8 LnGrp LOS F C B E C D EAEEEE Approach Vol, veh/h 2613 3602 630 199 Approach Delay, s/veh 25.1 38.3 76.7 72.6 Approach LOS C D E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.7 13.8 87.9 16.5 15.8 85.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.2 15.3 77.5 18.0 11.3 81.5 Max Q Clear Time (g_c+I1), s 20.4 9.4 42.1 11.6 11.7 72.0 Green Ext Time (p_c), s 0.3 0.1 25.3 0.3 0.0 9.3 Intersection Summary HCM 6th Ctrl Delay 37.8 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 02/09/2021 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 2294 7 10 1327 60 13 1 7 77 2 261 Future Volume (veh/h) 215 2294 7 10 1327 60 13 1 7 77 2 261 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 234 2493 8 11 1442 65 14 1 8 84 2 284 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, %222222222222 Cap, veh/h 267 2573 8 23 2918 906 133 19 54 286 6 495 Arrive On Green 0.15 0.71 0.71 0.01 0.57 0.57 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1781 3633 12 1781 5106 1585 509 114 333 1380 38 1585 Grp Volume(v), veh/h 234 1218 1283 11 1442 65 23 0 0 86 0 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1868 1781 1702 1585 956 0 0 1417 0 1585 Q Serve(g_s), s 14.9 74.0 74.2 0.7 19.6 2.1 0.1 0.0 0.0 0.0 0.0 17.4 Cycle Q Clear(g_c), s 14.9 74.0 74.2 0.7 19.6 2.1 6.4 0.0 0.0 6.3 0.0 17.4 Prop In Lane 1.00 0.01 1.00 1.00 0.61 0.35 0.98 1.00 Lane Grp Cap(c), veh/h 267 1258 1323 23 2918 906 205 0 0 292 0 495 V/C Ratio(X) 0.88 0.97 0.97 0.48 0.49 0.07 0.11 0.00 0.00 0.29 0.00 0.57 Avail Cap(c_a), veh/h 403 1262 1327 78 2918 906 205 0 0 292 0 495 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.4 15.7 15.8 56.9 14.9 11.1 41.4 0.0 0.0 43.3 0.0 33.5 Incr Delay (d2), s/veh 13.4 18.2 17.8 14.8 0.1 0.0 1.1 0.0 0.0 2.6 0.0 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 31.6 33.2 0.4 7.4 0.7 0.6 0.0 0.0 2.4 0.0 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.7 33.9 33.6 71.7 15.0 11.2 42.5 0.0 0.0 45.9 0.0 38.2 LnGrp LOS E C C E B B D A A D A D Approach Vol, veh/h 2735 1518 23 370 Approach Delay, s/veh 36.1 15.2 42.5 40.0 Approach LOS D B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 6.0 86.8 23.4 21.9 70.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 5.1 82.5 18.9 26.3 61.3 Max Q Clear Time (g_c+I1), s 8.4 2.7 76.2 19.4 16.9 21.6 Green Ext Time (p_c), s 0.0 0.0 6.1 0.0 0.5 15.2 Intersection Summary HCM 6th Ctrl Delay 29.6 HCM 6th LOS C HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 02/09/2021 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 2224 1 0 1315 52 2 0 0 36 0 16 Future Volume (veh/h) 42 2224 1 0 1315 52 2 0 0 36 0 16 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 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 2417 1 0 1429 57 2 0 0 39 0 17 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, %222022222222 Cap, veh/h 68 2528 1 0 3049 122 379 0 0 269 12 93 Arrive On Green 0.04 0.69 0.69 0.00 0.61 0.61 0.21 0.00 0.00 0.21 0.00 0.21 Sat Flow, veh/h 1781 3645 2 0 5206 201 1451 0 0 972 58 449 Grp Volume(v), veh/h 46 1178 1240 0 966 520 2 0 0 56 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1870 0 1702 1834 1451 0 0 1479 0 0 Q Serve(g_s), s 2.3 54.1 54.1 0.0 14.0 14.0 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 2.3 54.1 54.1 0.0 14.0 14.0 0.1 0.0 0.0 2.6 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.11 1.00 0.00 0.70 0.30 Lane Grp Cap(c), veh/h 68 1232 1297 0 2060 1110 379 0 0 373 0 0 V/C Ratio(X) 0.68 0.96 0.96 0.00 0.47 0.47 0.01 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 131 1238 1303 0 2060 1110 379 0 0 373 0 0 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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 42.6 12.5 12.5 0.0 9.8 9.8 28.3 0.0 0.0 29.3 0.0 0.0 Incr Delay (d2), s/veh 11.3 16.2 15.6 0.0 0.2 0.3 0.0 0.0 0.0 0.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 22.1 23.1 0.0 4.7 5.2 0.0 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.9 28.7 28.1 0.0 9.9 10.1 28.3 0.0 0.0 30.1 0.0 0.0 LnGrp LOS D C C A A B C A A C A A Approach Vol, veh/h 2464 1486 2 56 Approach Delay, s/veh 28.9 10.0 28.3 30.1 Approach LOS C A C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 23.0 66.7 23.0 7.9 58.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 62.5 18.5 6.6 51.4 Max Q Clear Time (g_c+I1), s 2.1 56.1 4.6 4.3 16.0 Green Ext Time (p_c), s 0.0 6.1 0.2 0.0 14.0 Intersection Summary HCM 6th Ctrl Delay 21.9 HCM 6th LOS C HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 02/09/2021 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 2060 34 28 1252 786 24 55 43 1222 39 151 Future Volume (veh/h) 160 2060 34 28 1252 786 24 55 43 1222 39 151 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 174 2239 37 30 1361 0 26 60 47 1328 42 164 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, %222222222222 Cap, veh/h 222 2263 37 44 2031 251 280 198 1340 499 423 Arrive On Green 0.06 0.44 0.44 0.02 0.40 0.00 0.14 0.14 0.14 0.27 0.27 0.27 Sat Flow, veh/h 3456 5174 85 1781 5106 1585 1781 1987 1407 5023 1870 1585 Grp Volume(v), veh/h 174 1472 804 30 1361 0 26 53 54 1328 42 164 Grp Sat Flow(s),veh/h/ln 1728 1702 1855 1781 1702 1585 1781 1777 1617 1674 1870 1585 Q Serve(g_s), s 6.9 59.3 59.6 2.3 30.3 0.0 1.8 3.7 4.1 36.4 2.3 11.7 Cycle Q Clear(g_c), s 6.9 59.3 59.6 2.3 30.3 0.0 1.8 3.7 4.1 36.4 2.3 11.7 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.87 1.00 1.00 Lane Grp Cap(c), veh/h 222 1489 811 44 2031 251 250 228 1340 499 423 V/C Ratio(X)0.78 0.99 0.99 0.68 0.67 0.10 0.21 0.24 0.99 0.08 0.39 Avail Cap(c_a), veh/h 242 1489 811 66 2064 251 250 228 1340 499 423 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.8 38.6 38.6 66.9 34.2 0.0 51.8 52.6 52.8 50.5 38.0 41.5 Incr Delay (d2), s/veh 14.2 20.6 29.3 16.9 0.8 0.0 0.8 1.9 2.4 22.4 0.1 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 3.5 28.6 33.2 1.3 12.7 0.0 0.9 1.8 1.8 18.0 1.1 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.0 59.1 67.9 83.8 35.0 0.0 52.6 54.5 55.2 72.9 38.1 42.1 LnGrp LOS E E E F D D D E E D D Approach Vol, veh/h 2450 1391 A 133 1534 Approach Delay, s/veh 63.4 36.1 54.4 68.7 Approach LOS E D D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.9 65.0 41.4 13.4 59.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.1 60.5 36.9 9.7 55.9 Max Q Clear Time (g_c+I1), s 6.1 4.3 61.6 38.4 8.9 32.3 Green Ext Time (p_c), s 0.5 0.0 0.0 0.0 0.0 11.1 Intersection Summary HCM 6th Ctrl Delay 57.7 HCM 6th LOS E Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 02/09/2021 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 2783 475 66 1603 36 376 17 42 47 10 61 Future Volume (veh/h) 72 2783 475 66 1603 36 376 17 42 47 10 61 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 3025 516 72 1742 39 362 84 46 51 11 66 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, %222222222222 Cap, veh/h 98 3226 1002 87 4080 91 477 152 83 101 106 90 Arrive On Green 0.06 0.63 0.63 0.05 0.63 0.63 0.13 0.13 0.13 0.06 0.06 0.06 Sat Flow, veh/h 1781 5106 1585 1781 6524 146 3563 1136 622 1781 1870 1585 Grp Volume(v), veh/h 78 3025 516 72 1289 492 362 0 130 51 11 66 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1844 1781 0 1758 1781 1870 1585 Q Serve(g_s), s 6.0 74.7 24.8 5.6 19.1 19.1 13.7 0.0 9.7 3.9 0.8 5.7 Cycle Q Clear(g_c), s 6.0 74.7 24.8 5.6 19.1 19.1 13.7 0.0 9.7 3.9 0.8 5.7 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.35 1.00 1.00 Lane Grp Cap(c), veh/h 98 3226 1002 87 3018 1153 477 0 235 101 106 90 V/C Ratio(X) 0.79 0.94 0.52 0.83 0.43 0.43 0.76 0.00 0.55 0.51 0.10 0.74 Avail Cap(c_a), veh/h 167 3236 1005 87 3018 1153 477 0 235 230 241 204 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.2 23.2 14.0 65.8 13.4 13.4 58.3 0.0 56.6 64.0 62.5 64.8 Incr Delay (d2), s/veh 13.3 6.2 0.5 46.3 0.1 0.3 10.8 0.0 9.0 3.9 0.4 11.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 30.1 8.9 3.7 6.9 7.9 6.9 0.0 4.9 1.9 0.4 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.5 29.4 14.5 112.2 13.5 13.6 69.1 0.0 65.6 67.9 62.9 75.9 LnGrp LOS E C B F BBEAEEEE Approach Vol, veh/h 3619 1853 492 128 Approach Delay, s/veh 28.3 17.3 68.2 71.6 Approach LOS C B E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.2 11.3 92.7 12.4 12.2 91.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 6.8 88.5 18.0 13.1 82.2 Max Q Clear Time (g_c+I1), s 15.7 7.6 76.7 7.7 8.0 21.1 Green Ext Time (p_c), s 0.7 0.0 11.5 0.2 0.1 21.6 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 02/09/2021 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 248 1627 15 30 2580 40 12 2 15 83 10 475 Future Volume (veh/h) 248 1627 15 30 2580 40 12 2 15 83 10 475 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 270 1768 16 33 2804 43 13 2 16 90 11 516 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, %222222222222 Cap, veh/h 283 2422 22 51 2762 857 96 28 83 265 29 533 Arrive On Green 0.16 0.67 0.67 0.03 0.54 0.54 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 3609 33 1781 5106 1585 277 160 466 1144 163 1585 Grp Volume(v), veh/h 270 870 914 33 2804 43 31 0 0 101 0 516 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1702 1585 903 0 0 1307 0 1585 Q Serve(g_s), s 16.5 34.7 34.8 2.0 59.5 1.4 0.2 0.0 0.0 0.0 0.0 19.5 Cycle Q Clear(g_c), s 16.5 34.7 34.8 2.0 59.5 1.4 8.8 0.0 0.0 8.7 0.0 19.5 Prop In Lane 1.00 0.02 1.00 1.00 0.42 0.52 0.89 1.00 Lane Grp Cap(c), veh/h 283 1192 1251 51 2762 857 207 0 0 294 0 533 V/C Ratio(X) 0.95 0.73 0.73 0.64 1.02 0.05 0.15 0.00 0.00 0.34 0.00 0.97 Avail Cap(c_a), veh/h 283 1192 1251 102 2762 857 207 0 0 294 0 533 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.8 11.6 11.7 52.8 25.3 11.9 38.1 0.0 0.0 40.7 0.0 35.9 Incr Delay (d2), s/veh 40.7 2.3 2.2 12.6 21.0 0.0 1.5 0.0 0.0 3.2 0.0 31.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.5 13.0 13.6 1.1 27.7 0.5 0.8 0.0 0.0 2.7 0.0 18.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 86.5 13.9 13.9 65.4 46.3 11.9 39.6 0.0 0.0 43.9 0.0 67.7 LnGrp LOS F B B E F B D A A D A E Approach Vol, veh/h 2054 2880 31 617 Approach Delay, s/veh 23.5 46.0 39.6 63.8 Approach LOS C D D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.7 78.3 24.0 22.0 64.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 6.3 70.7 19.5 17.5 59.5 Max Q Clear Time (g_c+I1), s 10.8 4.0 36.8 21.5 18.5 61.5 Green Ext Time (p_c), s 0.1 0.0 19.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 39.6 HCM 6th LOS D HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 02/09/2021 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 1675 0 0 2464 52 0 0 1 37 1 48 Future Volume (veh/h) 84 1675 0 0 2464 52 0 0 1 37 1 48 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 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 1821 0 0 2678 57 0 0 1 40 1 52 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, %222022222222 Cap, veh/h 116 2416 0 0 2903 61 0 0 347 181 25 188 Arrive On Green 0.07 0.68 0.00 0.00 0.56 0.56 0.00 0.00 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 3647 0 0 5314 109 0 0 1585 562 115 859 Grp Volume(v), veh/h 91 1821 0 0 1767 968 0 0 1 93 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1702 1851 0 0 1585 1536 0 0 Q Serve(g_s), s 4.5 30.0 0.0 0.0 41.9 42.6 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 4.5 30.0 0.0 0.0 41.9 42.6 0.0 0.0 0.0 4.2 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.06 0.00 1.00 0.43 0.56 Lane Grp Cap(c), veh/h 116 2416 0 0 1921 1044 0 0 347 394 0 0 V/C Ratio(X) 0.78 0.75 0.00 0.00 0.92 0.93 0.00 0.00 0.00 0.24 0.00 0.00 Avail Cap(c_a), veh/h 130 2455 0 0 1931 1050 0 0 347 394 0 0 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 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 41.0 9.4 0.0 0.0 17.6 17.7 0.0 0.0 27.2 28.8 0.0 0.0 Incr Delay (d2), s/veh 24.0 1.3 0.0 0.0 7.7 13.6 0.0 0.0 0.0 1.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 9.8 0.0 0.0 16.5 20.0 0.0 0.0 0.0 1.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.0 10.7 0.0 0.0 25.3 31.4 0.0 0.0 27.2 30.2 0.0 0.0 LnGrp LOS EBAACCAACCAA Approach Vol, veh/h 1912 2735 1 93 Approach Delay, s/veh 13.3 27.4 27.2 30.2 Approach LOS B C C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 65.0 24.0 10.3 54.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 61.5 19.5 6.5 50.5 Max Q Clear Time (g_c+I1), s 2.0 32.0 6.2 6.5 44.6 Green Ext Time (p_c), s 0.0 18.8 0.3 0.0 5.7 Intersection Summary HCM 6th Ctrl Delay 21.8 HCM 6th LOS C HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 02/09/2021 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 1440 14 38 2232 1526 23 44 46 938 50 152 Future Volume (veh/h) 170 1440 14 38 2232 1526 23 44 46 938 50 152 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 185 1565 15 41 2426 0 25 48 50 1020 54 165 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, %222222222222 Cap, veh/h 174 2818 27 53 2653 245 245 218 861 320 272 Arrive On Green 0.05 0.54 0.54 0.03 0.52 0.00 0.14 0.14 0.14 0.17 0.17 0.17 Sat Flow, veh/h 3456 5215 50 1781 5106 1585 1781 1777 1585 5023 1870 1585 Grp Volume(v), veh/h 185 1021 559 41 2426 0 25 48 50 1020 54 165 Grp Sat Flow(s),veh/h/ln 1728 1702 1861 1781 1702 1585 1781 1777 1585 1674 1870 1585 Q Serve(g_s), s 7.5 29.3 29.3 3.4 64.7 0.0 1.8 3.6 4.2 25.5 3.7 14.3 Cycle Q Clear(g_c), s 7.5 29.3 29.3 3.4 64.7 0.0 1.8 3.6 4.2 25.5 3.7 14.3 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 174 1839 1006 53 2653 245 245 218 861 320 272 V/C Ratio(X)1.06 0.56 0.56 0.77 0.91 0.10 0.20 0.23 1.19 0.17 0.61 Avail Cap(c_a), veh/h 174 1839 1006 109 2693 245 245 218 861 320 272 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.7 22.5 22.5 71.7 32.7 0.0 56.1 56.9 57.1 61.7 52.6 57.0 Incr Delay (d2), s/veh 85.7 0.4 0.7 20.9 5.4 0.0 0.8 1.8 2.4 95.0 0.2 3.9 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 5.4 11.9 13.1 1.9 27.5 0.0 0.9 1.7 1.8 18.4 1.8 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 156.3 22.8 23.1 92.6 38.1 0.0 56.9 58.6 59.6 156.7 52.9 60.9 LnGrp LOS F C C F D E E E F D E Approach Vol, veh/h 1765 2467 A 123 1239 Approach Delay, s/veh 36.9 39.0 58.7 139.4 Approach LOS D D E F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.0 8.9 84.9 30.0 12.0 81.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 9.1 76.9 25.5 7.5 78.5 Max Q Clear Time (g_c+I1), s 6.2 5.4 31.3 27.5 9.5 66.7 Green Ext Time (p_c), s 0.4 0.0 16.6 0.0 0.0 10.6 Intersection Summary HCM 6th Ctrl Delay 61.0 HCM 6th LOS E Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 02/09/2021 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 1887 417 86 3182 59 487 25 45 61 23 99 Future Volume (veh/h) 112 1887 417 86 3182 59 487 25 45 61 23 99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 122 2051 453 93 3459 64 466 115 49 66 25 108 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, %222222222222 Cap, veh/h 140 2961 919 115 3707 68 525 183 78 148 155 132 Arrive On Green 0.08 0.58 0.58 0.06 0.57 0.57 0.15 0.15 0.15 0.08 0.08 0.08 Sat Flow, veh/h 1781 5106 1585 1781 6554 121 3563 1245 530 1781 1870 1585 Grp Volume(v), veh/h 122 2051 453 93 2542 981 466 0 164 66 25 108 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1849 1781 0 1775 1781 1870 1585 Q Serve(g_s), s 9.7 40.6 24.2 7.4 69.5 70.6 18.4 0.0 12.5 5.1 1.8 9.6 Cycle Q Clear(g_c), s 9.7 40.6 24.2 7.4 69.5 70.6 18.4 0.0 12.5 5.1 1.8 9.6 Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.30 1.00 1.00 Lane Grp Cap(c), veh/h 140 2961 919 115 2730 1046 525 0 262 148 155 132 V/C Ratio(X) 0.87 0.69 0.49 0.81 0.93 0.94 0.89 0.00 0.63 0.45 0.16 0.82 Avail Cap(c_a), veh/h 140 2961 919 190 2735 1048 525 0 262 223 234 198 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.5 21.2 17.8 66.4 28.7 28.9 60.1 0.0 57.6 62.8 61.3 64.9 Incr Delay (d2), s/veh 40.8 0.7 0.4 12.6 6.5 15.2 19.5 0.0 10.8 2.1 0.5 15.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 16.1 8.9 3.8 27.5 34.7 9.8 0.0 6.4 2.4 0.9 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 106.4 21.9 18.2 79.0 35.2 44.1 79.6 0.0 68.4 64.9 61.7 79.8 LnGrp LOS F C B E D D EAEEEE Approach Vol, veh/h 2626 3616 630 199 Approach Delay, s/veh 25.2 38.8 76.7 72.6 Approach LOS C D E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.7 13.8 87.9 16.5 15.8 85.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.2 15.3 77.5 18.0 11.3 81.5 Max Q Clear Time (g_c+I1), s 20.4 9.4 42.6 11.6 11.7 72.6 Green Ext Time (p_c), s 0.3 0.1 25.2 0.3 0.0 8.7 Intersection Summary HCM 6th Ctrl Delay 38.1 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. HCM 6th TWSC 1: Westcliff Dr & Driveway 1 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing AM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 71 833 397 60 45 54 Future Vol, veh/h 71 833 397 60 45 54 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - 0 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 77 905 432 65 49 59 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 497 0 - 0 1039 216 Stage 1 - - - - 432 - Stage 2 - - - - 607 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 1063 - - - 226 789 Stage 1 - - - - 622 - Stage 2 - - - - 507 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1063 - - - 210 789 Mov Cap-2 Maneuver - - - - 210 - Stage 1 - - - - 577 - Stage 2 - - - - 507 - Approach EB WB SB HCM Control Delay, s 0.7 0 17.8 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)1063 - - - 210 789 HCM Lane V/C Ratio 0.073 - - - 0.233 0.074 HCM Control Delay (s) 8.7 - - - 27.3 9.9 HCM Lane LOS A - - - D A HCM 95th %tile Q(veh) 0.2 - - - 0.9 0.2 HCM 6th TWSC 2: Irvine Ave & Driveway 6 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing AM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 52 0 17 0 904 75 37 888 0 Future Vol, veh/h 0 0 0 52 0 17 0 904 75 37 888 0 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 --------080-0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 57 0 18 0 983 82 40 965 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1537 2110 483 1546 2028 492 - 0 0 1065 0 0 Stage 1 1045 1045 - 983 983 ------- Stage 2 492 1065 - 563 1045 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 - - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 - - - 2.22 - - Pot Cap-1 Maneuver 79 50 530 78 57 522 0 - - 650 - - Stage 1 245 304 - 267 325 - 0 ----- Stage 2 527 297 - 478 304 - 0 ----- Platoon blocked, % - - - - Mov Cap-1 Maneuver 73 47 530 74 53 522 - - - 650 - - Mov Cap-2 Maneuver 73 47 - 74 53 ------- Stage 1 245 285 - 267 325 ------- Stage 2 508 297 - 449 285 ------- Approach EB WB NB SB HCM Control Delay, s 0 123.6 0 0.4 HCM LOS A F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)- - - 94 650 - - HCM Lane V/C Ratio - - - 0.798 0.062 - - HCM Control Delay (s) - - 0 123.6 10.9 - - HCM Lane LOS - - A F B - - HCM 95th %tile Q(veh) - - - 4.2 0.2 - - HCM 6th TWSC 3: Irvine Ave & Driveway 7 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing AM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 7 921 12 0 925 Future Vol, veh/h 0 7 921 12 0 925 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 8 1001 13 0 1005 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 501 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 515 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, %- -- Mov Cap-1 Maneuver - 515 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 12.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 515 - HCM Lane V/C Ratio - - 0.015 - HCM Control Delay (s) - - 12.1 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0 - HCM 6th TWSC 1: Westcliff Dr & Driveway 1 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing PM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 9.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 108 769 911 90 75 90 Future Vol, veh/h 108 769 911 90 75 90 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - 0 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 117 836 990 98 82 98 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1088 0 - 0 1642 495 Stage 1 - - - - 990 - Stage 2 - - - - 652 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 637 - - - 91 520 Stage 1 - - - - 320 - Stage 2 - - - - 480 - Platoon blocked, % - - - Mov Cap-1 Maneuver 637 - - - ~ 74 520 Mov Cap-2 Maneuver - - - - ~ 74 - Stage 1 - - - - 261 - Stage 2 - - - - 480 - Approach EB WB SB HCM Control Delay, s 1.5 0 113.5 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)637 - - - 74 520 HCM Lane V/C Ratio 0.184 - - - 1.102 0.188 HCM Control Delay (s) 11.9 - - - 233.5 13.5 HCM Lane LOS B - - - F B HCM 95th %tile Q(veh) 0.7 - - - 6 0.7 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 2: Irvine Ave & Driveway 6 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing PM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 27.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 95 0 32 0 795 134 67 1170 0 Future Vol, veh/h 0 0 0 95 0 32 0 795 134 67 1170 0 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 --------080-0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 103 0 35 0 864 146 73 1272 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1850 2428 636 1646 2282 432 - 0 0 1010 0 0 Stage 1 1418 1418 - 864 864 ------- Stage 2 432 1010 - 782 1418 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 - - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 - - - 2.22 - - Pot Cap-1 Maneuver 46 32 421 ~ 65 39 572 0 - - 682 - - Stage 1 144 201 - 315 369 - 0 ----- Stage 2 572 316 - 353 201 - 0 ----- Platoon blocked, % - - - - Mov Cap-1 Maneuver 40 29 421 ~ 60 35 572 - - - 682 - - Mov Cap-2 Maneuver 40 29 - ~ 60 35 ------- Stage 1 144 179 - 315 369 ------- Stage 2 537 316 - 315 179 ------- Approach EB WB NB SB HCM Control Delay, s 0 $ 493.8 0 0.6 HCM LOS A F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)- - - 77 682 - - HCM Lane V/C Ratio - - - 1.793 0.107 - - HCM Control Delay (s) - - 0$ 493.8 10.9 - - HCM Lane LOS - - A F B - - HCM 95th %tile Q(veh) - - - 12 0.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 3: Irvine Ave & Driveway 7 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing PM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 32 827 3 0 1237 Future Vol, veh/h 0 32 827 3 0 1237 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 35 899 3 0 1345 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 450 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 556 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, %- -- Mov Cap-1 Maneuver - 556 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 11.9 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 556 - HCM Lane V/C Ratio - - 0.063 - HCM Control Delay (s) - - 11.9 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.2 - HCM 6th TWSC 1: Westcliff Dr & Driveway 1 02/10/2021 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project AM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 4.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 136 833 397 120 82 127 Future Vol, veh/h 136 833 397 120 82 127 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - 0 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 148 905 432 130 89 138 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 562 0 - 0 1181 216 Stage 1 - - - - 432 - Stage 2 - - - - 749 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 1005 - - - 183 789 Stage 1 - - - - 622 - Stage 2 - - - - 428 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1005 - - - 156 789 Mov Cap-2 Maneuver - - - - 156 - Stage 1 - - - - 531 - Stage 2 - - - - 428 - Approach EB WB SB HCM Control Delay, s 1.3 0 28 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)1005 - - - 156 789 HCM Lane V/C Ratio 0.147 - - - 0.571 0.175 HCM Control Delay (s) 9.2 - - - 55.1 10.5 HCM Lane LOS A - - - F B HCM 95th %tile Q(veh) 0.5 - - - 3 0.6 HCM 6th TWSC 2: Irvine Ave & Driveway 6 02/10/2021 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project AM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 21.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 96 0 51 0 904 172 70 888 0 Future Vol, veh/h 0 0 0 96 0 51 0 904 172 70 888 0 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 - - - 0 - 0 - - 0 80 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 104 0 55 0 983 187 76 965 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1609 2287 483 1618 - 492 - 0 0 1170 0 0 Stage 1 1117 1117 - 983 -------- Stage 2 492 1170 - 635 -------- Critical Hdwy 7.54 6.54 6.94 7.54 - 6.94 - - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 -------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 -------- Follow-up Hdwy 3.52 4.02 3.32 3.52 - 3.32 - - - 2.22 - - Pot Cap-1 Maneuver 70 39 530 ~ 69 0 522 0 - - 593 - - Stage 1 221 281 - 267 0 - 0 ----- Stage 2 527 265 - 433 0 - 0 ----- Platoon blocked, % - - - - Mov Cap-1 Maneuver 56 34 530 ~ 62 - 522 - - - 593 - - Mov Cap-2 Maneuver 56 34 - ~ 62 -------- Stage 1 221 245 - 267 -------- Stage 2 471 265 - 378 -------- Approach EB WB NB SB HCM Control Delay, s 0 $ 315.7 0 0.9 HCM LOS A F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)- - - 62 522 593 - - HCM Lane V/C Ratio - - - 1.683 0.106 0.128 - - HCM Control Delay (s) - - 0$ 476.7 12.7 12 - - HCM Lane LOS - - A F B B - - HCM 95th %tile Q(veh) - - - 9.4 0.4 0.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 3: Irvine Ave & Driveway 7 02/10/2021 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project AM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 14 936 12 0 958 Future Vol, veh/h 0 14 936 12 0 958 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 15 1017 13 0 1041 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 509 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 509 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, %- -- Mov Cap-1 Maneuver - 509 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 12.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 509 - HCM Lane V/C Ratio - - 0.03 - HCM Control Delay (s) - - 12.3 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.1 - HCM 6th TWSC 1: Westcliff Dr & Driveway 1 02/10/2021 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project PM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 48.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 171 743 889 156 125 223 Future Vol, veh/h 171 743 889 156 125 223 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - 0 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 186 808 966 170 136 242 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1136 0 - 0 1742 483 Stage 1 - - - - 966 - Stage 2 - - - - 776 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 611 - - - ~ 78 530 Stage 1 - - - - 330 - Stage 2 - - - - 414 - Platoon blocked, % - - - Mov Cap-1 Maneuver 611 - - - ~ 54 530 Mov Cap-2 Maneuver - - - - ~ 54 - Stage 1 - - - - 230 - Stage 2 - - - - 414 - Approach EB WB SB HCM Control Delay, s 2.5 0 $ 316.8 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)611 - - - 54 530 HCM Lane V/C Ratio 0.304 - - - 2.516 0.457 HCM Control Delay (s) 13.4 - - -$ 850.8 17.4 HCM Lane LOS B - - - F C HCM 95th %tile Q(veh) 1.3 - - - 13.9 2.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 2: Irvine Ave & Driveway 6 02/10/2021 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project PM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 70.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 156 0 87 0 769 236 99 1157 0 Future Vol, veh/h 0 0 0 156 0 87 0 769 236 99 1157 0 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 - - - 0 - 0 - - 0 80 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 170 0 95 0 836 257 108 1258 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1892 2567 629 1681 - 418 - 0 0 1093 0 0 Stage 1 1474 1474 - 836 -------- Stage 2 418 1093 - 845 -------- Critical Hdwy 7.54 6.54 6.94 7.54 - 6.94 - - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 -------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 -------- Follow-up Hdwy 3.52 4.02 3.32 3.52 - 3.32 - - - 2.22 - - Pot Cap-1 Maneuver 43 26 425 ~ 62 0 584 0 - - 634 - - Stage 1 133 189 - 328 0 - 0 ----- Stage 2 583 288 - 324 0 - 0 ----- Platoon blocked, % - - - - Mov Cap-1 Maneuver 31 22 425 ~ 54 - 584 - - - 634 - - Mov Cap-2 Maneuver 31 22 - ~ 54 -------- Stage 1 133 157 - 328 -------- Stage 2 489 288 - 269 -------- Approach EB WB NB SB HCM Control Delay, s 0 $ 726.1 0 0.9 HCM LOS A F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)- - - 54 584 634 - - HCM Lane V/C Ratio - - - 3.14 0.162 0.17 - - HCM Control Delay (s) - - 0$ 1124.2 12.4 11.8 - - HCM Lane LOS - - A F B B - - HCM 95th %tile Q(veh) - - - 18 0.6 0.6 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 3: Irvine Ave & Driveway 7 02/10/2021 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project PM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 42 836 3 0 1257 Future Vol, veh/h 0 42 836 3 0 1257 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 46 909 3 0 1366 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 455 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 552 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, %- -- Mov Cap-1 Maneuver - 552 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 12.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 552 - HCM Lane V/C Ratio - - 0.083 - HCM Control Delay (s) - - 12.1 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.3 -