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HomeMy WebLinkAboutPA2022-101_20220302_Traffic Impact AnalysisFebruary 2023 TRAFFIC IMPACT ANALYSIS 2510 AND 2530 WEST COAST HIGHWAY NEWPORT BEACH, CALIFORNIA This Traffic Impact Analysis has been prepared under the supervision of Ambarish Mukherjee, P.E. Signed _________________________________________   February 2023            TRAFFIC IMPACT ANALYSIS    2510 AND 2530 WEST COAST HIGHWAY  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. CNB2101.01 TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» i TABLE OF CONTENTS  INTRODUCTION .......................................................................................................... 1  ANALYSIS METHODOLOGY .......................................................................................... 1  Study Area ..................................................................................................................................... 4  Intersection Level of Service Methodology ................................................................................... 4  Threshold of Significance .............................................................................................................. 5  PROPOSED PROJECT ................................................................................................... 5  Project Description ........................................................................................................................ 5  Project Trip Generation, Distribution, and Assignment ................................................................ 5  EXISTING CONDITIONS ................................................................................................ 7  Existing Baseline Intersection Level of Service ............................................................................ 12  Active Transportation .................................................................................................................. 12  FUTURE YEAR 2025 CONDITIONS .............................................................................. 16  Future Year 2025 Baseline Intersection Level of Service ............................................................ 16  Future Year 2025 Plus Project Intersection Level of Service ....................................................... 20  ACCESS AND ON‐SITE CIRCULATION .......................................................................... 20  Sight Distance Analysis ................................................................................................................ 20  CONGESTION MANAGEMENT PROGRAM CONSISTENCY REQUIREMENTS .................. 24  VEHICLE MILES TRAVELED ......................................................................................... 24  CONCLUSIONS .......................................................................................................... 24  REFERENCES ............................................................................................................. 25    APPENDICES  A: Existing Traffic Volumes  B: ICU Worksheets  C: OCTA Bus System Maps  D: City’s Regional Traffic Annual Growth Rate Table  E: Approved Projects Information    TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» ii FIGURES AND TABLES  FIGURES  Figure 1: Project Location and Study Area Intersections ....................................................................... 2  Figure 2: Site Plan ................................................................................................................................... 3  Figure 3: Project Trip Distribution and Trip Assignment – Proposed Residential .................................. 8  Figure 4: Project Trip Distribution and Trip Assignment – Proposed Supermarket ............................... 9  Figure 5: Net Project Trip Assignment .................................................................................................. 10  Figure 6: Existing Intersection Geometrics ........................................................................................... 13  Figure 7: Existing Peak‐Hour Traffic Volumes ...................................................................................... 14  Figure 8: Approved Projects Locations ................................................................................................. 17  Figure 9: Future Year 2025 Peak‐Hour Volumes .................................................................................. 18  Figure 10: Future Year 2025 Plus Project Peak‐Hour Volumes ............................................................ 22  Figure 11: Sight Distance ...................................................................................................................... 23  TABLES  Table A: Project Trip Generation ............................................................................................................ 6  Table B: Existing Intersection Level of Service Summary ..................................................................... 15  Table C: City of Newport Beach 1 Percent Volume Analysis Summary ................................................ 19  Table D: Future Year 2025 Intersection Level of Service Summary ..................................................... 21  TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 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  ICU intersection capacity utilization  ITE Institute of Transportation Engineers  LOS level of service  mph miles per hour  OCTA Orange County Transportation Authority  project 2510 and 2530 West Coast Highway Project  RIRO right‐in/right‐out  sf square foot/feet  STD Standard Drawing  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 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 1 TRAFFIC IMPACT ANALYSIS  2510 AND 2530 WEST COAST HIGHWAY PROJECT  INTRODUCTION  The purpose of this Traffic Impact Analysis (TIA) is to identify the potential traffic and circulation  effects associated with the proposed 2510 and 2530 West Coast Highway Project (project) in  Newport Beach, California. The project site is bounded by Avon Street to the north, West Coast  Highway to the south, and existing commercial uses to the east and the west.   The proposed project would convert the existing 4,487‐square‐foot (sf) boat sales facility to a mixed‐ use development of 36 residential (8 studio, 22 one‐bedroom, and 6 two‐bedroom) units and a  5,096 sf grocery store (Mother’s Market). Access to the site would be provided via an existing right‐ in/right‐out (RIRO) driveway on West Coast Highway and a full‐access driveway on Avon Street. A  project location map (with the study area intersections) is presented on Figure 1.   Figure 2 illustrates the proposed project site plan. The proposed project would be completed in  2024.  This TIA addresses three 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  3. Understanding the potential project impact to the surrounding community  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 2025 Plus Ambient Growth Plus Approved Projects (one year after project opening)  3. Future Year 2025 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).  E 16th St E 1 6th St Tustin Ave Orange Ave C osta M esa StMonrovia A Flo werSt E 18th St Cabrillo St 16th Pl M agnolia St Pom W17thSt Ogle St W16thSt Seashore Dr V ia Lido CliffDr E 15th St Wh ittier Ave Broad w ay Clay S t Irvine Ave C a t alinaDr KingsRd ViaLidoNordViaLidoS E 20th St Tustin A Santiago Dr HighlandDr Mariners Dr Galaxy Dr BaysideDr AvonStTustinAve RiversideDr AvonStTustinAve RiversideDr Jam b o r e e R d Jam b o r e e R d Hospital RdHospital Rd W e s t c l i f f D r W e s t c l i f f D r E 19th St S u perior Ave Plac en W 17th St W B alb o a B lv d Irvine Ave Irvine A ve DoverDr NewportBlvd WCoastHwy Newport Bay Big Park Back Bay View Cliff Haven Beach Newport BBBBaaaaayyyyyyyyyysssssidddddeeeeeDDDDDDDDrrrrr JJJJJJaJJaJamambmb Jam bmbaaammammmmmmbbbbbobobbbore e oore e e RR bobor e e R bor e e R boobooororereoreeeeeee JaJamambmbobororereeee RRRRRdRdRdRdRdRRRdRdRdRdeRdRddRdRd wwpppppppoooorrrrrrrttttt BBBBBaaaaayyyyyy BBigg PPPP aarr kk BBBaaaaacccccccckkkkkkk BBBBBBBBBBBaaaaaayyyyyyyyyy VVVVVVVVVVVVieeewwwwwwwwww EEEE 1111116666666tttttthhhhh SSSSSSSSSSSSSttttttt EEEE 1111166666666ttttthhhhh SSSSSSSSSSttttt TTTTTTTTTTTTTTTTTTuuuuuussssstttttttttttinnnn AAAAAAAAAAAAAAAAAAvvvvvvvvvvvvvAAAAAeeeeeee OOOOOOOOOOOOOrrrrraaaaannnnggggggggeeeeeeee AAAAAAAAAAAvvvvvvvvvvvvAAAAeeeeeeee CCCCCCCCCC ooooooooosssssssstttttttaaaaa MMM eeeeesssssaaaaa SSSSSSSSSSSSttttttMMMMMooooooooooonnnnnrrrrrrooooooooooovvvvvvvvvvviaaaaaAAAAAAAA FFFFFFFFloooooooo wwwwwwwwweeeeerrrrSSSSSSSSSSSSttttttt EEEE 1111118888888ttttttthhhhhhhhhh SSSSSSSSSSSSttttttt CCCCCCCCCaaaaabbbbbrrrrilloooooo SSSSSSSSSSStttttt 111116666666tttttthhhhh PPPPPl MMM aaaaaggggggnnnnnooooooooooliaaaaa SSSSSSSSSSttttt PPPPPPPooooooooommmmmm WWWWWWWWWWWWW111111777777777777tttttttthhhhhh SSSSSSSSSSSSSttttttt OOOOOOOOOOOOgggggleeeeeee SSSSSSSSSSSSSSSStttttttt WWWWWWWWW 111116666666666ttttthhhhhh SSSSSSSSSSSSSttttt SSSSSSSSSSSSeeeeeeaaaaassssssshhhhhhhhhooooooooorrrrrreeeeeeee DDDDDDDrrrrr VVVVVVVVVV iiaaaa LLLLLLidddddddddoooooooo CCCCCCCliffffffffffffffffDDDDDDDDrrrrr EEEEEE 11111555555555555ttttttthhhhhhh SSSSSSSSSSSSSStttttt WWWWWWWWWWWWWWWWWhhhhhhhhittttttttttttttieeeeeeeerrrrr AAAAAAAAAAAAAvvvvvvvvvvvvvAAAA eeeeee BBBBBBBrrrroooooooaaaaadddddd wwwwwwwwww aaaaaayyyyyyyyy CCCCCCCCCClaaaaayyyyyyyyyy SSSSSSSSSSStttttt Irrrrrvvvvvvvvinnnnnneeeeeee AAAAAAAAAAAvvvvvvvvvvvAAAAAeeeee CCCCCCCC aaaaa ttttttt aaaaaalinnnnaaaaDDDDDDDrrrrr KKKKKKKKKKKinnnnngggggggssssRRRRRRddddddd EEEEE 22222220000000000tttttthhhhh SSSSSSSSSSSSSSttttttt TTTTTTTTTTTTTTuuuuusssstttttttinnnnn AAAAAAA SSSSSSSSSSSaaaaaannnntttttttiaaaaaggggggggoooooooooo DDDDDDDDrrrr HHHHHHiggggggghhhhhhllaaaaaannnnndddddddDDDDDDDDrrrr MMMMaaaarrrrinnnneeeeeeerrrrrrsssss DDDDDDDDrrrrr GGGGGGGGaaaaaaalaaaaaaaxxxxxxxxxxxyyyyyyyyyyyyxx DDDDDDrrrrr AAAvvvvvvvvAAoooooonnnSSSStttTTTTTTTuusstttinnnAAAAAAvvvvvvAAeee RRRRRRRiivvvvvvvvveeerrrrrrsidddddddddeeeDDDrrr al RdpititpipososoHHHHHHHHtttattospopoatssssspossooHHttHoospitataRdRlRdRd rrrDr fff es t c l t WWW rrrDrrrDDDrDrDrDrDDDrDrDrDrDDf f DDf D f D f D f D ff D ff D DDDDDD ffffffffiffffifliflilililif ccciffif clclctctcccctcltcltclcltctcttst W e s WWWW sstststststssssesesess W e s t st W e s t es W e W e WWWWWWWWWWWWW e W e s W e s t c st ctcl i tcl i f cli f fliffiff D f D rDr EEEE 11111111999999999999tttttttthhhhhh SSSSSSSSSSSSSSStttttttt SSSSSSSSSSSSSSSS uuuuuu pppppppppeeeeeeeerrrrrrriioooooooooorrrrr AAAAAAAAAAAAAAAAvvvvvvvvvvvvvAAAAeeeeeeeeee PPPPPPPPPPPllaaaaaacccccccceeeeeeenn WWWWWWWWWWWWWWWWW 11111111777777777777777ttttttttthhhhhhhhhhh SSSSSSSSSSSSSSSSStttttttttttt WWWWWWWWW BBBBBB aaaaaaallbbbbbbb oooooooooo aaaaaaaa BBBBBB llvvvvvvvvvvv dddddddd IIrrrrrrvvvvvvvvvvvviinnnnnneeeeeeeee AAAAAAAAAAAAAAAAAAAAAAAAvvvvvvvvvvAAAAAeeeeeeee IIrrrrrrvvvvvvvvvviinnnnneeeeeee AAAAAAAAAAAAAA vvvvvvvvvvvvAAAAAeee DDDDDDDDooooooooooovvvvvvvvvveeeeeeeeeerrrrrrDDDDDDDDrrrr NNNNNNNNNeeeeeeeewwwwwwwwwwwpppppppoooooooorrrrtttttttttttBBBBBBBBBBBllvvvvvvvvddddddddd WWWWWWWWWWWWWCCCCCCCCCoooooooooooaaaaaaasssssttttttHHHHwwwwwwyyyyyyyyyyyywwwwwww CCCCCCCliifffff HHHHHHHHaavvvveen B e a c hhhhhhh NNe wwwww ppppppppoorrr t VVVVVVVVVVViaaaaaLLLLLLiddddddoooooooNNNNNNNooooooooooorrrrrrdddddddVVVVVVVVVVVViaaaaaLLLLLiddddooSS 55 1 1 SOURCE: CEsri, HERE, Garmin, SafeGraph, GeoTechnologies, Inc, USGS, I:\CNB2101.01\G\Proj_Loc_Study_Ints.ai (10/13/2022) FIGURE 1 2510 and 2530 West Coast Highway WƌŽũĞĐƚ>ŽĐĂƟŽŶĂŶĚ ^ƚƵĚLJƌĞĂ/ŶƚĞƌƐĞĐƟŽŶƐ WƌŽũĞĐƚ>ŽĐĂƟŽŶ ^ƚƵĚLJƌĞĂ/ŶƚĞƌƐĞĐƟŽŶ LEGEND # 0 900 1800 FEET 5 4 1 2 3 6 7 8 9 10 11 12 2 3$5.,1**$5$*(‡62&&83$1&<‡7<3(,$&216758&7,21‡21(6725<$7*5$'( '(',&$7,21    &/ &/ :(67&2$67+,*+:$<7867,1$9( 7867,1$9( 7867,1$9( :(67&2$67+,*+:$<$'-$&(173/$<*5281'$5($ :(6 7 &2$ 6 7 +,*+ : $< 7867 ,1 $9(18( &200(5&,$/63$&( 027+(5 60$5.(7 ‡02&&83$1&<‡6) *5266 )+ )+       6(7%$&.     )'& 3/ 3/ 3/ 3/ 3/ 3/ 3/ ($6(0(17  )8785(   ƒ                        $921 675 ( (7 5(6,'(17,$/‡52&&83$1&<‡7<3(9$&216758&7,21$%29(32',80‡7:26725,(6                                       027+(5 60$5.(763$&($33529('(;,67,1* 5(6,'(17,$//2%%<127$3$57 33//333 ƒ    5(6,'(17,$/‡5<2&&83$1&<‡97<3(9$&216758&7,21$%29(32',80‡7:26725,(6            SOURCE: WD Westgroup Designs FIGURE 2 I:\CNB2101.01\G\Site_Plan.ai (11/16/2022) Site Plan 2510 and 2530 West Coast Highway FEET 60300 3 TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 4 Study Area  Study area locations were selected in consultation with the City. The following 12 intersections were  included in the study area, as shown on Figure 1:  1. Superior Avenue–Balboa Boulevard/West Coast Highway  2. Newport Boulevard southbound ramps/West Coast Highway  3. Newport Boulevard/Hospital Road  4. Riverside Avenue/West Coast Highway  5. Tustin Avenue/West Coast Highway  6. Irvine Avenue/19th Street–Dover Drive  7. Irvine Avenue/17th Street–Westcliff Drive  8. Dover Drive/Westcliff Drive  9. Dover Drive/16th Street  10. Dover Drive/West Coast Highway  11. Bayside Drive/East Coast Highway  12. Jamboree Road/East Coast Highway  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 2025 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 three study area intersections in the Future Year 2025 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. The relationship  between LOS and the ICU value (i.e., the v/c ratio) is as follows:  Level of Service Signalized Intersections Volume‐to‐Capacity  (ICU Methodology)  A ≤0.60  B >0.60 and ≤0.70  C >0.70 and ≤0.80  D >0.80 and ≤0.90  E >0.90 and ≤1.00  F >1.00  TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 5   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.   A project LOS impact would occur if the addition of the project‐generated traffic causes an  acceptable LOS at a study area 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  pre‐project conditions is required for any intersection where project traffic causes the intersection  to deteriorate from a satisfactory LOS to an unsatisfactory LOS.  PROPOSED PROJECT  Project Description  The proposed project would convert the existing 4,487 sf boat sales facility to a mixed‐use  development of 36 residential (8 studio, 22 one‐bedroom, and 6 two‐bedroom) units and a 5,096 sf  grocery store (Mother’s Market). Access to the site would be provided via an existing RIRO driveway  on West Coast Highway and a full‐access driveway on Avon Street. The proposed project would be  completed in 2024.  Project Trip Generation, Distribution, and Assignment  Daily and peak‐hour trips for the proposed project uses and the existing retail uses to be removed  were generated using trip rates from the Institute of Transportation Engineers (ITE) Trip Generation  Manual, 11th Edition (ITE 2021). In addition, pass‐by adjustment factors were applied to the p.m.  peak‐hour trips of the proposed project (20 percent reduction).   Table A shows the project trip generation. The project trip generation was reviewed and approved  by the City prior to preparation of this TIA. As shown in Table A, including pass‐by trip reductions,  the proposed project is anticipated to generate 712 average daily trips (ADT), including 30 trips in  the a.m. peak hour (13 inbound and 17 outbound) and 56 trips in the p.m. peak hour (30 inbound  and 26 outbound). The existing boat sales facility to be removed generates 22 ADT, including  2 inbound trips in the a.m. peak hour and 3 trips in the p.m. peak hour (1 inbound and 2 outbound).  The net new trips of the proposed project are 690 ADT, including 28 trips in the a.m. peak hour  (11 inbound and 17 outbound) and 53 trips in the p.m. peak hour (29 inbound and 24 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 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.   In Out Total In OutTotal TripRates1 BoatSales tsf 5.00 0.39 0.07 0.46 0.24 0.53 0.77 MultifamilyHousing du 6.74 0.10 0.30 0.40 0.32 0.19 0.51 Supermarket tsf 93.84 1.69 1.17 2.86 4.48 4.47 8.95 ExistingTripGeneration BoatSales 4.487 tsf 22202123 ProjectTripGeneration MultifamilyHousing 36 du 243 4 11 15 12 7 19 Supermarket 5.096 tsf 478 9 6 15 23 23 46 Subtotal 721 13 17 30 35 30 65 SupermarketPassͲBy(20%PM)2 (9) 0 0 0 (5) (4) (9) SubtotalwithPassͲBy 712 13 17 30 30 26 56 NetTripGeneration(ProjectͲExisting) WithoutPassͲBy 699 11 17 28 34 28 62 WithPassͲBy 690 11 17 28 29 24 53 1TripratesfromtheInstituteofTransportationEngineers(ITE)TripGenerationManual,11thEdition(2021). LandUseCode842ͲRecreationalVehicleSales(BoatSales) LandUseCode220ͲMultifamilyHousing(LowͲRise)NotClosetoRailTransit LandUseCode850ͲSupermarket 220%p.m.peakͲhourpassͲbytrippercentagepertheCityofNewportBeachTrafficEngineer du=dwellingunit tsf=thousandsquarefeet TableA:ProjectTripGeneration LandUse Size Unit Daily AMPeakHour PMPeakHour P:\CNB2101.01\xls\tripgen.xlsx\Sheet1(10/17/2022)6 TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 7 Figures 3 and 4 show the project trip distribution and assignment for the proposed residential use  and retail use, respectively. Figure 5 shows the net trip assignment.  EXISTING CONDITIONS  Key roadways in the vicinity of the proposed project are as follows:    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 with direct project  access via a RIRO driveway. 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 miles per hour (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.    Avon Street is a two‐lane east‐west local street located north of the project site with direct  project access. West of Tustin Avenue, sidewalks and on‐street parking are provided on both  sides of Avon Street. East of Tustin Avenue, a sidewalk and on‐street parking are provided on  the south side of Avon Street.    Superior Avenue–Balboa Boulevard is a north‐south divided roadway located west of the  project site. Superior Avenue–Balboa Boulevard has four lanes. According to the City’s Master  Plan of Streets and Highways, Superior Avenue–Balboa Boulevard is classified as a Primary Road  (City of Newport Beach 2006b). North of Coast Highway, the posted speed limit on Superior  Avenue is 40 mph. South of Coast Highway, the posted speed limit on Balboa Boulevard is 30  mph. On‐street (Class II) bicycle lanes and sidewalks are provided on both sides of Superior  Avenue. Sidewalks are provided on both sides of Balboa Boulevard. On‐street parking is  permitted in select locations along Balboa Boulevard.    Newport Boulevard is a north‐south divided roadway located west of the project site. Newport  Boulevard has six lanes. According to the City’s Master Plan of Streets and Highways, Newport  Boulevard is classified as a Major Road (City of Newport Beach 2006b). North of Coast Highway,  the posted speed limits are 45 mph in the northbound direction and 40 mph in the southbound  direction. South of Coast Highway, the posted speed limit is 30 mph. In the project vicinity,  sidewalks are provided on both sides of the street. On‐street parking is permitted in select  locations south of 30th Street.    Hospital Road is an east‐west divided roadway located northwest of the project site. Hospital  Road has four lanes. According to the City’s Master Plan of Streets and Highways, Hospital Road  is classified as a Secondary Road west of Newport Boulevard (City of Newport Beach 2006b). The  posted speed limit is 35 mph. Sidewalks are provided on both sides of the street. On‐street  parking is prohibited.   2 / 1 Q2 / 1  1 / 2 1 / 2  1 SuperiorAvenue–BalboaBlvd/CoastHighway 2 NewportBoulevardSBRamps/CoastHighway 3 NewportBoulevard/HospitalRoad 4 / 2 Q4 / 2 Q[1 / 1 2 / 4 2 / 4 S 4 RiversideAvenue/CoastHighway 5 TustinAvenue/CoastHighway 6 IrvineAvenue/DoverDrive–19thStreet 1 / 0  0 / 1 0 / 1 \R  7 IrvineAvenue/WestcliffDrive–17thStreet 8 DoverDrive/WestcliffDrive 9 DoverDrive/CastawaysLane–16thStreet Z2 / 5 2 / 5 Z1 / 2 2 / 1 S 5 / 3 3 / 2 S 5 / 3 2 / 1  10 DoverDrive–BayshoreDrive/CoastHighway 11 BaysideDrive/CoastHighway 12 JamboreeRoad/CoastHighway FIGURE3 LEGEND XXX/YYY AM/PMVolume N 2510and2530WestCoastHighway ProjectTripDistributionandTripAssignment–ProposedResidential 1 / 3 0 / 2 0 / 2 2 / 1 1 / 0 1 / 1 0 / 1 1 / 2 1 / 2 0 / 1 2 / 1 7 / 4 P:\CNB2101.01\xls\Figures\Fig3ͲProjectTripDistributionandTripAssignment–ProposedResidential.xlsx(1/31/2023)8 1 / 2 [1 / 1T0 / 1 Q1 / 3  1 / 2 Y 1 / 2  1 SuperiorAvenue–BalboaBlvd/CoastHighway 2 NewportBoulevardSBRamps/CoastHighway 3 NewportBoulevard/HospitalRoad 2 / 5 Q2 / 5 Q[0 / 1 2 / 5 2 / 7 S 0 / -2  4 RiversideAvenue/CoastHighway 5 TustinAvenue/CoastHighway 6 IrvineAvenue/DoverDrive–19thStreet  7 IrvineAvenue/WestcliffDrive–17thStreet 8 DoverDrive/WestcliffDrive 9 DoverDrive/CastawaysLane–16thStreet Z2 / 4 1 / 2 Z1 / 1 1 / 5 S 0 / 2 R 0 / 1 S 1 / 4 1 / 2 \0 / 1  10 DoverDrive–BayshoreDrive/CoastHighway 11 BaysideDrive/CoastHighway 12 JamboreeRoad/CoastHighway FIGURE4 LEGEND XXX/YYY AM/PMVolume N Note:NegativetripsarepassͲbytrips. 2510and2530WestCoastHighway ProjectTripDistributionandTripAssignment–ProposedSupermarket 0 / 1 1 / 3 2 / 5 1 / 2 0 / 3 0 / 3 1 / 3 0 / 1 0 / 1 0 / 1 0 / 1 0 / 1 2 / 9 P:\CNB2101.01\xls\Figures\Fig4ͲProjectTripDistributionandTripAssignment–ProposedSupermarket.xlsx(1/31/2023)9 3 / 3 [1 / 1T0 / 1 Q3 / 4  2 / 4 Y 2 / 4  1 SuperiorAvenue–BalboaBlvd/CoastHighway 2 NewportBoulevardSBRamps/CoastHighway 3 NewportBoulevard/HospitalRoad 6 / 7 Q6 / 7 Q[1 / 2 4 / 9 4 / 11 S 0 / -2  4 RiversideAvenue/CoastHighway 5 TustinAvenue/CoastHighway 6 IrvineAvenue/DoverDrive–19thStreet 1 / 0  0 / 1 0 / 1 \R  7 IrvineAvenue/WestcliffDrive–17thStreet 8 DoverDrive/WestcliffDrive 9 DoverDrive/CastawaysLane–16thStreet Z4 / 9 3 / 7 Z2 / 3 3 / 6 S 5 / 5 R 3 / 3 S 6 / 7 1 / 2 \2 / 2  10 DoverDrive–BayshoreDrive/CoastHighway 11 BaysideDrive/CoastHighway 12 JamboreeRoad/CoastHighway FIGURE5 LEGEND XXX/YYY AM/PMVolume N 2510and2530WestCoastHighway NetProjectTripAssignment 1 / 4 1 / 5 2 / 7 1 / 2 2 / 4 1 / 0 1 / 4 1 / 4 1 / 3 1 / 3 0 / 1 0 / 2 2 / 2 9 / 1 3 P:\CNB2101.01\xls\Figures\Fig5ͲNetProjectTripAssignment.xlsx(1/31/2023)10 TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 11  Riverside Avenue is a two‐to‐four lane north‐south local street located west of the project site.  The posted speed limit is 30 mph. On‐street (Class II) bicycle lanes are provided on both sides of  the street. On‐street parking is prohibited. South of Avon Street, sidewalks are provided on both  sides of the street. North of Avon Street, sidewalks and parking are provided on the north side  of Riverside Avenue.   Tustin Avenue is a two‐lane north‐south local street located west of the project site. South of  Avon Street, sidewalks are provided on both sides of the street. On‐street parking is permitted.    Irvine Avenue is a two‐to‐four lane north‐south roadway located east 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). North  of Cliff Drive, the posted speed limit is 25 mph. North of 17th Street–Westcliff Drive, the posted  speed limits are 40 mph in the northbound direction and 35 mph in the southbound direction.  South of 17th Street–Westcliff Drive, the posted speed limit is 35 mph. On‐street (Class II) bicycle  lanes and sidewalks are provided on both sides of the street. On‐street parking is generally  permitted south of 17th Street–Westcliff Drive.    19th Street–Dover Drive is a two‐to‐four lane north‐south roadway located north and 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. East of Irvine Avenue, the posted  speed limit on Dover Drive is 30 mph. In the project vicinity north of Coast Highway, Dover Drive  has a speed limit of 45 mph. On‐street (Class II) bicycle lanes and sidewalks are provided on both  sides of the street north of Coast Highway. On‐street parking is prohibited.    17th Street–Westcliff Drive is a four‐lane east‐west roadway north of the project site. According  to the City’s Master Plan of Streets and Highways, 17th Street–Westcliff Drive is classified as a  Primary Road. The posted speed limit is 35 mph. Sidewalks are provided on both sides of the  street. On‐street parking is prohibited.   16th Street is a two‐lane east‐west undivided roadway north 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.   Bayside Drive is a north‐south local street located east of the project site. It has two lanes with a  posted speed limit of 25 mph north of Coast Highway and four lanes with a posted speed limit of  40 mph south of Coast Highway. Sidewalks are provided on both sides of the street. On‐street  (Class II) bicycle lanes are provided on both sides of the street south of Coast Highway. On‐street  parking is permitted in select locations south of Coast Highway.    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. According to the City’s Master Plan of Streets and Highways,  Jamboree Road is classified as a Major Road. The posted speed limit is 55 mph. On‐street (Class  TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 12 II) bicycle lanes and sidewalks are provided on both sides of the street. On‐street parking is  prohibited.  Existing Baseline Intersection Level of Service  Figure 6 shows the existing intersection geometrics and traffic control devices at the 12 initial study  area intersections.   The City provided existing peak‐hour traffic volumes. Transportation Studies, Inc., collected peak‐ hour traffic volumes for five study area intersections in February 2020, one study area intersection  in March 2022, and six study area intersections in April 2022. The existing baseline peak‐hour traffic  volumes at the study area intersections are provided in Appendix A and illustrated on Figure 7.  The results of the existing peak‐hour LOS analysis for the study area intersections are 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 corner of Riverside Avenue/West Coast Highway and the  southwest corner of Tustin Avenue/West Coast Highway. OCTA Route 1 provides transportation  between Long Beach and San Clemente. The OCTA bus system maps 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 Riverside Avenue, Cliff Drive,  Irvine Avenue, Dover Drive, 16th Street east of Irvine Avenue, Coast Highway west of Newport  Boulevard, 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.   Pedestrian Circulation  Sidewalks currently exist in the project vicinity on both sides of West Coast Highway and Tustin  Street south of Avon Street. A sidewalk currently exists on the south side of Avon Street. Sidewalks  currently exist on both sides of Riverside Avenue south of Avon Street, as well as on the north and  west sides of Riverside Avenue between Avon Street and Cliff 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.  N/SSplitPhase 1 SuperiorAvenue–BalboaBlvd/CoastHighway 2 NewportBoulevardSBRamps/CoastHighway 3 NewportBoulevard/HospitalRoad 4 RiversideAvenue/CoastHighway 5 TustinAvenue/CoastHighway 6 IrvineAvenue/DoverDrive–19thStreet 7 IrvineAvenue/WestcliffDrive–17thStreet 8 DoverDrive/WestcliffDrive 9 DoverDrive/CastawaysLane–16thStreet N/SSplitPhase N/SSplitPhase 10 DoverDrive–BayshoreDrive/CoastHighway 11 BaysideDrive/CoastHighway 12 JamboreeRoad/CoastHighway FIGURE6 Legend Signal DefactoRightTurn FreeRightTurn N 2510and2530WestCoastHighway RightͲTurnOverlap ExistingIntersectionGeometrics                                                             F D D D D D F D D D F D F F RTO F P:\CNB2101.01\xls\Figures\Fig6ͲExistingIntersectionsGeometrics.xlsx1/31/2023 13 [208 / 158 [34 / 61647 / 1896 [404 / 551 185 / 210ZQT64 / 128 ZQ828 / 1830 ZQT44 / 109 540 / 211 SRY 2217 / 1165 211 / 381 SRY 2056 / 861 129 / 131 \157 / 96  272 / 179 \219 / 224 \ 1 SuperiorAvenue–BalboaBlvd/CoastHighway 2 NewportBoulevardSBRamps/CoastHighway 3 NewportBoulevard/HospitalRoad [76 / 40 [231 / 2921263 / 2110 [34 / 36 102 / 256ZQT7 / 26 ZQ1310 / 2100 ZQT11 / 26 254 / 265 SRY 49 / 80 SRY 72 / 45 SRY 1913 / 1450 2001 / 1433 162 / 112  4 / 17 \4 / 2 \43 / 55 \ 4 RiversideAvenue/CoastHighway 5 TustinAvenue/CoastHighway 6 IrvineAvenue/DoverDrive–19thStreet [52 / 92 [72 / 54315 / 745 33 / 21ZQT30 / 74 Z ZQT40 / 41 250 / 278 SRY 73 / 108 SR20 / 28 SRY 580 / 528 553 / 478 \34 / 21  133 / 135 \167 / 171 \ 7 IrvineAvenue/WestcliffDrive–17thStreet 8 DoverDrive/WestcliffDrive 9 DoverDrive/CastawaysLane–16thStreet [738 / 1463 [20 / 28 [122 / 2171190 / 2143 1522 / 3097 876 / 1874ZQT28 / 38 ZQT63 / 75 ZQT65 / 123 126 / 141 SRY 33 / 57 SRY 1044 / 685 SRY 2002 / 1358 2718 / 1816 1297 / 1041  34 / 14 \475 / 416 \12 / 14 \ 10 DoverDrive–BayshoreDrive/CoastHighway 11 BaysideDrive/CoastHighway 12 JamboreeRoad/CoastHighway FIGURE7 LEGEND XXX/YYY AM/PMVolume N 2510and2530WestCoastHighway ExistingPeakͲHourTrafficVolumes 77 / 7 4 11 / 1 9 42 / 4 5 23 / 3 2 34 2 / 2 3 1 26 4 / 4 9 5 17 9 / 1 7 7 42 / 4 6 28 / 2 9 95 6 / 7 5 0 78 / 7 2 24 / 2 3 12 4 / 1 2 7 39 / 5 0 11 7 0 / 8 8 2 55 / 4 4 43 / 4 6 37 5 / 4 8 2 6 / 1 5 29 / 3 4 37 / 4 7 70 0 / 1 3 4 7 11 0 / 1 3 1 75 8 / 1 0 1 1 17 2 / 4 1 1 46 7 / 5 7 6 24 4 / 2 7 5 61 4 / 4 3 4 19 / 4 0 32 7 / 5 0 5 44 2 / 5 9 8 87 / 7 7 53 5 / 3 4 1 23 9 / 2 0 6 13 5 2 / 1 4 7 7 53 / 5 1 36 0 / 3 0 6 43 5 / 1 7 2 15 5 / 1 6 1 26 1 / 6 5 7 11 5 / 1 5 6 24 2 / 1 8 4 24 2 / 2 9 5 14 4 / 2 6 6 13 1 / 1 0 9 14 5 / 1 6 5 61 / 5 6 13 0 / 1 9 4 14 4 3 / 1 3 9 1 1 / 1 3 0 / 1 22 / 4 0 88 9 / 7 4 1 31 / 4 0 32 / 7 4 12 / 2 4 1 / 3 51 / 6 0 85 9 / 1 3 7 4 2 / 4 1 / 4 1 / 1 78 / 5 8 29 6 / 3 1 5 P:\CNB2101.01\xls\Figures\Fig7ͲExistingPeakͲHourVolumes.xlsx(11/16/2022)14 ICU LOS ICU LOS 1 SuperiorAvenue–BalboaBoulevard/WestCoastHighway 0.63 B 0.64 B 2 NewportBoulevardSouthboundRamps/WestCoastHighway 0.84 D 0.57 A 3 NewportBoulevard/HospitalRoad 0.53 A 0.64 B 4 RiversideAvenue/CoastHighway 0.66 B 0.66 B 5 TustinAvenue/CoastHighway 0.66 B 0.55 A 6IrvineAvenue/DoverDrive–19thStreet 0.56 A 0.68 B 7IrvineAvenue/WestcliffDrive–17thStreet 0.51 A 0.69 B 8DoverDrive/WestcliffDrive0.46 A 0.41 A 9DoverDrive/CastawaysLane–16thStreet 0.50 A 0.49 A 10 DoverDrive–BayshoreDrive/CoastHighway 0.72 C 0.70 B 11 BaysideDrive/CoastHighway 0.72 C 0.67 B 12 JamboreeRoad/CoastHighway 0.60 A 0.64 B ICU=IntersectionCapacityUtilization LOS=levelofservice Intersection AMPeakHour PMPeakHour TableB:ExistingIntersectionLevelofServiceSummary Existing P:\CNB2101.01\xls\LOS.xlsx\Ex(1/31/2023)15 TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 16 FUTURE YEAR 2025 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 2024; therefore, an analysis year of 2025 was used in the  future year analysis.   Future Year 2025 Baseline Intersection Level of Service  The Future Year 2025 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, Newport Boulevard, 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 area intersection.  Figure 8 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. Residences at 4400 Von Karman  14. Picerne Residential  15. 1400 Bristol St Medical Office  16. Balboa Marina West  17. Newport Crossings  18. Museum House—Vivante Senior Center    The ambient growth volumes on Irvine Avenue, Newport Boulevard, Coast Highway, and Jamboree  Road north of Coast Highway, as well as the approved project trips at the study area intersections,  were added to the existing peak‐hour volumes to develop the Future Year 2025 baseline peak‐hour  traffic volumes. Figure 9 shows the resulting Future Year 2025 baseline peak‐hour traffic volumes.  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 2025 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 2025 Plus Project condition in the following study area  intersection:  5. Tustin Avenue/Coast Highway  FEET 470023500 N FIGURE 8 I:\CNB \G\Cumulative Projects.cdr (1 / /202 )2101.01 1 16 2 SOURCE Google Maps:Approved Project Locations LEGEND - Approved Project - Project Site XX 2510 and 2530 West Coast Highway 1 2 3 4 5 6 7 8 9 10 12 13 14 15 16 17 18 11 17 [214 / 163 [37 / 74700 / 2010 [420 / 577 187 / 218ZQT66 / 132 ZQ901 / 1929 ZQT46 / 118 559 / 221 SRY 2308 / 1291 223 / 401 SRY 2152 / 913 137 / 142 \162 / 100  280 / 187 \220 / 229 \ 1 SuperiorAvenue–BalboaBlvd/CoastHighway 2 NewportBoulevardSBRamps/CoastHighway 3 NewportBoulevard/HospitalRoad [78 / 42 [233 / 2971368 / 2263 [35 / 37 102 / 256ZQT7 / 27 ZQ1416 / 2253 ZQT11 / 26 262 / 273 SRY 50 / 82 SRY 72 / 45 SRY 2033 / 1586 2124 / 1568 162 / 112  4 / 18 \4 / 2 \43 / 55 \ 4 RiversideAvenue/CoastHighway 5 TustinAvenue/CoastHighway 6 IrvineAvenue/DoverDrive–19thStreet [54 / 97 [72 / 54321 / 756 33 / 21ZQT30 / 74 Z ZQT40 / 41 251 / 280 SRY 73 / 108 SR20 / 28 SRY 588 / 541 564 / 495 \34 / 21  133 / 135 \171 / 177 \ 7 IrvineAvenue/WestcliffDrive–17thStreet 8 DoverDrive/WestcliffDrive 9 DoverDrive/CastawaysLane–16thStreet [778 / 1549 [37 / 60 [126 / 2241286 / 2292 1619 / 3255 932 / 1996ZQT29 / 39 ZQT68 / 88 ZQT67 / 129 135 / 156 SRY 73 / 114 SRY 1096 / 746 SRY 2117 / 1479 2843 / 1920 1376 / 1105  35 / 14 \489 / 429 \12 / 14 \ 10 DoverDrive–BayshoreDrive/CoastHighway 11 BaysideDrive/CoastHighway 12 JamboreeRoad/CoastHighway FIGURE9 LEGEND XXX/YYY AM/PMVolume N 2510and2530WestCoastHighway FutureYear2025PeakͲHourTrafficVolumes 2 / 4 1 / 4 1 / 1 79 / 5 9 29 6 / 3 1 5 69 / 6 2 14 1 / 2 0 5 15 1 5 / 1 4 7 3 1 / 1 3 0 / 1 22 / 4 0 91 8 / 7 6 8 31 / 4 0 33 / 7 6 12 / 2 5 1 / 3 53 / 6 2 88 9 / 1 4 2 1 14 2 9 / 1 5 4 9 63 / 5 8 38 9 / 3 4 2 45 9 / 1 8 3 15 7 / 1 6 3 26 3 / 6 6 3 11 6 / 1 5 9 24 2 / 1 8 4 28 5 / 3 2 4 14 5 / 2 6 6 13 1 / 1 0 9 15 3 / 1 7 6 33 3 / 5 2 0 44 6 / 6 0 8 87 / 7 7 54 2 / 3 5 2 25 0 / 2 1 8 11 2 / 1 3 6 76 7 / 1 0 3 6 17 8 / 4 2 4 48 1 / 5 9 3 25 1 / 2 8 3 63 2 / 4 4 7 20 / 4 1 42 / 4 6 28 / 2 9 97 3 / 7 7 6 78 / 7 2 24 / 2 3 13 0 / 1 3 2 39 / 5 0 12 0 0 / 9 1 8 55 / 4 4 43 / 4 6 37 6 / 4 8 7 10 / 2 3 47 / 6 1 61 / 9 9 76 3 / 1 4 2 1 79 / 7 8 17 / 2 5 42 / 4 5 24 / 3 3 35 2 / 2 3 8 27 2 / 5 1 2 18 4 / 1 8 2 P:\CNB2101.01\xls\Figures\Fig9ͲFutureYear2025PeakͲHourVolumes.xlsx(1/31/2023)18 1Percent Peak Percent Percent Percent Percent Test Hour Project Base Increase Project Base Increase Project Base Increase Project Base Increase Satisfied? AM 0 433 0.00% 0 621 0.00% 2 2,991 0.07% 3 980 0.31% 1 SuperiorAvenue–BalboaBoulevard/WestCoastHighway PM 1 538 0.19% 0 1,006 0.00% 4 1,321 0.30% 4 2,305 0.17% No AM ͲͲ Ͳ 1 674 0.15% 2 2,445 0.08% 4 1,321 0.30% 2NewportBoulevardSouthboundRamps/WestCoastHighway PM ͲͲ Ͳ 3 666 0.45% 4 1,433 0.28% 5 2,506 0.20% No AM 2 1,725 0.12% 1 1,951 0.05% 0 605 0.00% 0 270 0.00% 3NewportBoulevard/HospitalRoad PM 2 1,740 0.11% 3 1,790 0.17% 0 730 0.00% 0 410 0.00% No AM 0 4 0.00% 0 376 0.00% 4 2,299 0.17% 6 1,453 0.41% 4RiversideAvenue/CoastHighway PM 0 21 0.00% 0 375 0.00% 9 1,877 0.48% 7 2,332 0.30% No AM 0 1 0.00% 9 53 16.98% 4 2,178 0.18% 6 1,451 0.41% 5TustinAvenue/CoastHighway PM 0 4 0.00% 13 80 16.25% 9 1,652 0.54% 7 2,290 0.31% Yes AM 0 983 0.00% 0 1,075 0.00% 0 277 0.00% 1 346 0.29% 6IrvineAvenue/19thStreet–DoverAvenue PM 0 855 0.00% 2 1,673 0.12% 0 212 0.00% 2 579 0.35% No AM 0 903 0.00% 0 909 0.00% 0 972 0.00% 1 405 0.25% 7IrvineAvenue/17thStreet–WestcliffDrive PM 0 771 0.00% 0 1,235 0.00% 1 956 0.10% 0 927 0.00% No AM 2 779 0.26% 1 629 0.16% 0 637 0.00% 0 0 0.00% 8DoverDrive/WestcliffDrive PM 4 1,128 0.35% 4 429 0.93% 1 603 0.17% 0 0 0.00% No AM 2 921 0.22% 1 1,079 0.09% 0 225 0.00% 0 145 0.00% 9DoverDrive/16thStreet–CastawaysLane PM 4 1,218 0.33% 5 877 0.57% 0 226 0.00% 0 116 0.00% No AM 0 122 0.00% 2 1,369 0.15% 9 2,287 0.39% 4 2,093 0.19% 10 DoverDrive–BayshoreDrive/CoastHighway PM 0 113 0.00% 7 1,100 0.64% 13 1,649 0.79% 9 3,880 0.23% No AM 1 435 0.23% 0 118 0.00% 6 3,405 0.18% 3 1,724 0.17% 11 BaysideDrive/CoastHighway PM 2 557 0.36% 0 183 0.00% 7 2,463 0.28% 7 3,403 0.21% No AM 0 455 0.00% 1 1,219 0.08% 5 2,484 0.20% 2 1,125 0.18% 12 JamboreeRoad/CoastHighway PM 0 349 0.00% 4 2,115 0.19% 5 1,865 0.27% 3 2,349 0.13% No =projectcontributionof1percentormore TableC:CityofNewportBeach1PercentVolumeAnalysisSummary PrimaryIntersection Northbound Southbound Eastbound Westbound ApproachVolumes P:\CNB2101.01\xls\1percentsummary.xlsx\All(1/31/2023) 19 TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 20 The results of the Future Year 2025 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 2025 Plus Project Intersection Level of Service  To determine the Future Year 2025 Plus Project condition, traffic generated by the proposed project  was added to Future Year 2025 traffic volumes at Tustin Avenue/Coast Highway. Figure 10 shows  the resulting Future Year 2025 Plus Project peak‐hour traffic volumes.   Table D summarizes the results of the Future Year 2025 Plus Project peak‐hour LOS analysis for the  study area intersection. As shown in Table D, with the addition of the proposed project, Tustin  Avenue/Coast Highway is 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 2025 condition.  ACCESS AND ON‐SITE CIRCULATION  As previously described, access to the project site would be provided via a RIRO only driveway on  West Coast Highway and a full‐access driveway on Avon Street. The residential component of the  proposed project is anticipated to generate approximately 60 percent of its inbound trips and  30 percent of its outbound trips at the RIRO only driveway on West Coast Highway, as well as  approximately 40 percent of its inbound trips and 70 percent of its outbound trips at the full‐access  driveway on Avon Street. The grocery store component of the proposed project is anticipated to  generate approximately 45 percent of its inbound trips and 30 percent of its outbound trips at the  RIRO only driveway on West Coast Highway, as well as approximately 55 percent of its inbound trips  and 70 percent of its outbound trips at the full‐access driveway on Avon Street. The regional trip  distribution and assignment of the proposed project are illustrated on Figures 3–5.  Sight Distance Analysis  A sight distance analysis was conducted along West Coast Highway and Avon Street at the locations  of the project driveways to ensure driver visibility and safety. According to the City’s Master Plan of  Streets and Highways, West Coast Highway is classified as a Major Road. Avon Street is a local road  and does not have any street designation in the City’s Master Plan of Streets and Highways. Based  on the City’s Standard Drawings Series STD‐105, the sight distance for a Major Road is 525 feet (ft).  As shown on Figure 11, the sight distance at the project driveway along West Coast Highway  exceeds 525 ft looking east. There are no sight obstructions at the project driveway along Avon  Street. Therefore, the project driveway along West Coast Highway meets the minimum sight  distance requirements of 525 ft specified in the City’s STD‐105.  ICU LOS ICU LOS ICU LOS ICU LOS AM PM AM PM 1 SuperiorAvenue–BalboaBoulevard/WestCoastHighway 0.66 B 0.66 B ͲͲͲͲͲͲN/A N/A 2 NewportBoulevardSouthboundRamps/WestCoastHighway 0.90 D 0.60 B ͲͲͲͲͲͲN/A N/A 3 NewportBoulevard/HospitalRoad 0.55 A 0.67 B ͲͲͲͲͲͲN/A N/A 4 RiversideAvenue/CoastHighway 0.69 B 0.69 B ͲͲͲͲͲͲN/A N/A 5 TustinAvenue/CoastHighway 0.70 B 0.58 A 0.70 B 0.60 A 0.00 0.02 No No 6IrvineAvenue/DoverDrive–19thStreet 0.57 A 0.70 B ͲͲͲͲͲͲN/A N/A 7IrvineAvenue/WestcliffDrive–17thStreet 0.52 A 0.71 C ͲͲͲͲͲͲN/A N/A 8DoverDrive/WestcliffDrive0.47 A 0.42 A ͲͲͲͲͲͲN/A N/A 9DoverDrive/CastawaysLane–16thStreet 0.51 A 0.51 A ͲͲͲͲͲͲN/A N/A 10 DoverDrive–BayshoreDrive/CoastHighway 0.75 C 0.75 C ͲͲͲͲͲͲN/A N/A 11 BaysideDrive/CoastHighway 0.76 C 0.77 C ͲͲͲͲͲͲN/A N/A 12 JamboreeRoad/CoastHighway 0.62 B 0.68 B ͲͲͲͲͲͲN/A N/A ѐ=changein ICU=IntersectionCapacityUtilization LOS=levelofservice Intersection PeakͲHour ѐinICU ProjectLOS Impact? TableD:FutureYear2025IntersectionLevelofServiceSummary FutureYear2025 FutureYear2025PlusProject AMPeakHour PMPeakHour AMPeakHour PMPeakHour P:\CNB2101.01\xls\LOS.xlsx\Future+Proj(1/31/2023) 21 [214 / 163 [37 / 74703 / 2013 [421 / 578 187 / 218ZQT66 / 133 ZQ904 / 1933 ZQT46 / 118 559 / 221 SRY 2310 / 1295 223 / 401 SRY 2154 / 917 137 / 142 \162 / 100  280 / 187 \220 / 229 \ 1 SuperiorAvenue–BalboaBlvd/CoastHighway 2 NewportBoulevardSBRamps/CoastHighway 3 NewportBoulevard/HospitalRoad [78 / 42 [234 / 2991374 / 2270 [35 / 37 102 / 256ZQT7 / 27 ZQ1422 / 2260 ZQT11 / 26 262 / 273 SRY 54 / 93 SRY 72 / 45 SRY 2037 / 1595 2124 / 1566 162 / 112  4 / 18 \4 / 2 \43 / 55 \ 4 RiversideAvenue/CoastHighway 5 TustinAvenue/CoastHighway 6 IrvineAvenue/DoverDrive–19thStreet [54 / 97 [72 / 54322 / 756 33 / 21ZQT30 / 74 Z ZQT40 / 41 251 / 280 SRY 73 / 108 SR20 / 28 SRY 588 / 542 564 / 496 \34 / 21  133 / 135 \171 / 177 \ 7 IrvineAvenue/WestcliffDrive–17thStreet 8 DoverDrive/WestcliffDrive 9 DoverDrive/CastawaysLane–16thStreet [778 / 1549 [37 / 60 [126 / 2241290 / 2301 1621 / 3259 934 / 1999ZQT29 / 39 ZQT68 / 88 ZQT67 / 129 138 / 162 SRY 73 / 114 SRY 1099 / 749 SRY 2123 / 1486 2845 / 1923 1378 / 1107  35 / 14 \490 / 431 \12 / 14 \ 10 DoverDrive–BayshoreDrive/CoastHighway 11 BaysideDrive/CoastHighway 12 JamboreeRoad/CoastHighway FIGURE10 LEGEND XXX/YYY AM/PMVolume N 2510and2530WestCoastHighway FutureYear2025PlusProjectPeakͲHourTrafficVolumes 2 / 4 1 / 4 1 / 1 79 / 5 9 29 6 / 3 1 5 69 / 6 2 14 1 / 2 0 5 15 1 7 / 1 4 7 5 1 / 1 3 0 / 1 22 / 4 0 91 8 / 7 6 8 40 / 5 3 33 / 7 6 12 / 2 5 1 / 3 53 / 6 2 88 9 / 1 4 2 1 14 3 0 / 1 5 5 2 63 / 5 8 39 0 / 3 4 5 45 9 / 1 8 3 15 7 / 1 6 3 26 3 / 6 6 3 11 6 / 1 5 9 24 2 / 1 8 4 28 5 / 3 2 4 14 5 / 2 6 6 13 1 / 1 1 0 15 3 / 1 7 8 33 4 / 5 2 0 44 7 / 6 1 2 87 / 7 7 54 3 / 3 5 6 25 0 / 2 1 8 11 2 / 1 3 6 76 9 / 1 0 4 0 17 8 / 4 2 4 48 1 / 5 9 3 25 1 / 2 8 3 63 2 / 4 4 7 20 / 4 1 42 / 4 6 28 / 2 9 97 4 / 7 8 1 78 / 7 2 24 / 2 3 13 2 / 1 3 9 39 / 5 0 12 0 0 / 9 1 8 55 / 4 4 43 / 4 6 37 7 / 4 8 9 10 / 2 3 47 / 6 1 61 / 9 9 76 4 / 1 4 2 5 77 / 7 6 17 / 2 5 42 / 4 5 23 / 3 2 34 2 / 2 3 1 27 2 / 5 1 2 18 4 / 1 8 2 P:\CNB2101.01\xls\Figures\Fig10ͲFutureYear2025PlusProjectPeakͲHourVolumes.xlsx(11/18/2022)22 нϱϮϱŌ͘нϱϮϱŌ͘ 1 3$5. , 1 *  * $ 5 $ * (  ‡62& & 8 3 $ 1 & < ‡7<3(  , $&2 1 6 7 5 8 & 7 , 2 1 ‡21(6 7 2 5 <  $ 7  * 5 $ ' ( : ( 6 7  &2$6 7  + , * + : $ < 7 8 6 7 , 1  $ 9 (  7 8 6 7 , 1  $ 9 (      7 8 6 7 : ( 6 7  &2$67  + , * + : $ < $'-$ & ( 1 7 3/$< * 5 2 8 1 '  $5($ &200 ( 5 & , $ /  6 3 $ & ( 027 + ( 5 6  0 $ 5 . ( 7  ‡02&& 8 3 $ 1 & < ‡  6 )  * 5 2 6 6    6(7%$&.     )'&  3/3/ 3/ 3/ 3/ 3/ 3/ ($6(0(17   )8785( ƒ                 5(6, ' ( 1 7 , $ /  ‡52&& 8 3 $ 1 & < ‡7<3( 9 $&2 1 6 7 5 8 & 7 , 2 1  $%29(  3 2 ' , 8 0 ‡7:26 7 2 5 , ( 6                                              027+( 5 6  0 $ 5 . ( 7  6 3 $ & ( $335 2 9 ( '  ( ; , 6 7 , 1 * 1 5(6,' ( 1 7 , $ /  /2%%< 127$  3 $ 5 7 33//333 ƒ   5(6, ' ( 1 7 , $ /  ‡5 < 2&& 8 3 $ 1 & < ‡7<3( 9 $&2 1 6 7 5 8 & 7 , 2 1  $%29(  3 2 ' , 8 0 ‡7:26 7 2 5 , ( 6                нϱϮϱŌ͘нϱϮϱŌ͘ нϮϬϬŌ͘нϮϬϬŌ͘ нϮϬϬŌ͘нϮϬϬŌ͘ ůŝ ī   ƌ ůŝ ī   ƌ Av o n S t Av o n S t dƵƐ Ɵ Ŷ   ǀ Ğ dƵƐ Ɵ Ŷ   ǀ Ğ Coast Highway is a Major Road - STD-105 requires 525' of sight distance. Avon Street is a Commuter (Local) Street - STD-105 requires 205' of sight distance. SOURCE: Google Earth 2021 FIGURE 11 I:\CNB2101.01\G\Sight_Distance.ai (10/20/2022) Sight Distance 2510 and 2530 West Coast Highway FEET 150750 23 TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 24 CONGESTION MANAGEMENT PROGRAM CONSISTENCY REQUIREMENTS  The County of Orange (County) CMP Highway System includes one roadway arterial in the project  area: Coast Highway, but it 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 690 ADT. As such, a CMP‐level  analysis is not required. Therefore, this TIA complies with the CMP requirements.  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. The proposed 5,096 sf grocery store is less than 50,000 sf of local‐serving retail use.  Therefore, the proposed project would meet the City’s requirements regarding VMT, and the  proposed project would not create a significant California Environmental Quality Act (CEQA)  transportation impact.  CONCLUSIONS  Based on the results of this TIA, the proposed project could be implemented without adversely  affecting the study area intersections. 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. Because the 5,096 sf grocery store is less than  50,000 sf of local‐serving retail use, the proposed project is screened out from a VMT analysis and is  presumed to have a less than significant CEQA 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.  TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23» 25 REFERENCES  California Department of Transportation (Caltrans). 2020. California Manual on Uniform Traffic  Control Devices (CAMUTCD). 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 27, 2022).  ______. 2007. Municipal Code Section 15.40 Traffic Phasing Ordinance. July 26, 2022. Website:  https://www.codepublishing.com/CA/NewportBeach/html/NewportBeach15/ NewportBeach1540.html (accessed October 27, 2022).  Institute of Transportation Engineers (ITE). 2021. Trip Generation Manual. 11th Edition.  Orange County Transportation Authority (OCTA). 2017a. Congestion Management Program.  ______. 2017b. Guidance for Administration of the Orange County Master Plan of Arterial Highways.    TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23»  APPENDIX A    EXISTING TRAFFIC VOLUMES  File Name : CH 1855 Site Code : 00000000 Start Date : 4/5/2022 Page No : 1 City: NEWPORT BEACH N-S Direction: BALBOA BLVD/SUPERIOR AVE E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements SUPERIOR AVENUE Southbound COAST HIGHWAY Westbound BALBOA BOULEVARD 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 20 27 1 28 95 12 0 23 16 19 0 32 317 94 0 718 07:15 32 24 38 0 37 93 8 0 29 26 22 0 60 343 88 0 800 07:30 66 28 58 0 41 195 10 0 41 28 18 0 80 487 128 0 1180 07:45 67 37 54 0 61 162 21 2 21 44 39 0 77 513 114 0 1212 Total 199 109 177 1 167 545 51 2 114 114 98 0 249 1660 424 0 3910 08:00 73 31 66 0 58 138 14 0 29 39 43 0 57 559 168 0 1275 08:15 55 19 64 0 48 152 16 1 40 44 44 0 58 497 130 0 1168 08:30 62 31 62 0 39 148 17 1 39 36 38 0 65 410 130 0 1078 08:45 46 32 28 0 52 166 25 2 26 32 38 0 77 476 184 0 1184 Total 236 113 220 0 197 604 72 4 134 151 163 0 257 1942 612 0 4705 16:30 175 35 39 0 37 446 25 1 34 28 64 0 52 196 64 0 1196 16:45 127 37 51 0 47 435 27 3 28 50 71 0 45 217 39 0 1177 Total 302 72 90 0 84 881 52 4 62 78 135 0 97 413 103 0 2373 17:00 204 35 47 1 29 487 24 1 26 44 87 0 42 245 56 0 1328 17:15 151 49 46 0 45 528 46 1 21 39 44 0 40 203 52 0 1265 17:30 132 41 44 2 35 413 25 1 22 37 66 0 39 210 46 0 1113 17:45 105 40 16 0 32 452 44 2 22 33 41 0 42 170 57 0 1056 Total 592 165 153 3 141 1880 139 5 91 153 238 0 163 828 211 0 4762 18:00 96 45 27 0 16 329 42 2 32 45 60 0 51 138 33 0 916 18:15 75 47 34 0 31 312 21 0 24 32 49 0 47 206 44 0 922 Grand Total 1500 551 701 4 636 4551 377 17 457 573 743 0 864 5187 1427 0 17588 Apprch %54.4 20 25.4 0.1 11.4 81.5 6.8 0.3 25.8 32.3 41.9 0 11.6 69.4 19.1 0 Total %8.5 3.1 4 0 3.6 25.9 2.1 0.1 2.6 3.3 4.2 0 4.9 29.5 8.1 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : CH 1855 Site Code : 00000000 Start Date : 4/5/2022 Page No : 2 City: NEWPORT BEACH N-S Direction: BALBOA BLVD/SUPERIOR AVE E-W Direction: COAST HIGHWAY SUPERIOR AVENUE Southbound COAST HIGHWAY Westbound BALBOA BOULEVARD 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 07:30 07:30 66 28 58 0 152 41 195 10 0 246 41 80 07:45 67 37 54 0 158 61 162 21 2 246 21 44 39 0 104 77 513 114 0 704 1212 08:00 73 66 170 58 138 14 0 210 29 39 43 0 111 57 559 168 784 1275 08:15 55 19 64 0 138 48 152 16 1 217 40 44 44 128 58 497 130 0 685 1168 Total Volume 261 115 242 0 618 208 647 61 3 919 131 155 144 0 430 272 2056 540 0 2868 4835 % App. Total 42.2 18.6 39.2 0 22.6 70.4 6.6 0.3 30.5 36 33.5 0 9.5 71.7 18.8 0 PHF .894 .777 .917 .000 .909 .852 .829 .726 .375 .934 .799 .881 .818 .000 .840 .850 .919 .804 .000 .915 .948 SUPERIOR 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 BALBOA BOULEVARD Right 261 Thru 115 Left 242 U Turns 0 InOut Total 903 618 1521 Rig h t 20 8 Th r u 64 7 Le f t 61 U Tu r n s 3 Ou t To t a l In 24 2 9 91 9 33 4 8 Left 144 Thru 155 Right 131 U Turns 0 Out TotalIn 448 430 878 Le f t 54 0 Th r u 20 5 6 Ri g h t 27 2 U Tu r n s 0 To t a l Ou t In 10 5 2 28 6 8 39 2 0 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 : CH 1855 Site Code : 00000000 Start Date : 4/5/2022 Page No : 3 City: NEWPORT BEACH N-S Direction: BALBOA BLVD/SUPERIOR AVE E-W Direction: COAST HIGHWAY SUPERIOR AVENUE Southbound COAST HIGHWAY Westbound BALBOA BOULEVARD 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 16:30 16:30 175 35 39 0 249 37 446 25 1 509 34 52 64 16:45 127 37 51 0 215 47 435 27 3 512 28 50 71 0 149 45 217 39 0 301 1177 17:00 204 1 287 29 487 24 1 541 26 44 87 157 42 245 56 0 343 1328 17:15 151 49 46 0 246 45 528 46 620 21 39 44 0 104 40 203 52 0 295 1265 Total Volume 657 156 183 1 997 158 1896 122 6 2182 109 161 266 0 536 179 861 211 0 1251 4966 % App. Total 65.9 15.6 18.4 0.1 7.2 86.9 5.6 0.3 20.3 30 49.6 0 14.3 68.8 16.9 0 PHF .805 .796 .897 .250 .868 .840 .898 .663 .500 .880 .801 .805 .764 .000 .854 .861 .879 .824 .000 .912 .935 SUPERIOR 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 BALBOA BOULEVARD Right 657 Thru 156 Left 183 U Turns 1 InOut Total 530 997 1527 Ri g h t 15 8 Th r u 18 9 6 Le f t 12 2 U Tu r n s 6 Ou t To t a l In 11 5 3 21 8 2 33 3 5 Left 266 Thru 161 Right 109 U Turns 0 Out TotalIn 457 536 993 Le f t 21 1 Th r u86 1 Rig h t 17 9 U Tu r n s 0 To t a l Ou t In 28 1 9 12 5 1 40 7 0 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 : CH 2620 Site Code : 00000000 Start Date : 4/5/2022 Page No : 1 City: NEWPORT BEACH N-S Direction: SR-55 SB RAMP E-W Direction: COAST HIGHWAY Groups Printed- Turning Movement SR-55 SB RAMP Southbound COAST HIGHWAY Westbound 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 40 0 68 0 63 114 0 0 0 0 0 0 15 285 0 0 585 07:15 48 0 84 0 42 122 0 0 0 0 0 0 25 412 0 0 733 07:30 50 0 94 0 78 195 0 0 0 0 0 0 22 548 0 0 987 07:45 73 0 88 0 124 222 0 0 0 0 0 0 29 557 0 0 1093 Total 211 0 334 0 307 653 0 0 0 0 0 0 91 1802 0 0 3398 08:00 65 0 90 0 96 209 0 0 0 0 0 0 34 548 0 0 1042 08:15 54 0 88 0 106 202 0 0 0 0 0 0 44 564 0 0 1058 08:30 56 0 86 0 88 184 0 0 0 0 0 0 36 517 0 0 967 08:45 54 0 106 0 114 209 0 0 0 0 0 0 39 496 0 0 1018 Total 229 0 370 0 404 804 0 0 0 0 0 0 153 2125 0 0 4085 16:30 65 0 95 0 141 412 0 0 0 0 0 0 30 298 0 0 1041 16:45 68 0 97 0 123 411 0 0 0 0 0 0 33 318 0 0 1050 Total 133 0 192 0 264 823 0 0 0 0 0 0 63 616 0 0 2091 17:00 67 0 73 0 163 514 0 0 0 0 0 0 31 313 0 0 1161 17:15 84 0 63 0 119 445 0 0 0 0 0 0 38 276 0 0 1025 17:30 76 0 73 0 146 460 0 0 0 0 0 0 29 258 0 0 1042 17:45 93 0 54 0 117 404 0 0 0 0 0 0 21 221 0 0 910 Total 320 0 263 0 545 1823 0 0 0 0 0 0 119 1068 0 0 4138 18:00 71 0 69 0 103 335 0 0 0 0 0 0 22 196 0 0 796 18:15 61 0 43 0 121 342 0 0 0 0 0 0 30 222 0 0 819 Grand Total 1025 0 1271 0 1744 4780 0 0 0 0 0 0 478 6029 0 0 15327 Apprch %44.6 0 55.4 0 26.7 73.3 0 0 0 0 0 0 7.3 92.7 0 0 Total %6.7 0 8.3 0 11.4 31.2 0 0 0 0 0 0 3.1 39.3 0 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : CH 2620 Site Code : 00000000 Start Date : 4/5/2022 Page No : 2 City: NEWPORT BEACH N-S Direction: SR-55 SB RAMP E-W Direction: COAST HIGHWAY SR-55 SB RAMP Southbound COAST HIGHWAY Westbound 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 07:30 07:30 50 0 94 07:45 73 0 88 0 161 124 222 0 0 346 0 0 0 0 0 29 557 0 0 586 1093 08:00 65 0 90 0 155 96 209 0 0 305 0 0 0 0 0 34 548 0 0 582 1042 08:15 54 0 88 0 142 106 202 0 0 308 0 0 0 0 0 44 564 0 0 608 1058 Total Volume 242 0 360 0 602 404 828 0 0 1232 0 0 0 0 0 129 2217 0 0 2346 4180 % App. Total 40.2 0 59.8 0 32.8 67.2 0 0 0 0 0 0 5.5 94.5 0 0 PHF .829 .000 .957 .000 .935 .815 .932 .000 .000 .890 .000 .000 .000 .000 .000 .733 .983 .000 .000 .965 .956 SR-55 SB RAMP C O A S T H I G H W A Y C O A S T H I G H W A Y Right 242 Thru 0 Left 360 U Turns 0 InOut Total 404 602 1006 Ri g h t 40 4 Th r u 82 8 Le f t 0 U Tu r n s 0 Ou t To t a l In 25 7 7 12 3 2 38 0 9 Left 0 Thru 0 Right 0 U Turns 0 Out TotalIn 129 0 129 Le f t 0 Th r u 22 1 7 Rig h t 12 9 U Tu r n s 0 To t a l Ou t In 10 7 0 23 4 6 34 1 6 Peak Hour Begins at 07:30 Turning Movement Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : CH 2620 Site Code : 00000000 Start Date : 4/5/2022 Page No : 3 City: NEWPORT BEACH N-S Direction: SR-55 SB RAMP E-W Direction: COAST HIGHWAY SR-55 SB RAMP Southbound COAST HIGHWAY Westbound 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 68 0 97 165 123 411 0 0 534 0 0 0 0 0 33 318 0 0 351 1050 17:00 67 0 73 0 140 163 514 0 0 677 0 0 0 0 0 31 313 0 0 344 1161 17:15 84 38 17:30 76 0 73 0 149 146 460 0 0 606 0 0 0 0 0 29 258 0 0 287 1042 Total Volume 295 0 306 0 601 551 1830 0 0 2381 0 0 0 0 0 131 1165 0 0 1296 4278 % App. Total 49.1 0 50.9 0 23.1 76.9 0 0 0 0 0 0 10.1 89.9 0 0 PHF .878 .000 .789 .000 .911 .845 .890 .000 .000 .879 .000 .000 .000 .000 .000 .862 .916 .000 .000 .923 .921 SR-55 SB RAMP C O A S T H I G H W A Y C O A S T H I G H W A Y Right 295 Thru 0 Left 306 U Turns 0 InOut Total 551 601 1152 Ri g h t 55 1 Th r u 18 3 0 Le f t 0 U Tu r n s 0 Ou t To t a l In 14 7 1 23 8 1 38 5 2 Left 0 Thru 0 Right 0 U Turns 0 Out TotalIn 131 0 131 Le f t 0 Th r u 11 6 5 Rig h t 13 1 U Tu r n s 0 To t a l Ou t In 21 2 5 12 9 6 34 2 1 Peak Hour Begins at 16:45 Turning Movement Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : NE 2480 Site Code : 00000000 Start Date : 3/31/2022 Page No : 1 City : Newport Beach N-S Direction : Newport Blvd E-W Direction: Hospital Rd Groups Printed- Turning Movements Newport Blvd Southbound Hospital Rd Westbound Newport Blvd Northbound Hospital Rd Eastbound Start Time Right Thru Left U Turn Right Thru Left U Turn Right Thru Left U Turn Right Thru Left U Turn Int. Total 07:00 75 269 8 0 3 17 5 0 6 232 6 2 38 10 43 0 714 07:15 62 230 11 0 4 9 2 0 9 311 19 1 33 13 50 0 754 07:30 83 295 10 0 12 30 11 0 11 328 22 2 52 37 121 0 1014 07:45 111 327 12 0 6 57 14 0 23 340 30 0 67 72 82 0 1141 Total 331 1121 41 0 25 113 32 0 49 1211 77 5 190 132 296 0 3623 08:00 95 272 9 0 8 59 14 0 13 369 40 0 56 30 50 0 1015 08:15 123 353 15 0 8 32 6 0 14 365 21 3 63 22 35 0 1060 08:30 106 400 17 0 12 37 10 0 11 369 36 0 33 33 44 0 1108 08:45 81 318 13 0 13 36 14 1 16 341 34 1 52 13 48 0 981 Total 405 1343 54 0 41 164 44 1 54 1444 131 4 204 98 177 0 4164 16:30 45 365 15 2 16 56 27 0 12 348 39 1 58 30 110 0 1124 16:45 47 361 12 2 15 55 31 0 9 312 45 4 56 31 78 0 1058 Total 92 726 27 4 31 111 58 0 21 660 84 5 114 61 188 0 2182 17:00 36 417 10 0 22 48 22 0 17 430 42 6 59 18 106 0 1233 17:15 44 334 10 0 8 51 29 0 18 301 48 9 51 17 87 0 1007 17:30 59 380 3 0 11 60 31 0 20 374 45 8 45 20 55 0 1111 17:45 63 400 12 1 16 29 21 0 13 292 29 4 44 18 53 0 995 Total 202 1531 35 1 57 188 103 0 68 1397 164 27 199 73 301 0 4346 18:00 56 344 10 0 12 39 24 0 28 352 25 3 45 23 58 0 1019 18:15 68 347 7 0 6 24 12 0 15 370 26 3 37 13 47 0 975 Grand Total 1154 5412 174 5 172 639 273 1 235 5434 507 47 789 400 1067 0 16309 Apprch %17.1 80.2 2.6 0.1 15.9 58.9 25.2 0.1 3.8 87.3 8.1 0.8 35 17.7 47.3 0 Total %7.1 33.2 1.1 0 1.1 3.9 1.7 0 1.4 33.3 3.1 0.3 4.8 2.5 6.5 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : NE 2480 Site Code : 00000000 Start Date : 3/31/2022 Page No : 2 City : Newport Beach N-S Direction : Newport Blvd E-W Direction: Hospital Rd Newport Blvd Southbound Hospital Rd Westbound Newport Blvd Northbound Hospital Rd Eastbound Start Time Right Thru Left U Turn App. Total Right Thru Left U Turn App. Total Right Thru Left U Turn App. Total Right Thru Left U Turn 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 07:45 111 327 12 0 450 6 57 14 23 67 72 82 221 1141 08:00 95 272 9 0 376 8 59 14 0 81 13 369 40 422 56 30 50 0 136 1015 08:15 123 3 08:30 106 400 17 0 523 12 37 10 0 59 11 369 36 0 416 33 33 44 0 110 1108 Total Volume 435 1352 53 0 1840 34 185 44 0 263 61 1443 127 3 1634 219 157 211 0 587 4324 % App. Total 23.6 73.5 2.9 0 12.9 70.3 16.7 0 3.7 88.3 7.8 0.2 37.3 26.7 35.9 0 PHF .884 .845 .779 .000 .880 .708 .784 .786 .000 .812 .663 .978 .794 .250 .968 .817 .545 .643 .000 .664 .947 Newport Blvd H o s p i t a l R d H o s p i t a l R d Newport Blvd Right 435 Thru 1352 Left 53 U Turn 0 InOut Total 1688 1840 3528 Ri g h t 34 Th r u 18 5 Le f t 44 UTu r n 0 Ou t To t a l In 27 1 26 3 53 4 Left 127 Thru 1443 Right 61 U Turn 3 Out TotalIn 1615 1634 3249 Le f t 21 1 Th r u 15 7 Rig h t 21 9 U Tu r n 0 To t a l Ou t In 74 7 58 7 13 3 4 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 : NE 2480 Site Code : 00000000 Start Date : 3/31/2022 Page No : 3 City : Newport Beach N-S Direction : Newport Blvd E-W Direction: Hospital Rd Newport Blvd Southbound Hospital Rd Westbound Newport Blvd Northbound Hospital Rd Eastbound Start Time Right Thru Left U Turn App. Total Right Thru Left U Turn App. Total Right Thru Left U Turn App. Total Right Thru Left U Turn 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 45 365 15 2 56 27 0 99 12 348 39 1 400 58 30 110 198 1124 16:45 47 31 101 9 312 45 4 370 56 31 78 0 165 1058 17:00 36 417 10 0 463 22 430 42 6 495 59 1233 17:15 44 334 10 0 388 8 51 29 0 88 18 48 9 Total Volume 172 1477 47 4 1700 61 210 109 0 380 56 1391 174 20 1641 224 96 381 0 701 4422 % App. Total 10.1 86.9 2.8 0.2 16.1 55.3 28.7 0 3.4 84.8 10.6 1.2 32 13.7 54.4 0 PHF .915 .885 .783 .500 .918 .693 .938 .879 .000 .941 .778 .809 .906 .556 .829 .949 .774 .866 .000 .885 .897 Newport Blvd H o s p i t a l R d H o s p i t a l R d Newport Blvd Right 172 Thru 1477 Left 47 U Turn 4 InOut Total 1833 1700 3533 Ri g h t 61 Th r u 21 0 Le f t 10 9 UTu r n 0 Ou t To t a l In 19 9 38 0 57 9 Left 174 Thru 1391 Right 56 U Turn 20 Out TotalIn 1810 1641 3451 Le f t 38 1 Th r u 96 Rig h t 22 4 U Tu r n 0 To t a l Ou t In 55 6 70 1 12 5 7 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 : CH 2630 Site Code : 00000000 Start Date : 4/5/2022 Page No : 1 City: NEWPORT BEACH N-S Direction: RIVERSIDE AVENUE E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements RIVERSIDE AVENUE 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 38 0 7 0 8 161 0 0 0 0 0 0 1 324 44 0 583 07:15 35 0 11 0 12 161 1 2 0 0 0 0 0 341 44 0 607 07:30 66 1 17 0 11 212 1 0 1 0 1 0 0 454 60 0 824 07:45 103 0 15 0 17 321 2 0 1 0 0 0 1 496 72 0 1028 Total 242 1 50 0 48 855 4 2 2 0 1 0 2 1615 220 0 3042 08:00 83 0 25 0 14 270 0 3 0 0 1 0 1 476 48 0 921 08:15 48 1 17 0 28 358 1 0 0 0 0 0 1 499 71 0 1024 08:30 62 0 21 0 17 314 1 0 0 1 1 0 1 442 63 0 923 08:45 63 0 18 0 13 312 0 0 0 0 1 0 5 453 73 1 939 Total 256 1 81 0 72 1254 2 3 0 1 3 0 8 1870 255 1 3807 16:30 68 0 16 0 7 492 4 3 3 1 0 0 4 388 66 0 1052 16:45 88 0 14 0 16 485 1 2 1 1 1 0 2 369 79 0 1059 Total 156 0 30 0 23 977 5 5 4 2 1 0 6 757 145 0 2111 17:00 96 1 20 0 5 559 1 4 3 2 2 0 4 340 71 0 1108 17:15 63 0 8 0 12 574 2 9 6 0 1 0 7 353 49 0 1084 17:30 86 0 10 0 8 518 1 1 4 0 0 0 5 318 53 1 1005 17:45 79 0 10 0 8 473 4 3 1 0 0 0 4 280 42 0 904 Total 324 1 48 0 33 2124 8 17 14 2 3 0 20 1291 215 1 4101 18:00 80 1 11 0 7 365 2 2 0 1 2 0 6 234 46 1 758 18:15 65 1 13 0 11 436 1 4 1 1 0 0 4 281 45 0 863 Grand Total 1123 5 233 0 194 6011 22 33 21 7 10 0 46 6048 926 3 14682 Apprch %82.5 0.4 17.1 0 3.1 96 0.4 0.5 55.3 18.4 26.3 0 0.7 86.1 13.2 0 Total %7.6 0 1.6 0 1.3 40.9 0.1 0.2 0.1 0 0.1 0 0.3 41.2 6.3 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : CH 2630 Site Code : 00000000 Start Date : 4/5/2022 Page No : 2 City: NEWPORT BEACH N-S Direction: RIVERSIDE AVENUE E-W Direction: COAST HIGHWAY RIVERSIDE AVENUE 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 07:45 07:45 103 118 17 321 2 1 1 72 1028 08:00 83 0 25 3 1 08:15 48 1 17 0 66 28 358 1 0 387 0 0 0 0 0 1 499 71 0 571 1024 08:30 62 0 21 0 83 17 314 1 0 332 0 1 1 0 2 1 442 63 0 506 923 Total Volume 296 1 78 0 375 76 1263 4 3 1346 1 1 2 0 4 4 1913 254 0 2171 3896 % App. Total 78.9 0.3 20.8 0 5.6 93.8 0.3 0.2 25 25 50 0 0.2 88.1 11.7 0 PHF .718 .250 .780 .000 .794 .679 .882 .500 .250 .870 .250 .250 .500 .000 .500 1.00 .958 .882 .000 .951 .947 RIVERSIDE 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 DRIVEWAY Right 296 Thru 1 Left 78 U Turns 0 InOut Total 331 375 706 Rig h t 76 Th r u 12 6 3 Le f t 4 U Tu r n s 3 Ou t To t a l In 19 9 2 13 4 6 33 3 8 Left 2 Thru 1 Right 1 U Turns 0 Out TotalIn 9 4 13 Le f t 25 4 Th r u 19 1 3 Ri g h t 4 U Tu r n s 0 To t a l Ou t In 15 6 1 21 7 1 37 3 2 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 : CH 2630 Site Code : 00000000 Start Date : 4/5/2022 Page No : 3 City: NEWPORT BEACH N-S Direction: RIVERSIDE AVENUE E-W Direction: COAST HIGHWAY RIVERSIDE AVENUE 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 16:30 16:30 68 0 16 0 84 7 492 4 388 66 0 458 1052 16:45 88 0 14 0 102 16 79 17:00 96 1 20 0 117 5 559 1 4 569 3 2 2 0 7 4 340 71 0 415 1108 17:15 63 0 8 0 71 12 574 2 9 597 6 7 Total Volume 315 1 58 0 374 40 2110 8 18 2176 13 4 4 0 21 17 1450 265 0 1732 4303 % App. Total 84.2 0.3 15.5 0 1.8 97 0.4 0.8 61.9 19 19 0 1 83.7 15.3 0 PHF .820 .250 .725 .000 .799 .625 .919 .500 .500 .911 .542 .500 .500 .000 .750 .607 .934 .839 .000 .945 .971 RIVERSIDE 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 DRIVEWAY Right 315 Thru 1 Left 58 U Turns 0 InOut Total 309 374 683 Rig h t 40 Th r u 21 1 0 Le f t 8 U Tu r n s 18 Ou t To t a l In 15 2 1 21 7 6 36 9 7 Left 4 Thru 4 Right 13 U Turns 0 Out TotalIn 26 21 47 Le f t 26 5 Th r u 14 5 0 Ri g h t 17 U Tu r n s 0 To t a l Ou t In 24 2 9 17 3 2 41 6 1 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 : CH 2635 Site Code : 00000000 Start Date : 4/5/2022 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 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 2 0 4 0 10 177 0 0 0 0 0 0 0 324 4 1 522 07:15 1 0 1 0 5 207 0 0 0 0 0 0 0 325 5 1 545 07:30 1 0 2 0 3 214 0 0 0 0 0 0 0 455 1 2 678 07:45 3 0 4 0 5 276 0 0 0 0 0 0 0 521 6 2 817 Total 7 0 11 0 23 874 0 0 0 0 0 0 0 1625 16 6 2562 08:00 5 0 12 0 11 349 0 0 0 0 0 0 1 504 9 4 895 08:15 4 0 10 0 4 331 0 0 1 0 0 0 2 493 17 5 867 08:30 10 0 5 0 14 354 0 0 0 0 0 0 1 483 5 1 873 08:45 5 0 4 0 13 314 0 0 0 0 0 0 1 465 10 3 815 Total 24 0 31 0 42 1348 0 0 1 0 0 0 5 1945 41 13 3450 16:30 6 0 7 0 8 499 0 0 1 0 0 0 0 342 9 12 884 16:45 11 0 14 0 6 460 0 0 0 0 0 0 1 370 14 16 892 Total 17 0 21 0 14 959 0 0 1 0 0 0 1 712 23 28 1776 17:00 18 0 12 0 16 523 0 0 2 0 1 0 1 344 10 14 941 17:15 9 0 10 0 9 553 0 0 0 0 0 0 0 367 2 11 961 17:30 2 0 4 0 5 564 0 0 1 0 0 0 0 352 2 11 941 17:45 5 0 7 0 7 487 0 0 0 0 0 0 0 277 3 6 792 Total 34 0 33 0 37 2127 0 0 3 0 1 0 1 1340 17 42 3635 18:00 2 0 11 0 5 428 0 0 2 0 0 0 1 280 1 8 738 18:15 5 0 3 0 5 410 0 0 0 0 0 0 0 236 1 11 671 Grand Total 89 0 110 0 126 6146 0 0 7 0 1 0 8 6138 99 108 12832 Apprch %44.7 0 55.3 0 2 98 0 0 87.5 0 12.5 0 0.1 96.6 1.6 1.7 Total %0.7 0 0.9 0 1 47.9 0 0 0.1 0 0 0 0.1 47.8 0.8 0.8 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : CH 2635 Site Code : 00000000 Start Date : 4/5/2022 Page No : 2 City: NEWPORT BEACH N-S Direction: TUSTIN AVENUE E-W Direction: COAST HIGHWAY TUSTIN AVENUE 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 07:45 07:45 3 0 4 0 7 5 276 0 0 281 0 0 0 0 0 0 521 6 2 529 817 08:00 5 0 12 17 11 349 0 0 360 0 0 0 0 0 1 504 9 4 518 895 08:15 4 0 10 0 14 4 331 0 0 335 1 1 2 17 5 08:30 10 0 5 0 15 14 354 0 0 368 0 0 0 0 0 1 483 5 1 490 873 Total Volume 22 0 31 0 53 34 1310 0 0 1344 1 0 0 0 1 4 2001 37 12 2054 3452 % App. Total 41.5 0 58.5 0 2.5 97.5 0 0 100 0 0 0 0.2 97.4 1.8 0.6 PHF .550 .000 .646 .000 .779 .607 .925 .000 .000 .913 .250 .000 .000 .000 .250 .500 .960 .544 .600 .971 .964 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 DRIVEWAY Right 22 Thru 0 Left 31 U Turns 0 InOut Total 71 53 124 Ri g h t 34 Th r u 13 1 0 Le f t 0 U Tu r n s 0 Ou t To t a l In 20 3 3 13 4 4 33 7 7 Left 0 Thru 0 Right 1 U Turns 0 Out TotalIn 4 1 5 Le f t 37 Th r u 20 0 1 Rig h t 4 U Tu r n s 12 To t a l Ou t In 13 3 2 20 5 4 33 8 6 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 : CH 2635 Site Code : 00000000 Start Date : 4/5/2022 Page No : 3 City: NEWPORT BEACH N-S Direction: TUSTIN AVENUE E-W Direction: COAST HIGHWAY TUSTIN AVENUE 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 11 0 14 1 370 14 16 401 892 17:00 18 30 16 2 1 3 1 344 10 14 369 941 17:15 9 0 10 0 19 9 553 0 0 562 0 0 0 0 0 0 367 2 11 380 961 17:30 2 0 4 0 6 5 564 0 0 569 1 0 0 0 1 0 352 2 11 365 941 Total Volume 40 0 40 0 80 36 2100 0 0 2136 3 0 1 0 4 2 1433 28 52 1515 3735 % App. Total 50 0 50 0 1.7 98.3 0 0 75 0 25 0 0.1 94.6 1.8 3.4 PHF .556 .000 .714 .000 .667 .563 .931 .000 .000 .938 .375 .000 .250 .000 .333 .500 .968 .500 .813 .945 .972 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 DRIVEWAY Right 40 Thru 0 Left 40 U Turns 0 InOut Total 64 80 144 Rig h t 36 Th r u 21 0 0 Le f t 0 U Tu r n s 0 Ou t To t a l In 14 7 6 21 3 6 36 1 2 Left 1 Thru 0 Right 3 U Turns 0 Out TotalIn 2 4 6 Le f t 28 Th r u 14 3 3 Ri g h t 2 U Tu r n s 52 To t a l Ou t In 21 4 1 15 1 5 36 5 6 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 : 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 : DO 3290 Site Code : 00000000 Start Date : 4/5/2022 Page No : 1 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: WESTCLIFF DRIVE Groups Printed- Turning Movements DOVER DRIVE Southbound Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE 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 14 46 0 0 0 0 0 0 0 47 53 0 91 0 6 0 257 07:15 10 74 0 0 0 0 0 0 0 70 42 0 80 0 10 0 286 07:30 21 127 0 1 0 0 0 0 0 90 75 0 117 0 13 0 444 07:45 15 190 0 0 0 0 0 0 0 131 81 0 184 0 24 0 625 Total 60 437 0 1 0 0 0 0 0 338 251 0 472 0 53 0 1612 08:00 28 108 0 0 0 0 0 0 0 118 91 0 122 0 16 0 483 08:15 23 110 0 0 0 0 0 0 0 103 80 0 130 0 20 0 466 08:30 26 108 0 0 0 0 0 0 0 84 83 0 124 0 12 0 437 08:45 31 95 0 0 0 0 0 0 0 70 109 0 103 0 25 0 433 Total 108 421 0 0 0 0 0 0 0 375 363 0 479 0 73 0 1819 16:30 25 69 0 0 0 0 0 0 0 143 115 1 115 0 18 0 486 16:45 18 74 0 0 0 0 0 0 0 132 128 0 122 0 26 0 500 Total 43 143 0 0 0 0 0 0 0 275 243 1 237 0 44 0 986 17:00 19 94 0 0 0 0 0 0 0 161 129 0 141 0 39 0 583 17:15 17 91 0 0 0 0 0 0 0 147 142 0 101 0 23 0 521 17:30 23 82 0 0 0 0 0 0 0 158 106 0 114 0 20 0 503 17:45 21 84 0 0 0 0 0 0 0 96 108 0 93 0 26 0 428 Total 80 351 0 0 0 0 0 0 0 562 485 0 449 0 108 0 2035 18:00 14 65 0 0 0 0 0 0 0 118 86 0 101 0 26 0 410 18:15 18 65 0 0 0 0 0 0 0 89 109 1 83 0 24 0 389 Grand Total 323 1482 0 1 0 0 0 0 0 1757 1537 2 1821 0 328 0 7251 Apprch %17.9 82.1 0 0.1 0 0 0 0 0 53.3 46.6 0.1 84.7 0 15.3 0 Total %4.5 20.4 0 0 0 0 0 0 0 24.2 21.2 0 25.1 0 4.5 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : DO 3290 Site Code : 00000000 Start Date : 4/5/2022 Page No : 2 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: WESTCLIFF DRIVE DOVER DRIVE Southbound Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE 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 21 127 0 1 07:45 15 190 0 0 205 0 0 0 0 0 0 131 81 0 212 184 0 24 0 208 625 08:00 28 91 08:15 23 110 0 0 133 0 0 0 0 0 0 103 80 0 183 130 0 20 0 150 466 Total Volume 87 535 0 1 623 0 0 0 0 0 0 442 327 0 769 553 0 73 0 626 2018 % App. Total 14 85.9 0 0.2 0 0 0 0 0 57.5 42.5 0 88.3 0 11.7 0 PHF .777 .704 .000 .250 .760 .000 .000 .000 .000 .000 .000 .844 .898 .000 .907 .751 .000 .760 .000 .752 .807 DOVER DRIVE W E S T C L I F F D R I V E DOVER DRIVE Right 87 Thru 535 Left 0 U Turns 1 InOut Total 515 623 1138 Ri g h t 0 Th r u 0 Le f t 0 U Tu r n s 0 Ou t To t a l In 0 0 0 Left 327 Thru 442 Right 0 U Turns 0 Out TotalIn 1088 769 1857 Le f t 73 Th r u 0 Rig h t 55 3 U Tu r n s 0 To t a l Ou t In 41 4 62 6 10 4 0 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 : DO 3290 Site Code : 00000000 Start Date : 4/5/2022 Page No : 3 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: WESTCLIFF DRIVE DOVER DRIVE Southbound Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE 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 18 74 0 0 92 0 0 0 0 0 0 132 128 0 260 122 0 26 0 148 500 17:00 19 94 0 0 113 0 0 0 0 0 0 161 129 0 290 141 39 180 583 17:15 17 91 0 0 108 0 0 0 0 0 0 147 142 17:30 23 82 0 0 105 0 0 0 0 0 0 158 106 0 264 114 0 20 0 134 503 Total Volume 77 341 0 0 418 0 0 0 0 0 0 598 505 0 1103 478 0 108 0 586 2107 % App. Total 18.4 81.6 0 0 0 0 0 0 0 54.2 45.8 0 81.6 0 18.4 0 PHF .837 .907 .000 .000 .925 .000 .000 .000 .000 .000 .000 .929 .889 .000 .951 .848 .000 .692 .000 .814 .904 DOVER DRIVE W E S T C L I F F D R I V E DOVER DRIVE Right 77 Thru 341 Left 0 U Turns 0 InOut Total 706 418 1124 Rig h t 0 Th r u 0 Le f t 0 U Tu r n s 0 Ou t To t a l In 0 0 0 Left 505 Thru 598 Right 0 U Turns 0 Out TotalIn 819 1103 1922 Le f t 10 8 Th r u 0 Ri g h t 47 8 U Tu r n s 0 To t a l Ou t In 58 2 58 6 11 6 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 : DO 3260 Site Code : 00000000 Start Date : 4/5/2022 Page No : 1 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: 16TH ST /CASTAWAYS Groups Printed- Turning Movements DOVER DR Southbound CASTAWAYS LN Westbound DOVER DR Northbound 16TH 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 3 131 7 0 4 2 6 0 2 73 6 0 28 1 3 0 266 07:15 2 144 8 0 16 1 13 0 9 105 16 0 37 5 1 0 357 07:30 5 215 12 0 13 8 11 0 12 189 28 0 41 9 5 0 548 07:45 18 339 23 0 14 9 9 0 13 239 40 0 44 7 4 0 759 Total 28 829 50 0 47 20 39 0 36 606 90 0 150 22 13 0 1930 08:00 3 202 25 0 24 5 10 0 7 173 16 2 29 15 9 0 520 08:15 2 200 18 0 21 11 10 0 10 157 23 1 53 3 2 0 511 08:30 5 218 17 0 6 2 7 0 10 186 23 5 43 2 2 0 526 08:45 5 189 15 0 4 3 4 0 5 162 15 0 34 2 1 0 439 Total 15 809 75 0 55 21 31 0 32 678 77 8 159 22 14 0 1996 16:30 10 181 15 0 12 4 14 0 13 247 27 1 44 6 7 0 581 16:45 11 167 19 0 16 10 9 0 8 246 37 0 44 5 5 0 577 Total 21 348 34 0 28 14 23 0 21 493 64 1 88 11 12 0 1158 17:00 5 225 13 0 11 4 8 0 10 275 30 0 43 3 11 0 638 17:15 3 177 23 2 15 3 10 0 15 243 35 1 40 7 5 0 579 17:30 7 180 20 2 7 6 11 0 17 247 40 1 24 4 7 0 573 17:45 13 166 8 1 14 5 8 0 11 181 37 0 48 2 4 0 498 Total 28 748 64 5 47 18 37 0 53 946 142 2 155 16 27 0 2288 18:00 6 161 7 1 15 2 3 0 8 183 29 0 37 5 6 0 463 18:15 6 162 10 0 4 0 4 0 7 190 28 0 20 1 2 0 434 Grand Total 104 3057 240 6 196 75 137 0 157 3096 430 11 609 77 74 0 8269 Apprch %3.1 89.7 7 0.2 48 18.4 33.6 0 4.3 83.8 11.6 0.3 80.1 10.1 9.7 0 Total %1.3 37 2.9 0.1 2.4 0.9 1.7 0 1.9 37.4 5.2 0.1 7.4 0.9 0.9 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 File Name : DO 3260 Site Code : 00000000 Start Date : 4/5/2022 Page No : 2 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: 16TH ST /CASTAWAYS DOVER DR Southbound CASTAWAYS LN Westbound DOVER DR Northbound 16TH 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 5 215 12 0 232 13 8 11 07:45 18 339 23 0 380 14 9 9 0 32 13 239 40 0 292 44 7 4 0 55 759 08:00 3 202 25 24 2 15 9 08:15 2 200 18 0 220 21 11 10 0 42 10 157 23 1 191 53 3 2 0 58 511 Total Volume 28 956 78 0 1062 72 33 40 0 145 42 758 107 3 910 167 34 20 0 221 2338 % App. Total 2.6 90 7.3 0 49.7 22.8 27.6 0 4.6 83.3 11.8 0.3 75.6 15.4 9 0 PHF .389 .705 .780 .000 .699 .750 .750 .909 .000 .863 .808 .793 .669 .375 .779 .788 .567 .556 .000 .953 .770 DOVER DR 1 6 T H S T C A S T A W A Y S L N DOVER DR Right 28 Thru 956 Left 78 U Turns 0 InOut Total 850 1062 1912 Rig h t 72 Th r u 33 Le f t 40 U Tu r n s 0 Ou t To t a l In 15 4 14 5 29 9 Left 107 Thru 758 Right 42 U Turns 3 Out TotalIn 1163 910 2073 Le f t 20 Th r u 34 Ri g h t 16 7 U Tu r n s 0 To t a l Ou t In 16 8 22 1 38 9 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 : DO 3260 Site Code : 00000000 Start Date : 4/5/2022 Page No : 3 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: 16TH ST /CASTAWAYS DOVER DR Southbound CASTAWAYS LN Westbound DOVER DR Northbound 16TH 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 16:30 16:30 10 181 15 0 206 12 4 14 1 44 57 581 16:45 11 16 10 9 0 35 8 246 37 17:00 5 225 13 0 243 11 4 8 0 23 10 275 30 0 315 43 3 11 0 57 638 17:15 3 177 23 2 15 7 5 0 52 579 Total Volume 29 750 70 2 851 54 21 41 0 116 46 1011 129 2 1188 171 21 28 0 220 2375 % App. Total 3.4 88.1 8.2 0.2 46.6 18.1 35.3 0 3.9 85.1 10.9 0.2 77.7 9.5 12.7 0 PHF .659 .833 .761 .250 .876 .844 .525 .732 .000 .829 .767 .919 .872 .500 .943 .972 .750 .636 .000 .965 .931 DOVER DR 1 6 T H S T C A S T A W A Y S L N DOVER DR Right 29 Thru 750 Left 70 U Turns 2 InOut Total 1093 851 1944 Ri g h t 54 Th r u 21 Le f t 41 U Tu r n s 0 Ou t To t a l In 13 7 11 6 25 3 Left 129 Thru 1011 Right 46 U Turns 2 Out TotalIn 962 1188 2150 Le f t 28 Th r u 21 Rig h t 17 1 U Tu r n s 0 To t a l Ou t In 17 9 22 0 39 9 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 : 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 TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23»  APPENDIX B    ICU WORKSHEETS  Existing AM Fri Nov 18, 2022 15:09:32 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 Fri Nov 18, 2022 15:09:34 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 Superior Avenue–Balboa Bouleva B xxxxx 0.634 B xxxxx 0.634 + 0.000 V/C # 2 Newport Boulevard southbound r D xxxxx 0.844 D xxxxx 0.844 + 0.000 V/C # 3 Newport Boulevard/Hospital Roa A xxxxx 0.527 A xxxxx 0.527 + 0.000 V/C # 4 Riverside Avenue/West Coast Hi B xxxxx 0.655 B xxxxx 0.655 + 0.000 V/C # 5 Tustin Avenue/West Coast Highw B xxxxx 0.660 B xxxxx 0.660 + 0.000 V/C # 6 Irvine Avenue/19th Street–Dove A xxxxx 0.558 A xxxxx 0.558 + 0.000 V/C # 7 Irvine Avenue/17th Street–West A xxxxx 0.508 A xxxxx 0.508 + 0.000 V/C # 8 Dover Drive/Westcliff Drive A xxxxx 0.459 A xxxxx 0.459 + 0.000 V/C # 9 Dover Drive/16th Street A xxxxx 0.497 A xxxxx 0.497 + 0.000 V/C # 10 Dover Drive/West Coast Highway C xxxxx 0.716 C xxxxx 0.716 + 0.000 V/C # 11 Bayside Drive/East Coast Highw C xxxxx 0.718 C xxxxx 0.718 + 0.000 V/C # 12 Jamboree Road/East Coast Highw A xxxxx 0.597 A xxxxx 0.597 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Fri Nov 18, 2022 15:09:35 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Superior Avenue–Balboa Boulevard/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.634 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 62 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 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: 1 1 0 1 0 1 1 1 0 2 2 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 144 155 131 242 115 261 540 2056 272 64 647 208 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: 144 155 131 242 115 261 540 2056 272 64 647 208 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: 144 155 131 242 115 261 540 2056 272 64 647 208 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 144 155 131 242 115 261 540 2056 272 64 647 208 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: 144 155 131 242 115 261 540 2056 272 64 647 208 OvlAdjVol: 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 1.09 0.91 2.00 1.00 2.00 2.00 3.00 1.00 1.00 3.03 0.97 Final Sat.: 1608 1731 1462 3200 1600 3200 3200 4800 1600 1600 4843 1557 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.08 0.07 0.08 0.17 0.43 0.17 0.04 0.13 0.13 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Fri Nov 18, 2022 15:09:36 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Newport Boulevard southbound ramps/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.844 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 146 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: Protected Protected Protected Protected Rights: Include Include Ignore 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: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 360 0 242 0 2217 129 0 828 404 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 0 360 0 242 0 2217 129 0 828 404 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 360 0 242 0 2217 0 0 828 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 360 0 242 0 2217 0 0 828 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 360 0 242 0 2217 0 0 828 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: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.11 0.00 0.15 0.00 0.69 0.00 0.00 0.17 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Fri Nov 18, 2022 15:09:38 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Newport Boulevard/Hospital Road ******************************************************************************** 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 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 3 0 1 1 0 3 0 1 2 0 1 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 130 1443 61 53 1352 435 211 157 219 44 185 34 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: 130 1443 61 53 1352 435 211 157 219 44 185 34 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: 130 1443 61 53 1352 435 211 157 219 44 185 34 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 130 1443 61 53 1352 435 211 157 219 44 185 34 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: 130 1443 61 53 1352 435 211 157 219 44 185 34 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 3.00 1.00 2.00 1.00 1.00 1.00 1.69 0.31 Final Sat.: 1600 4800 1600 1600 4800 1600 3200 1600 1600 1600 2703 497 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.30 0.04 0.03 0.28 0.27 0.07 0.10 0.14 0.03 0.07 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Fri Nov 18, 2022 15:09:39 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Riverside Avenue/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.655 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 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 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: 2 1 1 78 1 296 254 1913 4 7 1263 76 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 1 1 78 1 296 254 1913 4 7 1263 76 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 1 1 78 1 296 254 1913 4 7 1263 76 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 1 78 1 296 254 1913 4 7 1263 76 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 1 1 78 1 296 254 1913 4 7 1263 76 OvlAdjVol: 42 ------------|---------------||---------------||---------------||---------------| 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: 0.50 0.25 0.25 0.99 0.01 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 800 400 400 1580 20 1600 1600 3193 7 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.05 0.05 0.19 0.16 0.60 0.60 0.00 0.26 0.05 OvlAdjV/S: 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Fri Nov 18, 2022 15:09:41 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Tustin Avenue/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.660 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 55 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 1 1 0 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 1 31 0 22 49 2001 4 0 1310 34 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 31 0 22 49 2001 4 0 1310 34 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 31 0 22 49 2001 4 0 1310 34 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 1 31 0 22 49 2001 4 0 1310 34 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 31 0 22 49 2001 4 0 1310 34 ------------|---------------||---------------||---------------||---------------| 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 0.58 0.00 0.42 1.00 1.99 0.01 0.00 2.92 0.08 Final Sat.: 0 0 1600 936 0 664 1600 3194 6 0 4679 121 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.03 0.63 0.63 0.00 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Fri Nov 18, 2022 15:09:42 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Irvine Avenue/19th Street–Dover Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.558 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 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 51 889 12 145 859 32 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: 51 889 12 145 859 32 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: 51 889 12 145 859 32 72 162 43 11 102 231 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 889 12 145 859 32 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: 51 889 12 145 859 32 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 0.28 0.01 0.09 0.27 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 Fri Nov 18, 2022 15:09:44 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Irvine Avenue/17th Street–Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.508 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: 244 614 19 239 467 172 250 580 133 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: 244 614 19 239 467 172 250 580 133 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: 244 614 19 239 467 172 250 580 133 30 315 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 244 614 19 239 467 172 250 580 133 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: 244 614 19 239 467 172 250 580 133 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: 0.08 0.19 0.01 0.07 0.15 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 Fri Nov 18, 2022 15:09:45 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Dover Drive/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.459 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: 327 442 0 0 535 87 73 0 553 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: 327 442 0 0 535 87 73 0 553 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: 327 442 0 0 535 87 73 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 327 442 0 0 535 87 73 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: 327 442 0 0 535 87 73 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 0.14 0.00 0.00 0.33 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 Fri Nov 18, 2022 15:09:46 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Dover Drive/16th Street ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.497 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 37 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: 110 758 42 78 956 28 20 34 167 40 33 72 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: 110 758 42 78 956 28 20 34 167 40 33 72 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: 110 758 42 78 956 28 20 34 167 40 33 72 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 110 758 42 78 956 28 20 34 167 40 33 72 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: 110 758 42 78 956 28 20 34 167 40 33 72 ------------|---------------||---------------||---------------||---------------| 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 0.37 0.63 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 593 1007 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.07 0.24 0.03 0.05 0.30 0.02 0.01 0.03 0.10 0.03 0.02 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Fri Nov 18, 2022 15:09:48 Page 12-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Dover Drive/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.716 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 80 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 39 124 126 2002 34 28 1190 738 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 39 124 126 2002 34 28 1190 738 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 39 124 126 2002 34 28 1190 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 55 43 1170 39 124 126 2002 34 28 1190 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 39 124 126 2002 34 28 1190 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 4720 80 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 0.25 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Fri Nov 18, 2022 15:09:51 Page 13-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Bayside Drive/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.718 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 81 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 33 2718 475 63 1522 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 33 2718 475 63 1522 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 33 2718 475 63 1522 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 375 11 42 29 6 37 33 2718 475 63 1522 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 33 2718 475 63 1522 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 6317 83 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.02 0.00 0.02 0.02 0.57 0.30 0.04 0.24 0.24 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Fri Nov 18, 2022 15:09:53 Page 14-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Road/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.597 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 57 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: 23 342 77 179 264 700 1044 1297 12 65 876 122 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: 23 342 77 179 264 700 1044 1297 12 65 876 122 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: 23 342 77 179 264 0 1044 1297 12 65 876 122 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 342 77 179 264 0 1044 1297 12 65 876 122 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: 23 342 77 179 264 0 1044 1297 12 65 876 122 ------------|---------------||---------------||---------------||---------------| 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 2612 588 1600 3200 1600 4800 6341 59 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.13 0.13 0.11 0.08 0.00 0.22 0.20 0.20 0.02 0.14 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Nov 18, 2022 15:13:16 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 Fri Nov 18, 2022 15:13:17 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 Superior Avenue–Balboa Bouleva B xxxxx 0.638 B xxxxx 0.638 + 0.000 V/C # 2 Newport Boulevard southbound r A xxxxx 0.566 A xxxxx 0.566 + 0.000 V/C # 3 Newport Boulevard/Hospital Roa B xxxxx 0.637 B xxxxx 0.637 + 0.000 V/C # 4 Riverside Avenue/West Coast Hi B xxxxx 0.655 B xxxxx 0.655 + 0.000 V/C # 5 Tustin Avenue/West Coast Highw A xxxxx 0.546 A xxxxx 0.546 + 0.000 V/C # 6 Irvine Avenue/19th Street–Dove B xxxxx 0.678 B xxxxx 0.678 + 0.000 V/C # 7 Irvine Avenue/17th Street–West B xxxxx 0.691 B xxxxx 0.691 + 0.000 V/C # 8 Dover Drive/Westcliff Drive A xxxxx 0.405 A xxxxx 0.405 + 0.000 V/C # 9 Dover Drive/16th Street A xxxxx 0.493 A xxxxx 0.493 + 0.000 V/C # 10 Dover Drive/West Coast Highway C xxxxx 0.703 C xxxxx 0.703 + 0.000 V/C # 11 Bayside Drive/East Coast Highw B xxxxx 0.667 B xxxxx 0.667 + 0.000 V/C # 12 Jamboree Road/East Coast Highw B xxxxx 0.641 B xxxxx 0.641 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Nov 18, 2022 15:13:19 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Superior Avenue–Balboa Boulevard/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.638 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 63 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 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: 1 1 0 1 0 1 1 1 0 2 2 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 266 161 109 184 156 657 211 861 179 128 1896 158 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: 266 161 109 184 156 657 211 861 179 128 1896 158 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: 266 161 109 184 156 657 211 861 179 128 1896 158 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 266 161 109 184 156 657 211 861 179 128 1896 158 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: 266 161 109 184 156 657 211 861 179 128 1896 158 OvlAdjVol: 446 ------------|---------------||---------------||---------------||---------------| 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: 1.49 0.90 0.61 1.62 1.38 2.00 2.00 3.00 1.00 1.00 3.69 0.31 Final Sat.: 2379 1442 979 2598 2202 3200 3200 4800 1600 1600 5908 492 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.07 0.07 0.21 0.07 0.18 0.11 0.08 0.32 0.32 OvlAdjV/S: 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Nov 18, 2022 15:13:21 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Newport Boulevard southbound ramps/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.566 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 52 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 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: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 306 0 295 0 1165 131 0 1830 551 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 0 306 0 295 0 1165 131 0 1830 551 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 306 0 295 0 1165 0 0 1830 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 306 0 295 0 1165 0 0 1830 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 306 0 295 0 1165 0 0 1830 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: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.10 0.00 0.18 0.00 0.36 0.00 0.00 0.38 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Nov 18, 2022 15:13:22 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Newport Boulevard/Hospital Road ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.637 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 63 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: 1 0 3 0 1 1 0 3 0 1 2 0 1 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 194 1391 56 51 1477 172 381 96 224 109 210 61 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: 194 1391 56 51 1477 172 381 96 224 109 210 61 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: 194 1391 56 51 1477 172 381 96 224 109 210 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 194 1391 56 51 1477 172 381 96 224 109 210 61 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: 194 1391 56 51 1477 172 381 96 224 109 210 61 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 3.00 1.00 2.00 1.00 1.00 1.00 1.55 0.45 Final Sat.: 1600 4800 1600 1600 4800 1600 3200 1600 1600 1600 2480 720 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.29 0.04 0.03 0.31 0.11 0.12 0.06 0.14 0.07 0.08 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Nov 18, 2022 15:13:24 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Riverside Avenue/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.655 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 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 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: 4 4 13 58 1 315 265 1450 17 26 2110 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: 4 4 13 58 1 315 265 1450 17 26 2110 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: 4 4 13 58 1 315 265 1450 17 26 2110 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 4 13 58 1 315 265 1450 17 26 2110 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: 4 4 13 58 1 315 265 1450 17 26 2110 40 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: 0.19 0.19 0.62 0.98 0.02 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 305 305 990 1573 27 1600 1600 3163 37 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.01 0.01 0.04 0.04 0.20 0.17 0.46 0.46 0.02 0.44 0.03 OvlAdjV/S: 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Nov 18, 2022 15:13:26 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Tustin Avenue/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.546 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: 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 1! 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 1 0 3 40 0 40 80 1433 2 0 2100 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: 1 0 3 40 0 40 80 1433 2 0 2100 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: 1 0 3 40 0 40 80 1433 2 0 2100 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 0 3 40 0 40 80 1433 2 0 2100 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: 1 0 3 40 0 40 80 1433 2 0 2100 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: 0.25 0.00 0.75 0.50 0.00 0.50 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 400 0 1200 800 0 800 1600 3196 4 0 4719 81 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.05 0.45 0.45 0.00 0.45 0.44 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Nov 18, 2022 15:13:28 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Irvine Avenue/19th Street–Dover Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.678 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 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: 60 741 24 165 1374 74 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: 60 741 24 165 1374 74 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: 60 741 24 165 1374 74 45 112 55 26 256 292 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 60 741 24 165 1374 74 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: 60 741 24 165 1374 74 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 0.43 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 Fri Nov 18, 2022 15:13:31 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Irvine Avenue/17th Street–Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.691 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: 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: 275 434 40 206 576 411 278 528 135 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: 275 434 40 206 576 411 278 528 135 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: 275 434 40 206 576 411 278 528 135 74 745 92 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 275 434 40 206 576 411 278 528 135 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: 275 434 40 206 576 411 278 528 135 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: 0.09 0.14 0.03 0.06 0.18 0.26 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 Fri Nov 18, 2022 15:13:34 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Dover Drive/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.405 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 38 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: 505 598 0 0 341 77 108 0 478 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: 505 598 0 0 341 77 108 0 478 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: 505 598 0 0 341 77 108 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 505 598 0 0 341 77 108 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: 505 598 0 0 341 77 108 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: 0.16 0.19 0.00 0.00 0.21 0.05 0.03 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 Fri Nov 18, 2022 15:13:36 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Dover Drive/16th Street ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.493 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 37 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: 131 1011 46 72 750 29 28 21 171 41 21 54 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: 131 1011 46 72 750 29 28 21 171 41 21 54 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: 131 1011 46 72 750 29 28 21 171 41 21 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 131 1011 46 72 750 29 28 21 171 41 21 54 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: 131 1011 46 72 750 29 28 21 171 41 21 54 ------------|---------------||---------------||---------------||---------------| 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 0.57 0.43 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 914 686 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.32 0.03 0.05 0.23 0.02 0.02 0.03 0.11 0.03 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Nov 18, 2022 15:13:38 Page 12-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Dover Drive/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.703 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 77 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 46 882 50 127 141 1358 14 38 2143 1463 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 50 127 141 1358 14 38 2143 1463 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 50 127 141 1358 14 38 2143 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 44 46 882 50 127 141 1358 14 38 2143 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 50 127 141 1358 14 38 2143 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 4751 49 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.18 0.03 0.08 0.04 0.29 0.29 0.02 0.45 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Nov 18, 2022 15:13:41 Page 13-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Bayside Drive/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.667 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 68 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 57 1816 416 75 3097 28 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 57 1816 416 75 3097 28 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 57 1816 416 75 3097 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 482 19 45 34 15 47 57 1816 416 75 3097 28 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 57 1816 416 75 3097 28 ------------|---------------||---------------||---------------||---------------| 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 6343 57 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.02 0.01 0.03 0.04 0.38 0.26 0.05 0.49 0.49 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Nov 18, 2022 15:13:43 Page 14-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Road/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.641 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 64 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: 32 231 74 177 495 1347 685 1041 14 123 1874 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: 32 231 74 177 495 1347 685 1041 14 123 1874 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: 32 231 74 177 495 0 685 1041 14 123 1874 217 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 231 74 177 495 0 685 1041 14 123 1874 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: 32 231 74 177 495 0 685 1041 14 123 1874 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 1.51 0.49 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2424 776 1600 3200 1600 4800 6315 85 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.10 0.10 0.11 0.15 0.00 0.14 0.16 0.16 0.04 0.29 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Mon Jan 30, 2023 17:06:07 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 Mon Jan 30, 2023 17:06:09 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 Superior Avenue–Balboa Bouleva B xxxxx 0.656 B xxxxx 0.656 + 0.000 V/C # 2 Newport Boulevard southbound r D xxxxx 0.899 D xxxxx 0.899 + 0.000 V/C # 3 Newport Boulevard/Hospital Roa A xxxxx 0.552 A xxxxx 0.552 + 0.000 V/C # 4 Riverside Avenue/West Coast Hi B xxxxx 0.693 B xxxxx 0.693 + 0.000 V/C # 5 Tustin Avenue/West Coast Highw B xxxxx 0.698 B xxxxx 0.698 + 0.000 V/C # 6 Irvine Avenue/19th Street–Dove A xxxxx 0.573 A xxxxx 0.573 + 0.000 V/C # 7 Irvine Avenue/17th Street–West A xxxxx 0.520 A xxxxx 0.520 + 0.000 V/C # 8 Dover Drive/Westcliff Drive A xxxxx 0.466 A xxxxx 0.466 + 0.000 V/C # 9 Dover Drive/16th Street A xxxxx 0.506 A xxxxx 0.506 + 0.000 V/C # 10 Dover Drive/West Coast Highway C xxxxx 0.747 C xxxxx 0.747 + 0.000 V/C # 11 Bayside Drive/East Coast Highw C xxxxx 0.764 C xxxxx 0.764 + 0.000 V/C # 12 Jamboree Road/East Coast Highw B xxxxx 0.624 B xxxxx 0.624 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Mon Jan 30, 2023 17:06:10 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Superior Avenue–Balboa Boulevard/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.656 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 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: 1 1 0 1 0 1 1 1 0 2 2 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 145 157 131 242 116 263 559 2152 280 66 700 214 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: 145 157 131 242 116 263 559 2152 280 66 700 214 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: 145 157 131 242 116 263 559 2152 280 66 700 214 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 145 157 131 242 116 263 559 2152 280 66 700 214 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: 145 157 131 242 116 263 559 2152 280 66 700 214 OvlAdjVol: 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 1.09 0.91 2.00 1.00 2.00 2.00 3.00 1.00 1.00 3.06 0.94 Final Sat.: 1603 1737 1460 3200 1600 3200 3200 4800 1600 1600 4902 1498 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.08 0.07 0.08 0.17 0.45 0.17 0.04 0.14 0.14 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Mon Jan 30, 2023 17:06:12 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Newport Boulevard southbound ramps/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.899 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 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: Protected Protected Protected Protected Rights: Include Include Ignore 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: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 389 0 285 0 2308 137 0 901 420 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 0 389 0 285 0 2308 137 0 901 420 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 389 0 285 0 2308 0 0 901 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 389 0 285 0 2308 0 0 901 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 389 0 285 0 2308 0 0 901 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: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.12 0.00 0.18 0.00 0.72 0.00 0.00 0.19 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Mon Jan 30, 2023 17:06:13 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Newport Boulevard/Hospital Road ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.552 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 51 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: 1 0 3 0 1 1 0 3 0 1 2 0 1 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 141 1515 69 63 1429 459 223 162 220 46 187 37 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: 141 1515 69 63 1429 459 223 162 220 46 187 37 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: 141 1515 69 63 1429 459 223 162 220 46 187 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 141 1515 69 63 1429 459 223 162 220 46 187 37 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: 141 1515 69 63 1429 459 223 162 220 46 187 37 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 3.00 1.00 2.00 1.00 1.00 1.00 1.67 0.33 Final Sat.: 1600 4800 1600 1600 4800 1600 3200 1600 1600 1600 2671 529 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.32 0.04 0.04 0.30 0.29 0.07 0.10 0.14 0.03 0.07 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Mon Jan 30, 2023 17:06:15 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Riverside Avenue/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.693 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: 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: 2 1 1 79 1 296 262 2033 4 7 1368 78 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 1 1 79 1 296 262 2033 4 7 1368 78 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 1 1 79 1 296 262 2033 4 7 1368 78 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 1 79 1 296 262 2033 4 7 1368 78 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 1 1 79 1 296 262 2033 4 7 1368 78 OvlAdjVol: 34 ------------|---------------||---------------||---------------||---------------| 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: 0.50 0.25 0.25 0.99 0.01 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 800 400 400 1580 20 1600 1600 3194 6 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.05 0.05 0.19 0.16 0.64 0.64 0.00 0.28 0.05 OvlAdjV/S: 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Mon Jan 30, 2023 17:06:16 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Tustin Avenue/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.698 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 62 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 1 1 0 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 1 31 0 22 50 2124 4 0 1416 35 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 31 0 22 50 2124 4 0 1416 35 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 31 0 22 50 2124 4 0 1416 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 1 31 0 22 50 2124 4 0 1416 35 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 31 0 22 50 2124 4 0 1416 35 ------------|---------------||---------------||---------------||---------------| 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 0.58 0.00 0.42 1.00 1.99 0.01 0.00 2.93 0.07 Final Sat.: 0 0 1600 936 0 664 1600 3194 6 0 4684 116 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.03 0.67 0.66 0.00 0.30 0.30 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Mon Jan 30, 2023 17:06:18 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Irvine Avenue/19th Street–Dover Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.573 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 44 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: 53 918 12 153 889 33 72 162 43 11 102 233 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: 53 918 12 153 889 33 72 162 43 11 102 233 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: 53 918 12 153 889 33 72 162 43 11 102 233 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 53 918 12 153 889 33 72 162 43 11 102 233 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: 53 918 12 153 889 33 72 162 43 11 102 233 ------------|---------------||---------------||---------------||---------------| 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 0.29 0.01 0.10 0.28 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 Mon Jan 30, 2023 17:06:19 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Irvine Avenue/17th Street–Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.520 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: 251 632 20 250 481 178 251 588 133 30 321 54 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: 251 632 20 250 481 178 251 588 133 30 321 54 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: 251 632 20 250 481 178 251 588 133 30 321 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 251 632 20 250 481 178 251 588 133 30 321 54 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: 251 632 20 250 481 178 251 588 133 30 321 54 ------------|---------------||---------------||---------------||---------------| 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 2610 590 1600 2739 461 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.20 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 Mon Jan 30, 2023 17:06:21 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Dover Drive/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.466 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: 333 446 0 0 542 87 73 0 564 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: 333 446 0 0 542 87 73 0 564 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: 333 446 0 0 542 87 73 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 333 446 0 0 542 87 73 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: 333 446 0 0 542 87 73 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 0.14 0.00 0.00 0.34 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 Mon Jan 30, 2023 17:06:22 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Dover Drive/16th Street ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.506 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 38 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: 112 767 42 78 973 28 20 34 171 40 33 72 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: 112 767 42 78 973 28 20 34 171 40 33 72 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: 112 767 42 78 973 28 20 34 171 40 33 72 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 112 767 42 78 973 28 20 34 171 40 33 72 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: 112 767 42 78 973 28 20 34 171 40 33 72 ------------|---------------||---------------||---------------||---------------| 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 0.37 0.63 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 593 1007 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.07 0.24 0.03 0.05 0.30 0.02 0.01 0.03 0.11 0.03 0.02 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Mon Jan 30, 2023 17:06:24 Page 12-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Dover Drive/West Coast Highway ******************************************************************************** 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 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 1200 39 130 135 2117 35 29 1286 778 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 1200 39 130 135 2117 35 29 1286 778 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 1200 39 130 135 2117 35 29 1286 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 55 43 1200 39 130 135 2117 35 29 1286 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 1200 39 130 135 2117 35 29 1286 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 0.08 0.04 0.45 0.45 0.02 0.27 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Mon Jan 30, 2023 17:06:26 Page 13-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Bayside Drive/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.764 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 96 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 73 2843 489 68 1619 37 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 73 2843 489 68 1619 37 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 73 2843 489 68 1619 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 376 17 42 47 10 61 73 2843 489 68 1619 37 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 73 2843 489 68 1619 37 ------------|---------------||---------------||---------------||---------------| 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 6257 143 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.03 0.01 0.04 0.05 0.59 0.31 0.04 0.26 0.26 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year AM Mon Jan 30, 2023 17:06:28 Page 14-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Road/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.624 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: 24 352 79 184 272 763 1096 1376 12 67 932 126 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: 24 352 79 184 272 763 1096 1376 12 67 932 126 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: 24 352 79 184 272 0 1096 1376 12 67 932 126 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 352 79 184 272 0 1096 1376 12 67 932 126 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: 24 352 79 184 272 0 1096 1376 12 67 932 126 ------------|---------------||---------------||---------------||---------------| 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 3.97 0.03 2.00 4.00 1.00 Final Sat.: 1600 2613 587 1600 3200 1600 4800 6345 55 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.13 0.13 0.12 0.09 0.00 0.23 0.22 0.22 0.02 0.15 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Mon Jan 30, 2023 17:07:55 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 Mon Jan 30, 2023 17:07:56 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 Superior Avenue–Balboa Bouleva B xxxxx 0.659 B xxxxx 0.659 + 0.000 V/C # 2 Newport Boulevard southbound r B xxxxx 0.604 B xxxxx 0.604 + 0.000 V/C # 3 Newport Boulevard/Hospital Roa B xxxxx 0.667 B xxxxx 0.667 + 0.000 V/C # 4 Riverside Avenue/West Coast Hi B xxxxx 0.692 B xxxxx 0.692 + 0.000 V/C # 5 Tustin Avenue/West Coast Highw A xxxxx 0.579 A xxxxx 0.579 + 0.000 V/C # 6 Irvine Avenue/19th Street–Dove B xxxxx 0.697 B xxxxx 0.697 + 0.000 V/C # 7 Irvine Avenue/17th Street–West C xxxxx 0.708 C xxxxx 0.708 + 0.000 V/C # 8 Dover Drive/Westcliff Drive A xxxxx 0.416 A xxxxx 0.416 + 0.000 V/C # 9 Dover Drive/16th Street A xxxxx 0.505 A xxxxx 0.505 + 0.000 V/C # 10 Dover Drive/West Coast Highway C xxxxx 0.746 C xxxxx 0.746 + 0.000 V/C # 11 Bayside Drive/East Coast Highw C xxxxx 0.767 C xxxxx 0.767 + 0.000 V/C # 12 Jamboree Road/East Coast Highw B xxxxx 0.680 B xxxxx 0.680 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Mon Jan 30, 2023 17:07:58 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Superior Avenue–Balboa Boulevard/West Coast Highway ******************************************************************************** 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: Split Phase Split Phase 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: 1 1 0 1 0 1 1 1 0 2 2 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 266 163 109 184 159 663 221 913 187 132 2010 163 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: 266 163 109 184 159 663 221 913 187 132 2010 163 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: 266 163 109 184 159 663 221 913 187 132 2010 163 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 266 163 109 184 159 663 221 913 187 132 2010 163 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: 266 163 109 184 159 663 221 913 187 132 2010 163 OvlAdjVol: 442 ------------|---------------||---------------||---------------||---------------| 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: 1.48 0.91 0.61 1.61 1.39 2.00 2.00 3.00 1.00 1.00 3.70 0.30 Final Sat.: 2372 1455 974 2575 2225 3200 3200 4800 1600 1600 5920 480 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.07 0.07 0.21 0.07 0.19 0.12 0.08 0.34 0.34 OvlAdjV/S: 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Mon Jan 30, 2023 17:08:01 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Newport Boulevard southbound ramps/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.604 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 Include Ignore 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: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 342 0 324 0 1291 142 0 1929 577 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 0 342 0 324 0 1291 142 0 1929 577 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 342 0 324 0 1291 0 0 1929 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 342 0 324 0 1291 0 0 1929 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 342 0 324 0 1291 0 0 1929 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: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.11 0.00 0.20 0.00 0.40 0.00 0.00 0.40 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Mon Jan 30, 2023 17:08:03 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Newport Boulevard/Hospital Road ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.667 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 69 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: 1 0 3 0 1 1 0 3 0 1 2 0 1 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 205 1473 62 58 1549 183 401 100 229 118 218 74 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: 205 1473 62 58 1549 183 401 100 229 118 218 74 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: 205 1473 62 58 1549 183 401 100 229 118 218 74 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 205 1473 62 58 1549 183 401 100 229 118 218 74 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: 205 1473 62 58 1549 183 401 100 229 118 218 74 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 3.00 1.00 2.00 1.00 1.00 1.00 1.49 0.51 Final Sat.: 1600 4800 1600 1600 4800 1600 3200 1600 1600 1600 2389 811 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.13 0.31 0.04 0.04 0.32 0.11 0.13 0.06 0.14 0.07 0.09 0.09 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Mon Jan 30, 2023 17:08:06 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Riverside Avenue/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.692 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 60 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 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: 4 4 13 59 1 315 273 1586 18 26 2263 42 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: 4 4 13 59 1 315 273 1586 18 26 2263 42 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: 4 4 13 59 1 315 273 1586 18 26 2263 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 4 13 59 1 315 273 1586 18 26 2263 42 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: 4 4 13 59 1 315 273 1586 18 26 2263 42 OvlAdjVol: 42 ------------|---------------||---------------||---------------||---------------| 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: 0.19 0.19 0.62 0.98 0.02 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 305 305 990 1573 27 1600 1600 3164 36 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.01 0.01 0.04 0.04 0.20 0.17 0.50 0.50 0.02 0.47 0.03 OvlAdjV/S: 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Mon Jan 30, 2023 17:08:07 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Tustin Avenue/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.579 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 44 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 1! 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 1 0 3 40 0 40 82 1568 2 0 2253 37 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: 1 0 3 40 0 40 82 1568 2 0 2253 37 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: 1 0 3 40 0 40 82 1568 2 0 2253 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 0 3 40 0 40 82 1568 2 0 2253 37 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: 1 0 3 40 0 40 82 1568 2 0 2253 37 ------------|---------------||---------------||---------------||---------------| 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: 0.25 0.00 0.75 0.50 0.00 0.50 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 400 0 1200 800 0 800 1600 3196 4 0 4722 78 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.05 0.49 0.49 0.00 0.48 0.48 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Mon Jan 30, 2023 17:08:09 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Irvine Avenue/19th Street–Dover Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.697 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: 62 768 25 176 1421 76 45 112 55 26 256 297 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: 62 768 25 176 1421 76 45 112 55 26 256 297 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: 62 768 25 176 1421 76 45 112 55 26 256 297 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 62 768 25 176 1421 76 45 112 55 26 256 297 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: 62 768 25 176 1421 76 45 112 55 26 256 297 ------------|---------------||---------------||---------------||---------------| 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 0.24 0.02 0.11 0.44 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 Mon Jan 30, 2023 17:08:11 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Irvine Avenue/17th Street–Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.708 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: 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: 283 447 41 218 593 424 280 541 135 74 756 97 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: 283 447 41 218 593 424 280 541 135 74 756 97 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: 283 447 41 218 593 424 280 541 135 74 756 97 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 283 447 41 218 593 424 280 541 135 74 756 97 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: 283 447 41 218 593 424 280 541 135 74 756 97 ------------|---------------||---------------||---------------||---------------| 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 2561 639 1600 2836 364 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.14 0.03 0.07 0.19 0.27 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 Mon Jan 30, 2023 17:08:12 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Dover Drive/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.416 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 39 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: 520 608 0 0 352 77 108 0 495 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: 520 608 0 0 352 77 108 0 495 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: 520 608 0 0 352 77 108 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 520 608 0 0 352 77 108 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: 520 608 0 0 352 77 108 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: 0.16 0.19 0.00 0.00 0.22 0.05 0.03 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 Mon Jan 30, 2023 17:08:13 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Dover Drive/16th Street ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.505 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 38 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: 136 1036 46 72 776 29 28 21 177 41 21 54 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 1036 46 72 776 29 28 21 177 41 21 54 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 1036 46 72 776 29 28 21 177 41 21 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 136 1036 46 72 776 29 28 21 177 41 21 54 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 1036 46 72 776 29 28 21 177 41 21 54 ------------|---------------||---------------||---------------||---------------| 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 0.57 0.43 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 914 686 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.32 0.03 0.05 0.24 0.02 0.02 0.03 0.11 0.03 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Mon Jan 30, 2023 17:08:16 Page 12-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Dover Drive/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.746 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 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 46 918 50 132 156 1479 14 39 2292 1549 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 46 918 50 132 156 1479 14 39 2292 1549 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 46 918 50 132 156 1479 14 39 2292 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 44 46 918 50 132 156 1479 14 39 2292 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 46 918 50 132 156 1479 14 39 2292 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 4755 45 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.19 0.03 0.08 0.05 0.31 0.31 0.02 0.48 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Mon Jan 30, 2023 17:08:18 Page 13-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Bayside Drive/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.767 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 98 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 99 114 1920 429 88 3255 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: 487 25 45 61 23 99 114 1920 429 88 3255 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: 487 25 45 61 23 99 114 1920 429 88 3255 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 487 25 45 61 23 99 114 1920 429 88 3255 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: 487 25 45 61 23 99 114 1920 429 88 3255 60 ------------|---------------||---------------||---------------||---------------| 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 6284 116 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.12 0.12 0.04 0.01 0.06 0.07 0.40 0.27 0.06 0.52 0.52 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year PM Mon Jan 30, 2023 17:08:19 Page 14-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Road/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.680 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 71 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: 33 238 78 182 512 1421 746 1105 14 129 1996 224 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: 33 238 78 182 512 1421 746 1105 14 129 1996 224 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: 33 238 78 182 512 0 746 1105 14 129 1996 224 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 33 238 78 182 512 0 746 1105 14 129 1996 224 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: 33 238 78 182 512 0 746 1105 14 129 1996 224 ------------|---------------||---------------||---------------||---------------| 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 2410 790 1600 3200 1600 4800 6320 80 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.10 0.10 0.11 0.16 0.00 0.16 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 Future Year Plus Project AMMon Jan 30, 2023 17:09:26 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 AMMon Jan 30, 2023 17:09:27 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 Superior Avenue–Balboa Bouleva B xxxxx 0.656 B xxxxx 0.656 + 0.000 V/C # 2 Newport Boulevard southbound r E xxxxx 0.900 E xxxxx 0.900 + 0.000 V/C # 3 Newport Boulevard/Hospital Roa A xxxxx 0.552 A xxxxx 0.552 + 0.000 V/C # 4 Riverside Avenue/West Coast Hi B xxxxx 0.694 B xxxxx 0.694 + 0.000 V/C # 5 Tustin Avenue/West Coast Highw C xxxxx 0.704 C xxxxx 0.704 + 0.000 V/C # 6 Irvine Avenue/19th Street–Dove A xxxxx 0.574 A xxxxx 0.574 + 0.000 V/C # 7 Irvine Avenue/17th Street–West A xxxxx 0.520 A xxxxx 0.520 + 0.000 V/C # 8 Dover Drive/Westcliff Drive A xxxxx 0.467 A xxxxx 0.467 + 0.000 V/C # 9 Dover Drive/16th Street A xxxxx 0.506 A xxxxx 0.506 + 0.000 V/C # 10 Dover Drive/West Coast Highway C xxxxx 0.748 C xxxxx 0.748 + 0.000 V/C # 11 Bayside Drive/East Coast Highw C xxxxx 0.765 C xxxxx 0.765 + 0.000 V/C # 12 Jamboree Road/East Coast Highw B xxxxx 0.625 B xxxxx 0.625 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMMon Jan 30, 2023 17:09:28 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Superior Avenue–Balboa Boulevard/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.656 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 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: 1 1 0 1 0 1 1 1 0 2 2 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 145 157 131 242 116 263 559 2154 280 66 703 214 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: 145 157 131 242 116 263 559 2154 280 66 703 214 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: 145 157 131 242 116 263 559 2154 280 66 703 214 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 145 157 131 242 116 263 559 2154 280 66 703 214 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: 145 157 131 242 116 263 559 2154 280 66 703 214 OvlAdjVol: 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 1.09 0.91 2.00 1.00 2.00 2.00 3.00 1.00 1.00 3.07 0.93 Final Sat.: 1603 1737 1460 3200 1600 3200 3200 4800 1600 1600 4906 1494 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.08 0.07 0.08 0.17 0.45 0.17 0.04 0.14 0.14 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMMon Jan 30, 2023 17:09:30 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Newport Boulevard southbound ramps/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.900 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: E ******************************************************************************** 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 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: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 390 0 285 0 2310 137 0 904 421 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 0 390 0 285 0 2310 137 0 904 421 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 390 0 285 0 2310 0 0 904 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 390 0 285 0 2310 0 0 904 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 390 0 285 0 2310 0 0 904 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: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.12 0.00 0.18 0.00 0.72 0.00 0.00 0.19 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMMon Jan 30, 2023 17:09:31 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Newport Boulevard/Hospital Road ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.552 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 51 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: 1 0 3 0 1 1 0 3 0 1 2 0 1 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 141 1517 69 63 1430 459 223 162 220 46 187 37 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: 141 1517 69 63 1430 459 223 162 220 46 187 37 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: 141 1517 69 63 1430 459 223 162 220 46 187 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 141 1517 69 63 1430 459 223 162 220 46 187 37 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: 141 1517 69 63 1430 459 223 162 220 46 187 37 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 3.00 1.00 2.00 1.00 1.00 1.00 1.67 0.33 Final Sat.: 1600 4800 1600 1600 4800 1600 3200 1600 1600 1600 2671 529 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.32 0.04 0.04 0.30 0.29 0.07 0.10 0.14 0.03 0.07 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMMon Jan 30, 2023 17:09:33 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Riverside Avenue/West Coast Highway ******************************************************************************** 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: 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: 2 1 1 79 1 296 262 2037 4 7 1374 78 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 1 1 79 1 296 262 2037 4 7 1374 78 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 1 1 79 1 296 262 2037 4 7 1374 78 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 1 79 1 296 262 2037 4 7 1374 78 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 1 1 79 1 296 262 2037 4 7 1374 78 OvlAdjVol: 34 ------------|---------------||---------------||---------------||---------------| 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: 0.50 0.25 0.25 0.99 0.01 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 800 400 400 1580 20 1600 1600 3194 6 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.05 0.05 0.19 0.16 0.64 0.64 0.00 0.29 0.05 OvlAdjV/S: 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMMon Jan 30, 2023 17:09:35 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Tustin Avenue/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.704 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 63 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: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 1 40 0 22 54 2124 4 0 1422 35 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 40 0 22 54 2124 4 0 1422 35 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 40 0 22 54 2124 4 0 1422 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 1 40 0 22 54 2124 4 0 1422 35 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 40 0 22 54 2124 4 0 1422 35 ------------|---------------||---------------||---------------||---------------| 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 0.65 0.00 0.35 1.00 1.99 0.01 0.00 2.93 0.07 Final Sat.: 0 0 1600 1032 0 568 1600 3194 6 0 4685 115 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.03 0.67 0.66 0.00 0.30 0.30 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMMon Jan 30, 2023 17:09:36 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Irvine Avenue/19th Street–Dover Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.574 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 44 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: 53 918 12 153 889 33 72 162 43 11 102 234 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: 53 918 12 153 889 33 72 162 43 11 102 234 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: 53 918 12 153 889 33 72 162 43 11 102 234 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 53 918 12 153 889 33 72 162 43 11 102 234 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: 53 918 12 153 889 33 72 162 43 11 102 234 ------------|---------------||---------------||---------------||---------------| 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 0.29 0.01 0.10 0.28 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 Plus Project AMMon Jan 30, 2023 17:09:37 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Irvine Avenue/17th Street–Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.520 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: 251 632 20 250 481 178 251 588 133 30 322 54 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: 251 632 20 250 481 178 251 588 133 30 322 54 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: 251 632 20 250 481 178 251 588 133 30 322 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 251 632 20 250 481 178 251 588 133 30 322 54 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: 251 632 20 250 481 178 251 588 133 30 322 54 ------------|---------------||---------------||---------------||---------------| 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 2610 590 1600 2740 460 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.20 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 Plus Project AMMon Jan 30, 2023 17:09:39 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Dover Drive/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.467 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: 334 447 0 0 543 87 73 0 564 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: 334 447 0 0 543 87 73 0 564 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: 334 447 0 0 543 87 73 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 334 447 0 0 543 87 73 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: 334 447 0 0 543 87 73 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 0.14 0.00 0.00 0.34 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 Plus Project AMMon Jan 30, 2023 17:09:42 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Dover Drive/16th Street ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.506 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 38 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: 112 769 42 78 974 28 20 34 171 40 33 72 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: 112 769 42 78 974 28 20 34 171 40 33 72 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: 112 769 42 78 974 28 20 34 171 40 33 72 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 112 769 42 78 974 28 20 34 171 40 33 72 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: 112 769 42 78 974 28 20 34 171 40 33 72 ------------|---------------||---------------||---------------||---------------| 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 0.37 0.63 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 593 1007 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.07 0.24 0.03 0.05 0.30 0.02 0.01 0.03 0.11 0.03 0.02 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMMon Jan 30, 2023 17:09:44 Page 12-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Dover Drive/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.748 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 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 1200 39 132 138 2123 35 29 1290 778 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 1200 39 132 138 2123 35 29 1290 778 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 1200 39 132 138 2123 35 29 1290 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 55 43 1200 39 132 138 2123 35 29 1290 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 1200 39 132 138 2123 35 29 1290 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 0.08 0.04 0.45 0.45 0.02 0.27 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project AMMon Jan 30, 2023 17:09:47 Page 13-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Bayside Drive/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.765 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 97 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: 377 17 42 47 10 61 73 2848 490 68 1622 37 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: 377 17 42 47 10 61 73 2848 490 68 1622 37 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: 377 17 42 47 10 61 73 2848 490 68 1622 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 377 17 42 47 10 61 73 2848 490 68 1622 37 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: 377 17 42 47 10 61 73 2848 490 68 1622 37 ------------|---------------||---------------||---------------||---------------| 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.: 4150 187 462 1600 1600 1600 1600 4800 1600 1600 6257 143 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.03 0.01 0.04 0.05 0.59 0.31 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 AMMon Jan 30, 2023 17:09:48 Page 14-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Road/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.625 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: 24 352 79 184 272 764 1099 1378 12 67 934 126 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: 24 352 79 184 272 764 1099 1378 12 67 934 126 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: 24 352 79 184 272 0 1099 1378 12 67 934 126 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 352 79 184 272 0 1099 1378 12 67 934 126 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: 24 352 79 184 272 0 1099 1378 12 67 934 126 ------------|---------------||---------------||---------------||---------------| 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 3.97 0.03 2.00 4.00 1.00 Final Sat.: 1600 2613 587 1600 3200 1600 4800 6345 55 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.13 0.13 0.12 0.09 0.00 0.23 0.22 0.22 0.02 0.15 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMMon Jan 30, 2023 17:10:42 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 PMMon Jan 30, 2023 17:10:43 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 Superior Avenue–Balboa Bouleva B xxxxx 0.659 B xxxxx 0.659 + 0.000 V/C # 2 Newport Boulevard southbound r B xxxxx 0.605 B xxxxx 0.605 + 0.000 V/C # 3 Newport Boulevard/Hospital Roa B xxxxx 0.668 B xxxxx 0.668 + 0.000 V/C # 4 Riverside Avenue/West Coast Hi B xxxxx 0.694 B xxxxx 0.694 + 0.000 V/C # 5 Tustin Avenue/West Coast Highw A xxxxx 0.595 A xxxxx 0.595 + 0.000 V/C # 6 Irvine Avenue/19th Street–Dove B xxxxx 0.698 B xxxxx 0.698 + 0.000 V/C # 7 Irvine Avenue/17th Street–West C xxxxx 0.708 C xxxxx 0.708 + 0.000 V/C # 8 Dover Drive/Westcliff Drive A xxxxx 0.419 A xxxxx 0.419 + 0.000 V/C # 9 Dover Drive/16th Street A xxxxx 0.506 A xxxxx 0.506 + 0.000 V/C # 10 Dover Drive/West Coast Highway C xxxxx 0.750 C xxxxx 0.750 + 0.000 V/C # 11 Bayside Drive/East Coast Highw C xxxxx 0.769 C xxxxx 0.769 + 0.000 V/C # 12 Jamboree Road/East Coast Highw B xxxxx 0.695 B xxxxx 0.695 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMMon Jan 30, 2023 17:10:45 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Superior Avenue–Balboa Boulevard/West Coast Highway ******************************************************************************** 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: Split Phase Split Phase 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: 1 1 0 1 0 1 1 1 0 2 2 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 266 163 109 184 159 663 221 917 187 133 2013 163 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: 266 163 109 184 159 663 221 917 187 133 2013 163 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: 266 163 109 184 159 663 221 917 187 133 2013 163 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 266 163 109 184 159 663 221 917 187 133 2013 163 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: 266 163 109 184 159 663 221 917 187 133 2013 163 OvlAdjVol: 442 ------------|---------------||---------------||---------------||---------------| 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: 1.48 0.91 0.61 1.61 1.39 2.00 2.00 3.00 1.00 1.00 3.70 0.30 Final Sat.: 2372 1455 974 2575 2225 3200 3200 4800 1600 1600 5921 479 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.07 0.07 0.21 0.07 0.19 0.12 0.08 0.34 0.34 OvlAdjV/S: 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMMon Jan 30, 2023 17:10:47 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Newport Boulevard southbound ramps/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.605 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 Include Ignore 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: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 345 0 324 0 1295 142 0 1933 578 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 0 345 0 324 0 1295 142 0 1933 578 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 345 0 324 0 1295 0 0 1933 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 345 0 324 0 1295 0 0 1933 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 345 0 324 0 1295 0 0 1933 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: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.11 0.00 0.20 0.00 0.40 0.00 0.00 0.40 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMMon Jan 30, 2023 17:10:49 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Newport Boulevard/Hospital Road ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.668 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 69 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: 1 0 3 0 1 1 0 3 0 1 2 0 1 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 205 1475 62 58 1552 183 401 100 229 118 218 74 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: 205 1475 62 58 1552 183 401 100 229 118 218 74 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: 205 1475 62 58 1552 183 401 100 229 118 218 74 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 205 1475 62 58 1552 183 401 100 229 118 218 74 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: 205 1475 62 58 1552 183 401 100 229 118 218 74 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 3.00 1.00 2.00 1.00 1.00 1.00 1.49 0.51 Final Sat.: 1600 4800 1600 1600 4800 1600 3200 1600 1600 1600 2389 811 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.13 0.31 0.04 0.04 0.32 0.11 0.13 0.06 0.14 0.07 0.09 0.09 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMMon Jan 30, 2023 17:10:50 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Riverside Avenue/West Coast Highway ******************************************************************************** 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: 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: 4 4 13 59 1 315 273 1595 18 27 2270 42 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: 4 4 13 59 1 315 273 1595 18 27 2270 42 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: 4 4 13 59 1 315 273 1595 18 27 2270 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 4 13 59 1 315 273 1595 18 27 2270 42 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: 4 4 13 59 1 315 273 1595 18 27 2270 42 OvlAdjVol: 42 ------------|---------------||---------------||---------------||---------------| 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: 0.19 0.19 0.62 0.98 0.02 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 305 305 990 1573 27 1600 1600 3164 36 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.01 0.01 0.04 0.04 0.20 0.17 0.50 0.50 0.02 0.47 0.03 OvlAdjV/S: 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMMon Jan 30, 2023 17:10:52 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Tustin Avenue/West Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.595 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 1! 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 1 0 3 53 0 40 93 1566 2 0 2260 37 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: 1 0 3 53 0 40 93 1566 2 0 2260 37 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: 1 0 3 53 0 40 93 1566 2 0 2260 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 0 3 53 0 40 93 1566 2 0 2260 37 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: 1 0 3 53 0 40 93 1566 2 0 2260 37 ------------|---------------||---------------||---------------||---------------| 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: 0.25 0.00 0.75 0.57 0.00 0.43 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 400 0 1200 912 0 688 1600 3196 4 0 4723 77 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.06 0.06 0.49 0.49 0.00 0.48 0.48 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMMon Jan 30, 2023 17:10:53 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Irvine Avenue/19th Street–Dover Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.698 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 62 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: 62 768 25 178 1421 76 45 112 55 26 256 299 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: 62 768 25 178 1421 76 45 112 55 26 256 299 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: 62 768 25 178 1421 76 45 112 55 26 256 299 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 62 768 25 178 1421 76 45 112 55 26 256 299 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: 62 768 25 178 1421 76 45 112 55 26 256 299 ------------|---------------||---------------||---------------||---------------| 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 0.24 0.02 0.11 0.44 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 Plus Project PMMon Jan 30, 2023 17:10:55 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Irvine Avenue/17th Street–Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.708 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: 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: 283 447 41 218 593 424 280 542 135 74 756 97 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: 283 447 41 218 593 424 280 542 135 74 756 97 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: 283 447 41 218 593 424 280 542 135 74 756 97 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 283 447 41 218 593 424 280 542 135 74 756 97 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: 283 447 41 218 593 424 280 542 135 74 756 97 ------------|---------------||---------------||---------------||---------------| 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 2562 638 1600 2836 364 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.14 0.03 0.07 0.19 0.27 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 Plus Project PMMon Jan 30, 2023 17:10:57 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Dover Drive/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.419 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 39 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: 520 612 0 0 356 77 108 0 496 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: 520 612 0 0 356 77 108 0 496 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: 520 612 0 0 356 77 108 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 520 612 0 0 356 77 108 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: 520 612 0 0 356 77 108 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: 0.16 0.19 0.00 0.00 0.22 0.05 0.03 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 PMMon Jan 30, 2023 17:10:59 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Dover Drive/16th Street ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.506 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 38 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: 136 1040 46 72 781 29 28 21 177 41 21 54 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 1040 46 72 781 29 28 21 177 41 21 54 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 1040 46 72 781 29 28 21 177 41 21 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 136 1040 46 72 781 29 28 21 177 41 21 54 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 1040 46 72 781 29 28 21 177 41 21 54 ------------|---------------||---------------||---------------||---------------| 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 0.57 0.43 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 914 686 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.33 0.03 0.05 0.24 0.02 0.02 0.03 0.11 0.03 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMMon Jan 30, 2023 17:11:00 Page 12-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Dover Drive/West Coast Highway ******************************************************************************** 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 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 46 918 50 139 162 1486 14 39 2301 1549 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 46 918 50 139 162 1486 14 39 2301 1549 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 46 918 50 139 162 1486 14 39 2301 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 44 46 918 50 139 162 1486 14 39 2301 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 46 918 50 139 162 1486 14 39 2301 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 4755 45 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.19 0.03 0.09 0.05 0.31 0.31 0.02 0.48 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMMon Jan 30, 2023 17:11:02 Page 13-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Bayside Drive/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.769 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 99 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: 489 25 45 61 23 99 114 1925 431 88 3262 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: 489 25 45 61 23 99 114 1925 431 88 3262 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: 489 25 45 61 23 99 114 1925 431 88 3262 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 489 25 45 61 23 99 114 1925 431 88 3262 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: 489 25 45 61 23 99 114 1925 431 88 3262 60 ------------|---------------||---------------||---------------||---------------| 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.: 4199 215 386 1600 1600 1600 1600 4800 1600 1600 6284 116 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.12 0.12 0.04 0.01 0.06 0.07 0.40 0.27 0.06 0.52 0.52 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year Plus Project PMMon Jan 30, 2023 17:11:04 Page 14-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Road/East Coast Highway ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.695 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 75 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: 33 283 78 182 512 1425 749 1107 14 129 1999 224 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: 33 283 78 182 512 1425 749 1107 14 129 1999 224 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: 33 283 78 182 512 0 749 1107 14 129 1999 224 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 33 283 78 182 512 0 749 1107 14 129 1999 224 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: 33 283 78 182 512 0 749 1107 14 129 1999 224 ------------|---------------||---------------||---------------||---------------| 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 1.57 0.43 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2509 691 1600 3200 1600 4800 6320 80 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.11 0.11 0.11 0.16 0.00 0.16 0.18 0.18 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 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx (01/31/23)  APPENDIX C    OCTA BUS SYSTEM MAPS TRAFFIC IMPACT ANALYSIS  FEBRUARY 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23»  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 2023  2510 AND 2530 WEST COAST HIGHWAY PROJECT NEWPORT BEACH, CALIFORNIA   P:\CNB2101.01\doc\TIA3.docx «01/31/23»  APPENDIX E    APPROVED PROJECTS INFORMATION    9/23/22, 2:00 PM Report - Traffics https://staff.newportbeachca.gov/Traffics/Home/Report 1/4 Traffic Phasing Data Projects Less than 100% Complete Project Number Project Name Percent Completed 148 FASHION ISLAND EXPANSION 40 154 TEMPLE BAT YAHM EXPANSION 65 945 HOAG HOSPITAL PHASE III 0 949 ST. MARK PRESBYTERIAN CHURCH 77 955 2300 NEWPORT BLVD (VUE)30 958 HOAG HEALTH CENTER 500-540 SUPERIOR 95 959 NORTH NEWPORT CENTER 0 962 328 OLD NEWPORT MEDICAL OFFICE GPA 0 965 MARINER'S POINTE 23,015 SQ FT COMMERCIAL CENTER 82 971 BACK BAY LANDING 300 ECH 0 977 BALBOA MARINA WEST 0 979 NEWPORT CROSSINGS 0 980 Museum House - Vivante Senior Center 0 981 Uptown Newport: Phase 1 - Trans Devel Rights (TDR)53 982 Uptown Newport: Phase 2 Only 0 983 Residences at 4400 VK 0 984 Picerne Residential (1300 Bristol St N)0 985 1400 Bristol St Medical Offices 0 9/23/22, 2:00 PM Report - Traffics https://staff.newportbeachca.gov/Traffics/Home/Report 2/4 Approved Projects 80% Volume Summary Intersection Report NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 3 3 37 34 1 2 0 0 1 2 3 34 0 0 34 0 PM 2 9 33 57 0 2 0 0 3 6 4 26 3 0 57 0 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 42 55 18 7 7 29 6 8 36 11 12 5 1 2 2 3 PM 49 39 29 30 5 40 4 5 28 6 20 4 5 9 8 13 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 0 54 28 52 0 0 0 18 0 36 0 24 4 0 48 4 PM 0 47 98 53 0 0 0 27 0 20 0 91 7 0 44 9 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 0 1 63 67 0 0 0 1 0 0 0 63 0 0 67 0 PM 0 1 92 91 0 0 0 1 0 0 0 92 0 0 90 1 Intersection (1855 ::: COAST HWY W / SUPERIOR AVE BALBOA BLVD) Intersection (2480 ::: BEACON ST / HOSPITAL RD NEWPORT BLVD) Intersection (2620 ::: NEWPORT BLVD / COAST HWY W ) Intersection (2630 ::: RIVERSIDE AVE / COAST HWY W ) 9/23/22, 2:00 PM Report - Traffics https://staff.newportbeachca.gov/Traffics/Home/Report 3/4 Approved Projects 80% Volume Summary Intersection Report NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 0 0 63 67 0 0 0 0 0 0 0 63 0 0 67 0 PM 0 0 92 90 0 0 0 0 0 0 0 92 0 0 90 0 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 0 36 60 78 0 0 0 30 0 6 5 55 0 0 60 18 PM 0 41 91 127 0 0 0 36 0 5 11 80 0 0 85 42 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 11 17 4 0 2 9 0 0 17 0 0 0 4 0 0 0 PM 30 26 6 0 5 25 0 0 26 0 0 0 6 0 0 0 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 0 5 9 8 0 0 0 4 0 1 1 8 0 0 6 2 PM 0 7 15 16 0 0 0 6 0 1 2 13 0 0 11 5 Intersection (2635 ::: COAST HWY W / TUSTIN AVE ) Intersection (3060 ::: COAST HWY W / DOVER DR BAYSHORE DR) Intersection (3260 ::: 16TH ST / DOVER DR ) Intersection (3275 ::: IRVINE AVE / 17TH ST WESTCLIFF DR) 9/23/22, 2:00 PM Report - Traffics https://staff.newportbeachca.gov/Traffics/Home/Report 4/4 Approved Projects 80% Volume Summary Intersection Report NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 10 7 11 0 6 4 0 0 7 0 0 0 11 0 0 0 PM 25 11 17 0 15 10 0 0 11 0 0 0 17 0 0 0 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 2 8 0 2 0 2 0 4 4 0 0 0 0 0 0 2 PM 5 12 0 5 0 5 0 6 6 0 0 0 0 0 0 5 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 0 42 61 30 0 0 0 0 0 42 21 40 0 0 30 0 PM 2 36 73 68 0 0 2 0 2 34 40 33 0 2 66 0 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 7 46 82 70 1 6 0 18 4 24 39 43 0 3 51 16 PM 11 87 106 107 5 6 0 27 8 52 55 50 1 11 65 31 Intersection (3290 ::: DOVER DR / WESTCLIFF DR ) Intersection (3385 ::: IRVINE AVE / 19TH ST DOVER DR) Intersection (5055 ::: JAMBOREE RD / COAST HWY E ) Intersection (5440 ::: COAST HWY E / BAYSIDE DR )