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Home My WebLink About3.01 - Westcliff Drive Medical Office- Traffic Impact Analysis - June 9, 2014WESTCLIFF DRIVE MEDICAL OFFICES TRAFFIC IMPACT ANALYSIS June 9, 2014 Traffic Engineering I Transportation Planning I Parking I Noise /Vibration I Expert Witness Air Quality I Global Climate Change I Health Risk Assessment I K KUNZMAN ASSOCIATES, INC. WESTCLIFF DRIVE MEDICAL OFFICES TRAFFIC IMPACT ANALYSIS June 9, 2014 Prepared by: Carl Ballard, LEED GA William Kunzman, P.E. oQPOFESS /OH\ H 7 Z i ✓C/ �dtM �y 3 No. TIi0056 Z n d * TRAFf� 0FCA1 1111 Town & Country Road, Suite 34 Orange, California 92868 (714) 973 -8383 www.traffic- engineer.com 5589a Table of Contents 1. Findings .................................................................................................. ..............................2 Existing Traffic Conditions ........................................................................ ..............................2 TrafficSummary ...................................................................................... ............................... 3 Recommended Improvements ................................................................. ..............................4 Conclusions.............................................................................................. ............................... 5 2. Project Description ................................................................................. ..............................6 Location.................................................................................................... ..............................6 Proposed Development ........................................................................... ............................... 6 3. Existing Traffic Conditions ....................................................................... ..............................9 Study Area Intersections ......................................................................... ............................... 9 Existing Travel Lanes and Intersection Controls ...................................... .............................10 Existing Master Plan of Arterial Highways ............................................... .............................10 ExistingTraffic Volumes .......................................................................... .............................10 Existing Intersection Capacity Utilization ................................................ .............................10 4. Project Traffic ........................................................................................ .............................18 TripGeneration ....................................................................................... .............................18 Trip Distribution and Assignment ............................................................ .............................18 Project-Related Traffic ............................................................................. .............................19 S. Existing (Year 2014) + Project Analysis ................................................. ............................... 25 Intersection Capacity Utilization ............................................................. .............................25 SignificanceCriteria ................................................................................. .............................25 6. TPO Analysis .......................................................................................... .............................29 ApprovedProjects ................................................................................... .............................29 RegionalGrowth ...................................................................................... .............................29 One - Percent Methodology ...................................................................... .............................30 Intersection Capacity Utilization ............................................................. .............................30 SignificanceCriteria ................................................................................. .............................31 7. CEQA Analysis ........................................................................................ .............................41 CumulativeProjects ................................................................................. .............................41 Intersection Capacity Utilization ............................................................. .............................41 SignificanceCriteria ................................................................................. .............................42 S. Delay Analysis ...................................................................................... ............................... 51 DelayMethodology ................................................................................. .............................51 DelayCalculations ................................................................................. ............................... 51 9. Orange County Congestion Management Program ............................... ............................... 53 County Congestion Management Program ( CMP) .................................. .............................53 SignificanceCriteria ................................................................................. .............................53 10. Recommendations ................................................................................. .............................55 Recommended Improvements ................................................................ .............................55 Conclusions............................................................................................ ............................... 55 Appendices Appendix A Appendix B Appendix C Appendix D Appendix E Appendix F Appendix G Appendix H Glossary of Transportation Terms Year 2012/2013 Traffic Count Worksheets Explanation and Calculation of Intersection Capacity Utilization Approved Project Data Regional Traffic Annual Growth Rate TPO One - Percent Analysis Calculation Worksheets Cumulative Project Data Explanation and Calculation of Intersection Delay List of Tables Table 1. Existing (Year 2014) Intersection Capacity Utilization and Levels of Service ................11 Table 2. Project Trip Generation ................................................................... .............................20 Table 3. Existing (Year 2014) + Project Analysis Intersection Capacity Utilization and Levels ofService ........................................................................................ ............................... 26 Table 4. Approved Project List ....................................................................... .............................32 Table 5. TPO Analysis One- Percent Threshold .............................................. .............................33 Table 6. TPO Analysis Intersection Capacity Utilization and Levels of Service ...........................34 Table 7. Cumulative Project List .................................................................... .............................43 Table 8. CEQA Analysis Intersection Capacity Utilization and Levels of Service ........................44 Table 9. Intersection Delay and Level of Service Summary ........................... .............................52 List of Figures Figure 1. Project Location Map ........................................................................ ..............................7 Figure2. Site Plan ............................................................................................ ..............................8 Figure 3. Existing Intersection Controls .......................................................... .............................12 Figure 4. Existing Travel Lanes ........................................................................ .............................13 Figure 5. City of Newport Beach General Plan Circulation Element ............... .............................14 Figure 6. City of Newport Beach General Plan Roadway Cross - Sections ....... .............................15 Figure 7. Existing (Year 2014) Morning Peak Hour Intersection Turning Movement Volumes... 16 Figure 8. Existing (Year 2014) Evening Peak Hour Intersection Turning Movement Volumes.... 17 Figure 9. Project Trip Distribution — Medical Office ....................................... .............................21 Figure 10. Project Trip Distribution — Retail/ Restaurant / Bank ......................... .............................22 Figure 11. Project Morning Peak Hour Intersection Turning Movement Volumes ....................... 23 Figure 12. Project Evening Peak Hour Intersection Turning Movement Volumes ........................ 24 Figure 13. Existing (Year 2014) + Project Morning Peak Hour Intersection Turning Movement Volumes......................................................................................... ............................... 27 Figure 14. Existing (Year 2014) + Project Evening Peak Hour Intersection Turning Movement Volumes......................................................................................... ............................... 28 Figure 15. Approved Projects Morning Peak Hour Intersection Turning Movement Volumes..... 35 Figure 16. Approved Projects Evening Peak Hour Intersection Turning Movement Volumes...... 36 Figure 17. Existing+ Growth (Year 2016) +Approved Projects Morning Peak Hour Intersection Turning Movement Volumes ....................................... .............................37 Figure 18. Existing+ Growth (Year 2016) +Approved Projects Evening Peak Hour Intersection Turning Movement Volumes ........................................................... .............................38 Figure 19. Existing+ Growth (Year 2016) + Approved Projects + Project Morning Peak Hour Intersection Turning Movement Volumes ....................................... .............................39 Figure 20. Existing + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour Intersection Turning Movement Volumes ....................................... .............................40 Figure 21. Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes ..45 Figure 22. Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes ...46 Figure 23. Existing+ Growth (Year 2016) + Approved Projects+ Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes ..................... .............................47 Figure 24. Existing + Growth (Year 2016) + Approved Projects+ Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes ..................... .............................48 Figure 25. Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects + Project Morning Peak Hour Intersection Turning Movement Volumes ...... .............................49 Figure 26. Existing + Growth (Year 2016) + Approved Projects+ Cumulative Projects + Project Evening Peak Hour Intersection Turning Movement Volumes ........ .............................50 Figure 27. Circulation Recommendations ......................................................... .............................57 WESTCLIFF DRIVE MEDICAL OFFICES TRAFFIC IMPACT ANALYSIS This report contains the traffic impact analysis for the Westcliff Drive Medical Offices project in the City of Newport Beach. The traffic report contains documentation of existing traffic conditions, trips generated by the project, distribution of the project generated trips to the surrounding roadway network, and an analysis of future traffic conditions. Each of these topics are contained in separate sections of the report. The first section is "Findings ", and subsequent sections expand upon the findings. In this way, information on any particular aspect of the study can be easily located by the reader. The existing project site is currently developed with retail, medical office, general office, and market land uses, on the southeast corner of the Irvine Avenue and Westcliff Drive intersection. The proposed development will consist of high- turnover (sit -down) restaurant, specialty retail, medical office, and bank land uses. Although this is a technical report, every effort has been made to write the report clearly and concisely. To assist the reader with those terms unique to transportation engineering, a glossary of terms is provided in Appendix A. 1. Findings This section summarizes the existing traffic conditions, project traffic impacts, and the proposed mitigation measures. Existing Traffic Conditions a. The existing project site is currently developed with retail, medical office, general office, and market land uses, on the southeast corner of the Irvine Avenue and Westcliff Drive intersection. The existing project site currently has access to Irvine Avenue, Westcliff Drive, and Sherington Place. b. Pursuant to discussions with the Cities of Newport Beach /Costa Mesa staff, the study area includes the following study area intersections: Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) Harbor Boulevard (EW) 18th Street /Rochester Street (EW) 17th Street (EW) Orange Avenue (NS) at: 17th Street (EW) Westminster Avenue (NS) at: 17th Street (EW) Santa Ana Avenue (NS) at: 17th Street (EW) Tustin Avenue (NS) at: 17th Street (EW) Newport Beach Intersections: Riverside Avenue (NS) at: West Coast Highway (EW) Tustin Avenue (NS) at: West Coast Highway (EW) K Irvine Avenue (NS) at: 19th Street /Dover Drive (EW)' 17th Street /Westcliff Drive (EW)' Dover Drive (NS) at: Westcliff Drive (EW) 16th Street (EW) West Coast Highway (EW) Bayside Drive (NS) at: East Coast Highway (EW) C. For existing (Year 2014) traffic conditions, the study area intersections currently operate at Level of Service D or better during the morning /evening peak hours. Traffic Summary a. The proposed development will consist of high- turnover (sit -down) restaurant, specialty retail, medical office, and bank land uses. The proposed project site will have access to Westcliff Drive and Sherington Place. The Irvine Avenue driveway will be closed. b. The net new trips generated by the proposed development is projected to be approximately 1,727 daily vehicle trips, 100 additional trips of which occur in the morning peak hour and 120 additional trips of which occur during the evening peak hour. C. For existing (Year 2014) + project traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours. d. The City of Newport Beach /Costa Mesa staff provided the list of approved and cumulative projects within the study area. The approved projects consist of development that has been approved but are not fully completed. Cumulative projects are known, but not approved project developments that are reasonably expected to be completed or nearly completed at the same time as the proposed project. e. The Traffic Phasing Ordinance (TPO) analysis resulted in the following study area intersections exceeding the one - percent threshold and requiring additional analysis: Newport Beach Intersections: Irvine Avenue (NS) at: 19th Street /Dover Drive (EW) — Morning Peak Hour & Evening Peak Hour 17th Street /Westcliff Drive (EW) — Morning Peak Hour & Evening Peak Hour ' Intersection is located on the City boundary line of Costa Mesa and Newport Beach. KI Dover Drive (NS) at: Westcliff Drive (EW) — Morning Peak Hour & Evening Peak Hour 16th Street (EW) — Morning Peak Hour & Evening Peak Hour West Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Bayside Drive (NS) at: East Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour f. For existing + growth (Year 2016) + approved projects traffic conditions, the study area intersections are projected to operate at Level of Service C or better during the morning /evening peak hours. g. For existing + growth (Year 2016) + approved projects + project traffic conditions, the study area intersections are projected to operate at Level of Service C or better during the morning /evening peak hours. h. For existing + growth (Year 2016) + approved projects + cumulative projects traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that are projected to operate at Level of Service E during the peak hours: Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) (Morning Peak Hour, Level of Service E) 18th Street /Rochester Street (EW) (Evening Peak Hour, Level of Service E) i. For existing + growth (Year 2016) + approved projects + cumulative projects + project traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that are projected to operate at Level of Service E during the evening peak hour: Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) (Morning Peak Hour, Level of Service E) 18th Street /Rochester Street (EW) (Evening Peak Hour, Level of Service E) Recommended Improvements a. Site - specific circulation and access recommendations are depicted on Figure 27. b. On -site parking shall be provided to meet City of Newport Beach parking code requirements. C. Sight distance at project access shall comply with standard City of Newport Beach sight distance standards. The final grading, landscaping, and street improvement plans shall 4 demonstrate that sight distance standards are met. Such plans must be reviewed by the City and approved as consistent with this measure prior to issue of grading permits. d. On -site traffic signing and striping shall be implemented in conjunction with detailed construction plans for the project and as approved by the City of Newport Beach. Conclusions a. As shown in Table 3 for the existing (Year 2014) + project analysis, the project generated trips did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. b. As shown in Table 6 for the TPO analysis, the project generated trips did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. C. As shown in Table 8 for the CEQA analysis, the project generated trips did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. d. Based upon the delay methodology required by the California Department of Transportation, the delay and Level of Service summary for the study area intersections are shown in Table 9. As previously noted, the project is projected to not have a significant impact at the study area intersections. e. Based upon the CMP thresholds, the project generated trips did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. R 2. Project Description This section discusses the project's location, proposed development, and traffic characteristics of such a development. Figure 1 shows the project location map. Figure 2 illustrates the site plan. Location The project site is located on the southeast corner of the Irvine Avenue and Westcliff Drive intersection in the City of Newport Beach. Proposed Development The existing project site is currently developed with retail, medical office, general office, and market land uses, on the southeast corner of the Irvine Avenue and Westcliff Drive intersection. The existing project site currently has access to Irvine Avenue, Westcliff Drive, and Sherington Place. The proposed development will consist of high- turnover (sit -down) restaurant, specialty retail, medical office, and bank land uses. The proposed project site will have access to Westcliff Drive and Sherington Place. The Irvine Avenue driveway will be closed. R Figure 1 Project Location Map Harbor yh J Boulevard 5� a3a se, Legend O= Intersection Reference Number 18th Street qoc @t r I i 2 `Tfj. 9fh a ac Ja PP!' O O� AzC ,at off, �Fa¢c Pca �rb6 ecJe yc e �J acJ P, Si e 0A Sherington 0 Place \ J� 6 yya �a Riverside Avenue 16th Street w a �Jy QCJ ,Z ° Bayside 'o Drive IV O sr Coast H�ghwaY SR -1) NTS 5589a/1 KUNZMAN ASSOCIATES, INC. OVER 35 YEARS OF EXCELLENT SERVICE Figure 2 Site Plan 45' -0' N.50'10'30"W. WESTCLIFF DRIVE d+snNG 585.00' 5 (E) �/- EMRY DIM REWIN 2 b 30 30 7O 23 25 N 70' ENTRY 0 N.50'10'-A "W. 499 q9' R= 15.00' L= 23.56' _ ' — I }? 0 n III i / 12 ��J I \\ `J ____`REM — B 8• y - / L tll DQVNG c� I BUILDING 1 W 2LEVEIS III L J \ r _ _ €€ _ __ B+M000UPANCY III _ — 'N__ _, ,._.,,- N I TYPEYE,SPRINILLERED la �> �l. 1B \\ _ _ 8 q.__ >< .__;!____________ _______7 I 21 E 26• i 4'- 1 _ _ 24' - _ i p� L IS a IVP'. x0 \ 1B § 17 BLUINGI z r7G__ J i GMOCaP !(TYP E VAORTYPE III B1 )SM SPRINNLERED ❑ \ j ONGS L uPAxcr I /`� ...... .............v_.__._......,. /J_ t LU NEW _. e TIII 6 � ❑ o \ I� I 5" � em mWG i 2 256.5 5 B +M OOCUP AN CY pl o I W = 131.59' TYFM SPRINN ERm Q I 16 118 18 R d l I -I L T WI L�� z L 2 II IJ 1 Rl50' ' 14 II 15 8 ti--�PABpNGBfRumm y 1 1 1 21EVE O LEVEL GRADE LEV S1 0o TYPE 118. SPRNq.ERED 1 c\ =18' 13' 15" .Q= 222.12' L= 70.64• 14 .-3 I• I RP UP I I I\ \f RWP MHN I— III —III— III —III —I I 1 R DND` I o V. FYI —III —III — —III —III— \ ,4 � N =III= III = III = III= IIII =III1 ry TOp (E) OGNE TO OE II�ElfOVEO t '4 fL J "�'!' N JO' ENTaY 0 ZS�j iEt N.50'1 0'30"Vi. NTS KUNZMAN ASSOCIATES, INC. SHERRINGTON PLACE ? C 584.94' ' N. SO' 10'30'14. ER"NooUED'NG NOTAPART =o Figure 2 Site Plan 5589B/2 ER 35 YEARS DF EXCFI. zsrY 5ERV ICE 8 E 3. Existing Traffic Conditions The traffic conditions as they exist today are discussed below and illustrated on Figures 3 to 8. Study Area Intersections Pursuant to discussions with the Cities of Newport Beach /Costs Mesa staff, the study area includes the following study area intersections: Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) Harbor Boulevard (EW) 18th Street /Rochester Street (EW) 17th Street (EW) Orange Avenue (NS) at: 17th Street (EW) Westminster Avenue (NS) at: 17th Street (EW) Santa Ana Avenue (NS) at: 17th Street (EW) Tustin Avenue (NS) at: 17th Street (EW) Newport Beach Intersections: Riverside Avenue (NS) at: West Coast Highway (EW) Tustin Avenue (NS) at: West Coast Highway (EW) Irvine Avenue (NS) at: 19th Street /Dover Drive (EW)2 17th Street /Westcliff Drive (EW)' Dover Drive (NS) at: Westcliff Drive (EW) ' Intersection is located on the City boundary line of Costa Mesa and Newport Beach. V 16th Street (EW) West Coast Highway (EW) Bayside Drive (NS) at: East Coast Highway (EW) Existing Travel Lanes and Intersection Controls Figure 3 identifies the existing intersection controls and Figure 4 illustrates the existing number of through lanes for the study area intersections. Existing Master Plan of Arterial Highways Figure 5 exhibits the current City of Newport Beach General Plan Circulation Element. Both existing and future roadways are included in the Circulation Element of the General Plan and are graphically depicted on Figure 5. This figure shows the nature and extent of arterial highways that are needed to serve adequately the ultimate development depicted by the Land Use Element of the General Plan. Figure 6 shows the City of Newport Beach General Plan roadway cross - sections. Existing Traffic Volumes The Cities of Newport Beach /Costa Mesa staff provided Year 2012/2013 morning and evening peak hour approach volumes at each study area intersection (see Appendix B). Existing (Year 2014) traffic volumes are the Year 2012/2013 traffic volumes adjusted based on a 1 percent annual growth rate. The regional growth rate has been obtained from the City of Newport Beach (see Appendix E). Existing (Year 2014) morning and evening peak hour intersection turning movement volumes are shown on Figures 7 and 8, respectively. Existing Intersection Capacity Utilization Consistent with the Cities of Newport Beach /Costa Mesa approved methodologies, the technique used to assess the operation of a signalized intersection is known as Intersection Capacity Utilization. To calculate an Intersection Capacity Utilization value, the volume of traffic using the intersection is compared with the capacity of the intersection. An Intersection Capacity Utilization value is usually expressed as a decimal. The decimal represents that portion of the hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. The Levels of Service for existing (Year 2014) traffic conditions have been calculated and are shown in Table 1. Existing (Year 2014) Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing (Year 2014) traffic conditions, the study area intersections currently operate at Level of Service D or better during the morning /evening peak hours. 10 Table 1 Existing (Year 2014) Intersection Capacity Utilization and Levels of Service ' L= Left, T= Through; R =Right; » =Free Right Turn; > = Right Turn Overlap; d= De Facto Right Turn Lane z ICU -LOS= Intersection Capacity Utilization - Level of Service (see Appendix C). ' TS = Traffic Signal 11 Intersection Approach Lanes' Peak Hour Traffic Northbound Southbound Eastbound Westbound ICU -LOS 2 Intersection Contro13 L T R L T R L T R L T R Morning Evening Costa Mesa Intersections Newport Boulevard (NS) at: 19th Street (EW) TS 1 3.5 0.5 1 3.5 1.5 2.5 1.5 1 1 2.5 1.5 0.84 -D 0.76 -C Harbor Boulevard (EW) TS 2 4 0 0 2.5 0.5 1 0 2> 0 0 0 0.72 -C 0.77 -C 18th Street (EW) TS 1 3.5 0.5 1 3 1 2 1 1 1 0.5 0.5 0.76 -C 0.86 -D 17th Street (EW) TS 1 3.5 0.5 2 3 1 3 1.5 0.5 2 3 1 0.76 -C 0.75 -C Orange Avenue (NS) at: 17th Street EW TS 1 1 1 1 1 1 1 2 1 1 2 1 0.51 -A 0.63 -B Westminster Avenue (NS) at: 17th Street (EW) TS 0.5 0.5 1 0.5 0.5 1 1 1.5 0.5 1 1.5 0.5 0.41 -A 0.56 -A Santa Ana Avenue (NS) at: 17th Street (EW) TS 1 1 1 1 1 1 1 2 1 1 2 1 0.46 -A 0.59 -A Tustin Avenue (NS) at: 17th Street EW TS 1 0.5 0.5 1 1 1 1 1.5 0.5 1 1.5 0.5 0.55 -A 0.65 -B Newport Beach Intersections Riverside Avenue (NS) at: West Coast Highway (EW) TS 0 1 0 0.5 0.5 1> 1 1.5 0.5 1 3 1 0.77 -C 0.79 -C Tustin Avenue (NS) at: West Coast Highway (EW) TS 0 1 0 0 1 0 1 1.5 0.5 0 2.5 0.5 0.76 -C 0.61 -B Irvine Avenue (NS) at: 19th Street /Dover Drive (EW) TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 0.52 -A 0.62 -B 17th Street /Westcliff Drive EW TS 2 2 d 2 2 d 2 1.5 0.5 1 1.5 0.5 0.46 -A 0.71 -C Dover Drive (NS) at: Westcliff Drive (EW) TS 2 2 0 0 1 1 2 0 1>> 0 0 0 0.43 -A 0.44 -A 16th Street (EW) TS 1 2 d 1 2 d 0.5 0.5 d 1 1 1 0.50 -A 0.50 -A West Coast Highway (EW) TS 1 1.5 0.5 3 1 1 2 2.5 0.5 1 3 1>> 0.62 -e 0.68 -B Bayside Drive (NS) at: East Coast Highway (EW) TS 2.3 0.3 0.3 1 0.5 0.5 1 3 1 1 3.5 0.5 0.65 -8 0.62 -B ' L= Left, T= Through; R =Right; » =Free Right Turn; > = Right Turn Overlap; d= De Facto Right Turn Lane z ICU -LOS= Intersection Capacity Utilization - Level of Service (see Appendix C). ' TS = Traffic Signal 11 Figure 3 Existing Intersection Controls Legend Harbor yy J Boulevard y� Q =Trahc Signal ¢�¢ F�¢ 6D SMP = Stop Sign 4 = Through Travel Lanes 6D lye, 5D SD D = Divided 0 7D PPS U = Undivided 18h 0 7D Street '90 2U 7D PPt PP 4D 6D 4DQ 2D 12Uf1 4DM 2U `fr�P9fh I� 4D c¢ ¢ �¢ c° c ' 41) 7D p 0 2U e 2D P� Piz N o� e< °2 Pia l�rh c0¢ P 4D erM a¢ 2U ta¢ y¢o J¢c 2D c¢P4D Jyc o¢ � °2U 4D 2U Pte¢ 4D �`OSr 4D Site e0 Sherington Place 2U �10y¢¢�c¢ 4D Riverside Avenue 2U 16th 2U 4U 2U Street 5D M 5D O d 4D Bayside 70 Drive IV O sr Coast H,ghway (SR-1) 7D 2U Q 4D 7D 4D NTS KUNZMAN ASSOCIATES 5589a/3 OVER 35 YEARS OF EXCELLENT SERVICE 12 Figure 4 Existing Through Travel Lanes Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 191h Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street LS �1» l6 X8.5 dbbsi g ips 9 it 1g i0.5 11 i1 ll ip.5 13 ip ld �1 dbb�l 4-15 a�bb�o 4-3 dbb�l 4-25 dsb�7 4-1 dbbsl 4—LS dbbsl 4—B �bb�l 4-1 2s�°IYI° ls°�YI° 7s°�YI° 3s°�YIp 1s°�YIp 1�°IYIp 1�°�YP N Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 191h Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway LS �1» l6 X8.5 dbbsi g ips 9 it 1g i0.5 11 i1 ll ip.5 13 ip ld �1 4-15 a e e 4-3 4-25 4-1 4—LS 4—B 4-1 dbb�l dbb�l dbb�o dsbsl dbbsl dbbsB a�bbsl N BSS BSS 0.5� 0.5 B5� b>� d� Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway Dover Drive/ Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Drive/ 19th Street-Dover Drive I7thstreet- WestaMDrIve WestcliR Drive IBth Street NTS KUNZMAN AssociA' INC. Intersection reference numbers are in OVER 35 YEARS OF EXCELLENT SERVICE 13 lerlap rn It Turn Lane 5589a/4 left corner of turning movement boxes. LS �1» l6 X8.5 dbbsi dbbsis �s4IYi° 1s4�Yi° E5� ^moo 3� ^ao Dover Drive/ Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Drive/ 19th Street-Dover Drive I7thstreet- WestaMDrIve WestcliR Drive IBth Street NTS KUNZMAN AssociA' INC. Intersection reference numbers are in OVER 35 YEARS OF EXCELLENT SERVICE 13 lerlap rn It Turn Lane 5589a/4 left corner of turning movement boxes. i Figure 5 City of Newport Beach General Plan Circulation Element IT <.I 1 11 . ^.r u, Legend 0 ADOPTED INTERCHANGE 0 PROPOSEDINTERCHANGE ROUTES REQUIRING sees FURTHER COORDINATION 0.75 Milts COMMUTER ROADWAY (TWO LANE UNDIVIDED) 3.24 Milts SECONDARY ROAD (FOURLANE UNDIVIDED) 16.131 Miles SECONDARY (NOT BUILT) 0.21 Miles PRIMARY ROAD (FOUR LANE DIVIDED) 79,62 Miles PRI MARY ROA D ......• (NOT BUILT) 3.05 Miles MAJOR ROAD (SIX LANE DIVIDED) 30.54 MileS EIGHT LANE ROAD �• (DIVIDED) 2.11 Mies SAN JOAQUIN HILLS — TRANSPORTATION CORRIDOR 5,32 Miles ADOPTED FREEWAY ROUTES 4A1 Miles FUTURE FREEWAY EXTENSION 0.75 Miles NTS KUNZMAN AssoclATE.% INC. Some City of Newport Death Oval 35 Ye as P .t Smv 14 5519a/5 Figure 6 City of Newport Beach General Plan Roadway Cross - Sections PRINCIPAL -144' (8 LANES DIVIDED) a, n MAJOR - 1ZIr (6 LANES DIVIDED) Oven 35 YEAPS OF ExcEt aw SERVICE PRIMARY - 184' (4 LANES DIVIDED) SECONDARY - 84' (4 LANES UNDIVIDED) COMMUTER - S6' (2 LANES UNDIVIDED) 3.. .G Source: City of Newport Beach 5589x/6 25 Figure 7 Existing (Year 2014) Morning Peak Hour Intersection Turning Movement Volumes Jam 2766 15 d4bs17 3101 v 4 16 dbbs388 2651 349 16862 62 —D � 21� 43 v 2470 0-0 � 306 245 v n 111 I X44 a^. 2 �o 4-0 4 3 °' X27 4-54 12 4 m °' d. °' �'� a�bb�149 X136 4 -346 n 4 5 '� "m' dbb�48 X97 4—A52 m 4 6 9d ° = dbbs52 X45 4-969 $ 4 7 M a 9909 dbbs+e 52 4 D 8063' A-2 D 463' p D ?2 +�" p D 818 �' Y D 463' p D 59 �" al q D 32 �" q 213� 7� D 3323 41 f O��m° 454 `"m di f 57 —D M8 „4e� p— di f 443�son 36Z = „m — 999�1074— 113 " Dm„z,m„ = 21� 41 y D 2" 51� 948 -god 3596 n 3171 0 210 314 n 77 n 259 155 -0 478�m�„m, IE 0 -1 "' — 21 -0mma 1m�" Newport Boulevard/ Newport Boulevarcl/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 214 0 407 0 15 d4bs17 57 0 4 16 dbbs388 906 0 764 0 16862 62 —D � 21� 563 0 2470 0-0 � 306 997 0 n 111 6 X44 a^. 9 Y X59 10 X35 - 11 X240 12 X62 a 13 r �0 ° 14 ti X59 n dbb�8663 4 dbb�13 dbb'o154 d16s2 4 dbb�a9 4 dbbso 4 dbb' 44 s44 4 D 3323 41 f D 2663' di f D 253` di f D 643' di f D 2303` di Y D 673' 41 y D 2" 41 q 948 -god 2285��+ 2321 - -1, 155 -0 �^ 478�m�„m, IE 0 -1 "' — 21 -0mma 1m�" 11� 0� 28� 180 "'"' 509�11< 209 v 291 < 7 < 1 0 649 0 634 773 > 848 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 1130 0 71 0 15 d4bs17 X698 4 16 dbbs388 X15 4 16862 62 —D � 21� « c 2470 0-0 � 306 n 111 v 421 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/7 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 16 Figure 8 Existing (Year 2014) Evening Peak Hour Intersection Turning Movement Volumes 3996 0 2787 o 15 J282 0 16 m 2679 0 dbbs+s95 4 446 0 dbbs58 4 113 v T ID D 323 0 YID 1 dbb�s6 X175 - a 2 - �bb�o �0 4 3 dbb�? X40 4-2491 4 4 'n �bb�,az X136 g 4 5 e dbb�ee9 X176 ^ a 6 dbbssa5a X55 ° 4 7 dbb�1204� X125 136 4 D 7013' p D 513' p D 274 �" p D 715 �' Y D 783' p D 553' q D 78 237�gp,,; 156A� °�� Oboe°,° 1595�� ° 83 -D gem 498�e�g ,° 943 -+ 153 ,°,1019 -D ��+� 979 -0 103 522 v' 53� - v 3 58Z "-' - 137 = 55� ` 77� "- 2741 3298 A 2930 0 1701 c 39A 72 166 7Z 365 Newport Boulevard/ Newport Boulevard/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 244 0 518 0 15 64 0 16 m 1441 0 dbbs+s95 4 1303 0 dbbs58 4 472 0 T ID D 918 0 YID 8 dbb9 ° � X75 4-1320 �109 S A 4 9 - S a P2 dbb�37 X56 4-2436 4 10 � ^ dbb�0 X40 4-2491 ,-, `°" 4 11 ° ° � dsbs30 X234 4-182 j 4 12 AN_ r dAb X17 s5 p 4 13 d t9 b �0 s0 ° 4 14 d b b X50 4-14 - s52 4 D 843' % f D 249- f D 643' f D 483' f D 2483' Y D 121-- 41 y ID D 343' q 99�Rae 156A� °�� 1595�� ° 163�a 218 �° 503 "3 ° 153 245 < 33 v 3 0 812 0 833 1093 > 1198 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 1025 0 77 0 15 X1194 16 m X23 g dbbs+s95 4 dbbs58 4 D 1213'41 T ID D 513' YID 1507-D e pj 8 - 1933 -0 --p ° 22 � 483 0 98 v 447 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/8 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 17 4. Project Traffic The existing project site is currently developed with retail, medical office, general office, and market land uses, on the southeast corner of the Irvine Avenue and Westcliff Drive intersection. The existing project site currently has access to Irvine Avenue, Westcliff Drive, and Sherington Place. The proposed development will consist of high- turnover (sit -down) restaurant, specialty retail, medical office, and bank land uses. The proposed project site will have access to Westcliff Drive and Sherington Place. The Irvine Avenue driveway will be closed. Trip Generation The trips generated by the project are determined by multiplying an appropriate trip generation rate by the quantity of land use. Trip generation rates were determined for daily traffic, morning peak hour inbound and outbound traffic, and evening peak hour inbound and outbound traffic for the proposed land uses. By multiplying the trip generation rates by the land use quantities, the project generated trips are determined. Table 2 exhibits the trip generation rates, project peak hour volumes, and project daily traffic volumes. The trip generation rates are derived from the Institute of Transportation Engineers, Trip Generation, 9th Edition, 2012 and the San Diego Association of Governments, Traffic Generators April 2002. The net new trips generated by the proposed development is projected to be approximately 1,727 daily vehicle trips, 100 additional trips of which occur in the morning peak hour and 120 additional trips of which occur during the evening peak hour. It should be noted that a 43% pass -by trip reduction was applied to the restaurant land use based upon the Institute of Transportation Engineers, Trip Generation Handbook, 2nd Edition, 2004 and a 25% pass -by trip reduction was applied to the bank land use based the San Diego Association of Governments, Traffic Generators, April 2002. Trip Distribution and Assignment Trip distribution is the determination of the directional orientation of traffic. It is based on the geographical location of employment centers, commercial centers, recreational areas, or residential area concentrations. The TPO requires the trip distribution percentages to be in increments of 5 %. Trip assignment is the determination of which specific route development traffic will use, once the generalized trip distribution is determined. The basic factors affecting route selection are minimum time path and minimum distance path. Figures 9 and 10 contain the directional distributions and assignment of the project trips for the proposed land uses. W Project- Related Traffic Based on the identified trip generation and distributions, project morning and evening peak hour intersection turning movement volumes are shown on Figures 11 and 12, respectively. W, Table 2 Project Trip Generation 1 Source: Institute of Transportation Engineers, Trio Generation, 9th Edlon, 2012, Land Use Categories 932, 826, 720, and 710. ' TSF - Thousand Square Feet Institute of Transportation Engineers, Trio Generation does not provide morning peak hour rates for the specialty retail land use. Therefore, the shopping center IITE 820) marring peak hour trip generation rates were used. 4 Source: San Diego Association of Governments, Traffic Generators April 2002. ' The traffic volumes have been reduced by 43 %forthe high- turnover (sit - down) restaurant as a result of the pass -by trips obtained from the Institute of Tomsportatien Engineers, Trio Generatio Handbook, 2004. The bank has been reduced by 25% as a result of the pass -by trips obtained from the San Diego Association of Governments, Traffic Generators, April 2002. PIN, Peak Hour Morning Evening Inbound Outbound Total Inbound Outbound Total Land Use Quantity Units' Daily Trip Generation Rates High Turnover (Sit-Down) Restaurant TSF 5.95 4.86 10.81 5.91 3.94 9.85 127.15 Specialty Retail' TSF 0.60 0.36 0.96 1.19 1.52 2.71 44.32 Medical Office TSF 1.89 0.50 2.39 1.00 2.57 3.57 36.13 General Office TSF 1.37 0.19 1.56 0.25 1.24 1.49 11.03 Bank' TSF 4.20 1.80 6.00 4.80 7.20 12.00 150.00 Trios Generated- Existing Land Uses (For Credit) 11.442 TSF 7 4 11 14 17 31 507 Existing Retail Existing Medical Office 18.353 TSF 35 9 44 18 47 65 663 Existing General Office 8.788 TSF 12 2 14 2 11 13 97 Existing Market 6.027 TSF 4 2 6 7 9 16 267 Existing Total 44.610 58 17 75 41 84 125 1,534 Trips Generated - Proposed Land Uses High Turnover (Sit-Down) Restaurant 3.500 TSF 21 17 38 21 14 35 445 - Pass-By (43% Evening Peak Hour) 0 0 0 -9 -6 -15 -15 Specialty Retail 17.129 TSF 10 6 16 20 26 46 759 Medical Office 39.042 TSF 74 20 94 39 100 139 1,411 Bank 4.500 TSF 19 8 27 22 32 54 675 - Pass -By (25% Evening Peak Hour) 0 0 0 -6 -8 -14 -14 Subtotal 1241 51 175 102 172 274 3,290 Pass -Bys 0 0 0 -15 -14 -29 -29 Total(CEQA Analysis) 1 24 S1 175 87 158 245 3,261 Net Change (TPO Analysis) +66 +3q +100 +46 +74 +120 +1,727 Source: Institute of Transportation Engineers, Trio Generation, 9th Edlon, 2012, Land Use Categories 932, 826, 720, and 710. ' TSF - Thousand Square Feet Institute of Transportation Engineers, Trio Generation does not provide morning peak hour rates for the specialty retail land use. Therefore, the shopping center IITE 820) marring peak hour trip generation rates were used. 4 Source: San Diego Association of Governments, Traffic Generators April 2002. ' The traffic volumes have been reduced by 43 %forthe high- turnover (sit - down) restaurant as a result of the pass -by trips obtained from the Institute of Tomsportatien Engineers, Trio Generatio Handbook, 2004. The bank has been reduced by 25% as a result of the pass -by trips obtained from the San Diego Association of Governments, Traffic Generators, April 2002. PIN, 15% Figure 9 Project Trip Distribution - Medical Office NTS KUNZMAN ASSOCIA' INC. OVER 35 YEARS of EXCELLENT SERVICE 21 Legend _5% 10 %= Percent To /From Project 5589a/9 10% Figure 10 Project Trip Distribution - Retail /Restaurant /Bank NTS KUNZMAN ASSOCIA' INC. OVER 35 YEARS of EXCELLENT SERVICE 22 Legend -n% 10 %= Percent To /From Project 5589a/10 Figure 11 Project Morning Peak Hour Intersection Turning Movement Volumes 19 19 15 0 16 27 dbbso d d D 16 D 0 Y ID 1 �p d 2 0 10 ` p 4 4 I 5 �3 2 1f 3 d30 A p m 7 = 2 D 03 D 0s db3o1 b0 o d �b301 b D 0 dbo3 b �6 D 0 bv db00 o s�� d db03 -2 4 D s Y ID D � D s D � Y ID D 3� 20 .mo 90 _ 6 37 q 42omo p oY 0� 0 11 12� 39 0 0 0 0� 0 A 13 0 n 3 Newport Boulevard/ Newport Boulevard/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 0o 0 15 0 16 27 dbbso d dbbso d D 16 D 9 Y ID 6 dbb �o d 9 0 10 4 I d21 2 Ib�a �3 2 � 4 1f 3 d30 A �0 p d 14 d 4 D 03 D 0s o 0s D 0 D 2 D 0 m 0 0� 3� 20 90 5 0 0 0 11 39 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 140 00 15 X24 16 �p dbbso d dbbso d D 16 D os Y ID 0 000 8-0 0 0� o 0 0 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/11 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 23 Figure 12 Project Evening Peak Hour Intersection Turning Movement Volumes 13 13 220 22 0 so 11 o d 20 4IY ID 360 I° 1 d 2 �o a b�o a 4 b�a _0 $ db a dbbso d db02 3 d D 03 4t f D 03 f D 0 D 0 0� D 0� D 001 ]�47 D 0}' q 36 > �-0 11� - -- 11--J- ° °° 0 -0 20��„.-,° 4 26 -+ 0 3 0� 31 O� 2� 9� 16� 0 16� OZ O� 0 0� 0 24 < 0 39 40 17 > 76 40 0 0 n 2 Newport Boulevard/ Newport Boulevard/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 0o Oo Oo 160 so 11 o d 20 4IY ID 360 I° dbb�o d --- +-21 a dbb<�-o a dsbsa a dAb4-35 a dbbso d dbb�p o s0 d D 03 4t f D 03 f D 0 D 0 D 0� Y D 3}' y D 0}' q 36 > 11� - -- 11--J- ° °° 0 -0 20��„.-,° 0 0� 0� 2� 16� 35� 16� 0 < 0 < 0 39 0 56 17 > 76 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/12 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 24 X15 �s4YO so d o d 5-0 4IY ID Fv I° - 0 0 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/12 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 24 S. Existing (Year 2014) + Project Analysis The existing (Year 2014) + project analysis has been completed for the study area intersections based upon California Environmental Quality Act (CEQA) requirements (this part of the analysis is consistent with CEQA). Intersection Capacity Utilization The Cities of Newport Beach /Costa Mesa methodology used to assess the operation of a signalized intersection is known as Intersection Capacity Utilization. To calculate an Intersection Capacity Utilization value the volume of traffic using the intersection is compared with the capacity of the intersection. An Intersection Capacity Utilization value is usually expressed as a decimal. The decimal represents that portion of the hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. The Levels of Service for existing (Year 2014) + project traffic conditions have been calculated and are shown in Table 3. Existing (Year 2014) + project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 13 and 14, respectively. Existing (Year 2014) + project Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing (Year 2014) + project traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours. Significance Criteria The intersection significance criteria for the Cities of Newport Beach /Costa Mesa requires an increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours. As shown in Table 3 for the existing (Year 2014) + project analysis, the project generated trips did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. r4i Table 3 Existing (Year 2014) + Project Intersection Capacity Utilization and Levels of Service ICU -LOS = Intersection Capacity Utilization - Level of Service (see Appendix CI, 2 L= Left ;T = Through; R= Righry» =Free Right Turn;> = Right Turn Cherlap;d= De Facto Right TUrn Lane I TS= Traffic Signal 26 Peak Hour ICU -LOS' Existing (Year 2014 Intersection Approach Lagri Northbound Southbound Eastbound Westbound Traffic Existing(Year 2014 + Project ICU Increase L T R L T R L T R L T R Morning Evening Morning Evening Morning Evening Intersection Control' Costa Mesa Intersections Newport Boulevard INS) at: 19th Street(EWI TS 1 3.5 0.5 1 3.5 1.5 2.5 1.5 1 1 2.5 1.5 0.8434) 0.762 -C 0.844 -D 0.765 -C +0.001 +0.003 Harbor Boulevard(EW) TS 2 4 0 0 25 0.5 1 0 2> 0 0 0 0.718{ 0.771 -C 0.726 -C 0.779 -C +0.008 +0.008 18th Street(EW) TS 1 3.5 0.5 1 3 1 2 1 1 1 0.5 0.5 0.762 -C 0.861 -0 0.768 -C 0.866 -D +0.006 +0.005 17th Street(EW) TS 1 3.5 0.5 2 3 1 3 1.5 0.5 2 3 1 0.757 -C 0.751 -C 0.774 -C 0.771 -C +0.017 +0.020 Orange Avenue INS) at: 17th Street(EW) TS 1 1 1 1 1 1 1 2 1 1 2 1 0.514 -A 0.6261 0.529 -A I 0.642 -B +0.015 +0.016 Westmi aster Avenue (NS) at: 17th Street(EW) TS 0.5 0.5 1 0.5 0.5 1 1 1.5 0.5 1 1.5 0.5 0.401 0.557 -A 0.418 -A 0.574 -A +0.013 +0.017 Santa Ana Avenue (NS) at: 17th Street(EWI TS 1 1 1 1 1 1 1 2 1 1 2 1 0.464 -A 0.587 -A 0.479 -A 0.603 -B +0.015 +0.016 Tustin Avenue INS) at: 17th Street(EW) TS 1 0.5 0.5 1 1 1 1 1.5 0.5 1 1.5 0.5 0.548 -A 0.645 -B 0.563 -A 0.663 -B +0.015 +0.018 Newport Beach Intersections Riverside Avenue INS) at: West Coast Highway(EW) TS 0 1 0 0.5 0.5 1,z 1 1.5 0.5 1 3 1 0.771 -C 0.789 -C 0.776 -C 0393 -C +0.005 +0.004 Tustin Avenue INS) at: West Coast Highway(EW) TS 0 1 0 0 1 0 1 1.5 0.5 0 2.5 0.5 0.761 -C 0.608 -B 0.766 -C 0.613 -B +0.005 +0.005 Irvine Avenue INS) at: 19th Street/Dover Drive(EW) TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 0.523 -A 0.616 -B 0.526 -A 0.623 -B +0.003 +0.007 17th Street /Westcliff Drive(EW) TS 2 2 d 2 2 d 2 1.5 0.5 1 1.5 0.5 0.457 -A 0.711 -C 0.482 -A 0.732 -C +0.025 +0.021 Dover Drive (NS) at: Westcliff Drive(EW) TS 2 2 0 0 1 1 2 0 1» 0 0 0 0.429 -A 0.440 -A 0.438 -A 0.447 -A +0.009 +0.007 16th Street(EW) TS 1 2 d 1 2 d 0.5 0.5 d 1 1 1 0.496 -A 0.495 -A 0.509 -A 0.511 -A +0.013 +0.016 West Coast Highway(EW) TS 1 1.5 0.5 3 1 1 2 25 0.5 1 3 1» 0.619 -B 0.681 -B 0.620 -8 0.691 -B +0.001 +0.010 Baysido Drive INS) at: East Cori[ Highway(EW) TS 1 2.3 0.3 0.3 1 0.5 0.5 1 3 1 1 1 3.5 0.5 0.651 -B 0.619 -B 0.653 -B 0.621 -B +0.002 +0.002 ICU -LOS = Intersection Capacity Utilization - Level of Service (see Appendix CI, 2 L= Left ;T = Through; R= Righry» =Free Right Turn;> = Right Turn Cherlap;d= De Facto Right TUrn Lane I TS= Traffic Signal 26 Figure 13 Existing (Year 2014) + Project Morning Peak Hour Intersection Turning Movement Volumes 3427 2785 3135 0 16 2682 s17 352 dbs38 4 43 v D 248 0 I ° dbb�ss X705 4-147 '� g 4 2 e "� 4bb�o �0 4-0 4 3 �' dbb�4 X27 4-54 12 a 4 a °' a�bb�149 X149 4-349 C ° 4 5 '� dbb�s0 X95 4-A67 = 0 4 6 ° = dbbs2 X45 4-9A7 4 7 fs a m dbbs50 X54 0 4-917 - 4 D 8063' p D 463' p D 224 �" p D 8183' Y D 464 � p� D 59 �" � q� D 32 213�yj �+,u; 0�� °° ° 57-D „t g,�„ M9�so„ m1076�g„g ~° 2141�P x1116- Dm„z,m„ 1060 -D a�g3 7� 466 `"""�1 38� < 7 < 1 36 Z. = - 113 -- 21� 51� 3377 v 3609 A 3184 0 2100 c 317 n 77 n 162 Newport Boulevard/ Newport Boulevard/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 214 0 407 0 57 0 16 933 0 s17 793 0 dbs38 4 586 0 D 1006 0 8 dbb�8866 e a « ° 4 9 Y dbb�ia51 X59 ..+ 4dbb�o21 10 X35 4 11 c dbbs12 X240 4 12 ° ° dbb�391 X65 4 13 r dbbs0 �0 ° 4 14 dbb' X59 n 44 s44 4 D 333' 41 f D 286- di f D 253` di f D 643' di f 1,1230— di Y � D 693' 41 y � D 2" 41 q 995 -1> 230'��,., 2337 ° i55, °' 2005��"'M 516 ~° 2141�P ~ 191 < 7 < 1 860 0 852 800 > 887 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 4 0 71 0 X722 16 X15 s17 4 dbs38 4 3'dlp� V D 313' e a « 247A t� 306 11-1 o azt Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/13 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 27 Figure 14 Existing (Year 2014) + Project Evening Peak Hour Intersection Turning Movement Volumes 4009 2800 15 64 0 16 2701 dbb s+s95 448 dbb58 s 4 113 v p ID D 325 0 YID 1 dbb:5566 X175 4 2 N dbb�0 �0 4 10 �' 483 4 �+ d16'37z X176 4 5 + dbb�m�4 X179 ° 6 dbbssa�4 X55 ° 7 dbb�12s7x139 4 D 7013' p D 513' p 4 k D 7153' Y D 783' p D 56 � q D 783' d b b 103��° D 843' 41 f 531 " ^° 4i f D 643` 1�40- Z.� 483' �1�37�°�e D 2483` 4i Y e1 �mn- 41 y D 343' 1007 --- 2765 333A 1513 0 1701 400 n 166 7Z 367 165 a Newport Boulevard/ Newport Boulevarcl/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 244 0 518 0 15 64 0 16 1457 0 dbb s+s95 1322 0 dbb58 s 4 474 0 p ID D 954 0 YID 8 �' m X75 4-1179 ��—' 9 S a X56 4-2457 te 22� 10 �' 483 11 `�° y14 4 -182 0 98 12 "' 195 —� a 13 ° e �0 ° 14 X50 W �1a d�19 4 dbb�37 4 db bbs30 4 dAb a d b b so a d b b s52 4 D 843' 41 f D 2493' 4i f D 643` 1�40- D 483' 4i f D 2483` 4i Y D 1243' 41 y D 343' 991 1513 °�� 1605 165 a ._'_° °� 234 539�° 19�245 0 33 851 0 869 1110 > 1224 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 1077 v 77 v 15 X1209 16 X23 dbb s+s95 dbb58 s 4 D 1323'41 p ID D 513' YID 1507 —D f epI 8 1964 -0 °mp ° te 22� 483 0 98 v 447 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/14 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 28 6. TPO Analysis The Traffic Phasing Ordinance (TPO) analysis has been performed for the study area intersections. Approved Protects The City of Newport Beach staff provided the list of approved projects within the study area for the TPO analysis. The approved projects consist of development that has been approved but are not fully completed (see Table 4 and Appendix D). The approved project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 15 and 16, respectively. An approved project is one that has been approved pursuant to the TPO, requires no further discretionary approval by the City of Newport Beach, and has received, or is entitled to receive, a building or grading permit for construction of the project or one or more phases of the project. Trips generated by approved projects shall be included subject to the following: ■ All trips generated by each approved project or that portion or phase of the approved project for which no certificate of occupancy has been issued shall be included in any traffic study conducted prior to the expiration date of that approved project. ■ In the event a final certificate of occupancy has been issued for one or more phases of a approved project, all trips shall be included in subsequent traffic studies until completion of the first field counts required by Subsection 3(d)(i) subsequent to the date on which the final certificate of occupancy was issued. Subsequent to completion of the field counts, those trips generated by phases of the approved project that have received a final certificate of occupancy shall no longer be included in subsequent traffic studies. ■ The City Traffic Engineer and Community Development Director shall maintain a list of approved projects and, at least annually, update the list to reflect new approvals pursuant to the TPO as well as completion of all or a portion of each approved project. An approved project shall not be removed from the approved project list until a final certificate of occupancy has been issued for all phases and the field counts required by Subsection 3(d)(i) have been taken subsequent to issuance of the certificate of occupancy. ■ The total trips generated by approved projects shall be reduced by twenty (20 %) to account for the interaction of approved project trips. Regional Growth To account for regional growth on roadways, Year 2016 traffic volumes have been calculated based on a 1 percent annual growth rate over a two -year period. The regional growth rate has been obtained from the City of Newport Beach (see Appendix E). The project is expected to open in Year 2015; therefore the traffic analysis is one year after opening year. 40" One - Percent Methodology One - percent of the projected peak hour volumes of each approach of each study area intersection were compared with the peak hour distributed volumes from the proposed project. The TPO one - percent analysis calculation worksheets are shown within Appendix F. If one - percent of the existing + growth (Year 2016) + approved projects traffic peak hour volumes of each approach is greater than the peak hour project generated approach volumes, no further analysis is required. If project generated peak hour approach volumes are higher than one - percent of the projected peak hour volumes on any approach of an intersection, the intersection would require analysis utilizing the Intersection Capacity Utilization methodology. Existing + growth (Year 2016) + approved projects morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 17 and 18, respectively. Existing + growth (Year 2016) + approved projects + project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 19 and 20, respectively. Comparison of the one - percent of the existing + growth (Year 2016) + approved projects traffic peak hour approach volumes with the project generated peak hour approach volumes resulted in the following study area intersections exceeding the one - percent threshold and requiring additional analysis (see Table 5 and Appendix F): Newport Beach Intersections: Irvine Avenue (NS) at: 19th Street /Dover Drive (EW) — Morning Peak Hour & Evening Peak Hour 17th Street /Westcliff Drive (EW) — Morning Peak Hour & Evening Peak Hour Dover Drive (NS) at: Westcliff Drive (EW) — Morning Peak Hour & Evening Peak Hour 16th Street (EW) — Morning Peak Hour & Evening Peak Hour West Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Bayside Drive (NS) at: East Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Intersection Capacity Utilization The City of Newport Beach methodology used to assess the operation of a signalized intersection is known as Intersection Capacity Utilization. The Intersection Capacity Utilization methodology (see Appendix C) is not the only method to analyze a signalized intersection, but the preferred method per the City of Newport Beach TPO. To calculate an Intersection Capacity Utilization value the volume of traffic using the intersection is compared with the capacity of the intersection. An Intersection Capacity Utilization value is usually expressed as a decimal. The decimal represents that portion of the hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. ens The Levels of Service for existing + growth (Year 2016) + approved projects traffic conditions have been calculated and are shown in Table 6. Existing + growth (Year 2016) + approved projects Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing + growth (Year 2016) + approved projects traffic conditions, the study area intersections are projected to operate at Level of Service C or better during the morning /evening peak hours. The Levels of Service for existing + growth (Year 2016) + approved projects + project traffic conditions have been calculated and are shown in Table 6. Existing + growth (Year 2016) + approved projects + project Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing + growth (Year 2016) + approved projects + project traffic conditions, the study area intersections are projected to operate at Level of Service C or better during the morning /evening peak hours. Significance Criteria The intersection significance criteria for the City of Newport Beach requires an increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours. As shown in Table 6 for the TPO analysis, the project generated trips did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. 31 Table 4 Approved Project List Project Name Fashion Island Expansion Temple Bat Yahm Expansion Ciosa - Irvine Project Newport Dunes Hoag Hospital Phase III St. Mark Presbyterian Church 2300 Newport Boulevard Newport Executive Court Hoag Health Center North Newport Center Santa Barbara Condo (Marriott) 328 Old Newport Medical Office Ba view Medical Office Mariner's Point 4221 Dolphin Striker San Joaquin Hills Plaza Uptown Newport (Phase 2) Uptown Newport (Phase 1) Marina Park Back Bay Landing 32 Table 5 TPO Analysis One - Percent Threshold Project traffic is estimated to bee qua I to or greater than 1% of projected peak hour traffic. Intersection Capacity Utilization analysis is required. 33 Peak Approach Direction' Northbound Southbound Eastbound Westbound Intersection Hour Costa Mesa Intersections Newport Boulevard (NS) at: 19th Street (EW) AM No No No No PM No No No No Harbor Boulevard (EW) AM No No Yes No PM Yes No Yes No 18th Street (EW) AM No No No No PM Yes No No No 17th Street (EW) AM No Yes No Yes PM No No No Yes Orange Avenue (NS) at: 17th Street (EW) AM Yes Yes Yes Yes PM No No Yes Yes Westminster Avenue (NS) at: 17th Street (EW) AM No No Yes Yes PM No No Yes Yes Santa Ana Avenue (NS) at: 17th Street (EW) AM Yes Yes Yes Yes PM No No Yes Yes Tustin Avenue (NS) at: 17th Street (EW) AM No No Yes Yes PM No No Yes Yes Newport Beach Intersections Riverside Avenue (NS) at: West Coast Highway (EW) AM No No No No PM No No No No Tustin Avenue (NS) at: West Coast Highway (EW) AM No No No No PM No No No No Irvine Avenue (NS) at: 19th Street /Dover Drive (EW) AM Yes Yes Yes No PM Yes Yes Yes No 17th Street /Westcliff Drive (EW) AM Yes Yes Yes Yes PM Yes Yes Yes Yes Dover Drive (NS) at: Westcliff Drive (EW) AM Yes No Yes - PM Yes No Yes - 16th Street (EW) AM Yes No Yes No PM Yes Yes Yes No West Coast Highway (EW) AM No Yes No Yes PM I No Yes No No Bayside Drive (NS) at: East Coast Highway (EW) AM No No No Yes PM No No Yes No Project traffic is estimated to bee qua I to or greater than 1% of projected peak hour traffic. Intersection Capacity Utilization analysis is required. 33 Table 6 TPO Analysis Intersection Capacity Utilization and Levels of Service 1 ICU - LOS = intersection Capacity Utilization -Level of service two Appendix c). L= Lek; T= Through; R= Right; » = Free Righl> = Right Turn Overlap; d = De Facto Right Turn Lane z TS= Traffic Signal 34 Peak Hour ICU -LOS' Existing +Growth Existing + Growth (Year 2016) + InterseRion Approach Lanes' (Year 2016) + Approved Projects Northbound Southbound Eastbound Westbound Traffic Approved Projects +Project ICU Increase L T R L T R L T R L T R Morning Evening Morning Evening Morning Evening Intersection Contra 13 Costa Mesa Intersections Newport Boulevard (NS) at: 19th Street(EW) TS 1 3.5 0.5 1 3.5 1.5 2.5 1.5 1 1 25 1.5 0.86 -D 0.77 -C 0.86 -D 0.77 -C 0.00 0.00 Harbor Boulevard(EW) TS 2 4 0 0 2.5 0.5 1 0 2> 0 0 0 0]3 -C 0.79 -C 0.73 -C 0J9 -C 0.00 0.00 18th Street(EW) TS 1 3.5 0.5 1 3 1 2 1 1 1 0.5 0.5 0.78 -C 0.88 -D 0.78 -C 0.88 -D 0.00 0.00 17th Street (EW) TS 1 3.5 0.5 2 3 1 3 1.5 0.5 2 3 1 0.77 -C 0.76-C 0.78 -C 0.77 -C 1 +0.01 +0.01 Orange Avenue (NS) at: 17th Street CW ) TS 1 1 1 1 1 1 1 2 1 1 1 2 1 0.51 -A 0.63 -B 0.52 -A 0.63 -B +0.011 0.00 Westminster Avenue INS) at: 17th Street (EW) TS 0.5 0.5 1 0.5 0.5 1 1 1.5 0.5 1 1.5 0.5 0.41 -A 0.56 -A 0.41 -A 0.57 -A 0.00 +0.01 Santa Ana Avenue INS) at: 17th Street (EW) TS 1 1 Y 1 1 1 1 2 1 1 2 1 0.46 -A. 0.59 -A 0.47 -A 0.60 -A l .01 +0.01 Tustin Avenue (NS) at: 17th Street (EW) TS 1 0.5 0.5 1 1 1 1 1.5 0.5 1 1.5 0.5 0.55 -A 0.65 -B 0.56 -A 0.65 -B +0.01 0.00 Newport Beach Intersections Riverside Avenue INS) at: West Coast Highway EW ) TS 0 1 0 0.5 0.5 1> 1 1.5 0.5 1 1 3 1 0.82 4D 0.83 -D 0.82 -D 0.83 -D 0.00 0.00 Tustin Avenue INS) at: West Coast Highway(EW) TS 0 1 0 0 1 0 1 1.5 0.5 0 2.5 0.5 0.81 -D 0.65 -B 0.81 -D 0.65 -8 0.00 0.00 Irvine Avenue INS) at: 19th Street /Dover Drive(EW) TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 0.54 -A 0.63 -B 0.54 -A 0.63 -13 0.00 0.00 17th Street Westdiff Drive (EW) TS 2 2 d 2 2 d 2 1.5 0.5 1 1.5 0.5 0.47 -A 0.73 -C 0.48 -A OJ4-C +0.01 +0.01 Dover Drive INS) at: Westdiff Drive(EW) TS 2 2 0 0 1 1 2 0 1» 0 0 0 0.44 -A. 0.45 -A 0.44 -A 0.46 -A 0.00 +0.01 16th Street(EW) TS 1 2 d 1 2 d 0.5 0.5 d 1 1 1 0.51 -A 0.51 -A 0.51 -A 0.52 -A 0.00 +0.01 West Coast Highway EW ) TS 1 1 1.5 0.5 1 3 1 1 1 2 2.5 0.5 1 1 3 1>> 0.65 -B 0.73 -C 0.66 -B 0.74 -C 1 +0.01 +0.01 Bayside Drive (NS) at 1 1 1 1 1 East Coast Highway(EW) TS 2.3 0.3 0.3 1 0.5 0.5 1 3 1 1 3.5 0.5 0.71 -C 0.75 -C 0.71 -C 0.75 -C 0.00 0.00 1 ICU - LOS = intersection Capacity Utilization -Level of service two Appendix c). L= Lek; T= Through; R= Right; » = Free Righl> = Right Turn Overlap; d = De Facto Right Turn Lane z TS= Traffic Signal 34 Figure 15 Approved Projects Morning Peak Hour Intersection Turning Movement Volumes 0 0 15 0 ro 16 0 dbbso 0 dbbso d 0 01 102 —D �D 2 �p 0� �4 o 13 �0 7 q r 1_ �o a dsbs o 6 dA6� �2 G dbp60 do0 1 d �s°r�IoY2 a D 0 os o D 1� D oD ° D o I° D 0 = == 9 — 0� 0 0� 0 1� 0� 4� 0 0 0 0 0 14 > 13 Newport Boulevard/ Newport Boulevarcl/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street O 106 0 15 0, ro 16 70 dbbso 0 dbbso d D 9s41YI° 01 1p10 102 —D �D 9 �p 10 0� 11 �4 o 2 o e 13 �0 14 q r 1_ �o a dsbs a 6 dA6� �2 G dbp60 dbb 1 d �s°r�IoY2 a F21 os o D 1� D oD ° D o I° > 0 = == 9 — 0� 0� 1� 10� 4� 0 0 14 > 13 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 38 0 106 0 15 X16 ro 16 X15 r- dbbso d dbbso d D 9s41YI° 01 72s°�YID 102 —D 55 -0 —e- 0 0� o o e Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/15 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 35 Figure 16 Approved Projects Evening Peak Hour Intersection Turning Movement Volumes 0 0 15 0 n 16 0 bb�lo 0 so d 0 41Y ID 119 2 le° 5 a �q a d11� b, p d 7 4 0 1s Y 0 D 0 o D 7� D 0 D 0D d° 0 D 03 I 0 D 0 16� 0 0 0� 0 n 0 0 0 0 Newport Boulevard/ Newport Boulevarcl/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 191h Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 0 20 15 0 n 16 10 bb�lo so d D 27� 41Y D 21 ID 119 9 le° 5 10 a 2 dA6b0 �q a d11� b, p d 4 0 1s Y 0 D 0 D 7� D 0 D 0D ° 0 1 I 0 0 16� 0 0 n Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 38 0 185 15 X37 n 16 �Y3p 8 bb�lo so d D 27� 41Y D ID 119 le° 00 v 9 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive I711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/16 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 36 Figure 17 Existing + Growth (Year 2016) + Approved Projects Morning Peak Hour Intersection Turning Movement Volumes Newport Boulevard/ Newport Boulevard/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 214 0 281 15 a 31 6b 6 ^' 16 ^ `� 2705 0 9 4 43 41 T � D 2455 � Y ID a^. 2 b b X60 a 3 b d Y X7 Z� % 12 a X149 4 X 8 z �4 m 4 6 �45 'e ss2 4 7 a d b b use s - 4 48 0 806 A�2 4 463 D 224 �o4 3 4 dAb�39s 4 dbbso D �0 32 " % 213-0 D 333' % f ID 0 � f 57—D „ f ID D 643' f ID 1, 2313` 4i Y ID , 1059 74— D D 293' q 1018 —D aX >q r52 � 2442�..�.., ,., 454 ° ° ew U Z = °° 113 "D 21 � 1 3437 1 314 n 77 n 259 519�� 213��x 7 Newport Boulevard/ Newport Boulevard/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 214 0 409 0 15 a X730 x-1343 ^' 16 ^ `� 931 0 dbbsl8 764 0 dbbs39 4 591 0 41 T � D 1014 0 � Y ID 8 X44 a^. 9 ts X60 22 � X36 le 11 X244 n 111 12 -64 v 429 13 �0 ° 14 n X63 - dbb�88663 4 dbb�133 4 �o4 dsbsis2 4 dAb�39s 4 dbbso 4 dbb4-12 s45 4 D 333' % f ID D 2923' f F912483- f ID D 643' f ID 1, 2313` 4i Y ID D 673' y D 293' q 2442�..�.., ,., ° ° I8�°�_ °° 103�$'� BI��SS 519�� 213��x 291 < 7 v 1 0 869 0 853 787 > 661 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway n88 v 177 v 15 a X730 x-1343 ^' 16 ^ `� X31 C -1592 — dbbsl8 a dbbs39 4 D 1593' 41 T � D 1033' � Y ID 2001-D --44 a « 2574-0 a � 22 � 312 � n 111 v 429 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/17 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 37 Figure 18 Existing + Growth (Year 2016) + Approved Projects Evening Peak Hour Intersection Turning Movement Volumes 4077 2643 15 64 0 '^ 16 2733 0 446 0 113 v 323 0 1 0. ..� dbb�s6 X175 � a 2 b�o �0 ° d 10 ^ dbb�0 7 ^4 4 m �bb�3az X136 g 4 5 a dbb�ee94 X176 ^ 6 dbbs94 X55 4 7 dbb�126,4 X12 5 3fi d D 7013' p D 513' p D RTE6� 4 YID D 7153' Y D 763' p D 56 �" D 343' 41 T 939 -1> 1033 ~� � � � 5223 �0 m ss 4�}S< � m g+ = 943�e -.^e ,°, 101�9��' �� _979�2796 133 3364 69 0 1735 396 n I66 n 365 °' 2183 tY 1573245 Newport Boulevard/ Newport Boulevarcl/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 244 0 520 0 15 64 0 '^ 16 1480 0 1337 0 dbbs505070a 945 0 8 m X75 a ,3zB �,o9 S " 4 9 s a dbb�38 X58 4 2623 4 10 ^ dbb�0 X41 4-2661 4 11 rm, o dsbs30 X239 4 183 4 12 B dAb X91 s�z % a 0 98 14 d b b X54 d 1s s52 4 D 843' 41 Y ID D 2553' 4 YID D 653' 4 YID D 48s 4 YID 1, 255— 41 YID [483 d1119 D 343' 41 T 939 -1> 1739 � � � 1765 - -1, 109 -0 ° 497 � m g+ 24 --* 913 133 53 633 °' 2183 tY 1573245 < 33 < 3 834 0 651 > 1235 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 1063 0 262 v 15 X1255 '^ 16 X54 e dbbs505070a dbbsssfi4 D 1513' %YID D 12 YID 1656 -D !0 PI 8 f 2024 � 4-0 � =p 233 4943' 0 98 v 456 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/18 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 38 Figure 19 Existing + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour Intersection Turning Movement Volumes Newport Boulevard/ Newport Boulevard/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 214 0 409 0 15 ° a 3183 0 S ^� 15 `� 2722 0 dbbsl6 796 0 dbbs39 4 43 v 41 T ID D 247 0 � T ID 8 X205 �s's7 '� a 2 �0 �0 4 3 N a X27 �4 �% < m - „, X145 �149 W 4 12 3 e a X94 d-66z s49 a 4 6 �� =�96z X45 s1 n d 7 M amd d b b X53 $ 912 4 s49 d R2831 p D 463' p D 224 �" p D 8183' Y 4 E p D 59 �" q D 32 bd-1z s45 d m�y; 41 f Ohm °° i f 57-D ;; e� M6�e}� f 1, 2313` 4i Y ID D 683' 10981042 D 293' -D a>rm "v1 461`" 240 ° ° 38— �+ °i 36 Z. = 2Q 21-0 " = 21� 51 3441 3677 n 3243 0 2142 316 n 77 n 261 524�216PSS Newport Boulevard/ Newport Boulevard/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 214 0 409 0 15 ° a 57 0 S ^� 15 `� X31 C -1603 = dbbsl6 796 0 dbbs39 4 593 0 41 T ID D 1019 0 � T ID 8 X44 8 9 �gp 22 � 10 X36 °- X244 - 12 3 e a X66 v 429 13 14 X63 �86 4 dbbs1373a dbb�o a si222 4 dbb�397 a dbb bd-1z s45 d D 333' 41 f D 292 i f D 263` R f 1, 2313` 4i Y ID D 683' d799 D 293' 9��g ^� 2450��,•, 240 ° ° am °i "' 2Q 21-0 93� 524�216PSS 291 < 7 < 1 0 875 0 865 > 880 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway mo 1770 15 ° a X741 4-1343 S ^� 15 `� X31 C -1603 = dbbsl6 a dbbs39 4 D 1673' 41 T ID D 10.53' � T ID 2001-D ^' 4 4 « 257" 5na q 22 � 312 � n 111 v 429 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/19 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 39 Figure 20 Existing + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour Intersection Turning Movement Volumes 4084 2850 15 m 3359 0 16 "' _ 2745 d'bbs50 447 dTbs59 4 113 v 41 p 1D D 324 0 � T I6 I S�° dTb�o X75 d -,349 �,09 - 4 2 �0 ° 4 3 mm,,, dbb�27 X51 v^, 4 4 m �bb�302 X155 a 4 5 db10 �I78 990 4 6 bs94 X55 4 7 mF3 ., abb�130 X127 a 4 3B d D 7013' I D 513' p D 274 �" p D 7153' Y D 783' p D 553' q D 783' 237�0�N 1745 13� °�� 1771 - -o 5� 83 -Dm 109�gg� 64� 5��}gg g+ „m 0�E�° a 535 957�,°e�g 24 --* 164 ^e 1036 -D m�+- 996 -D 103 527�"'�° 53� < 33 v 3 58Z 0 877 - 137 " - 55� 77� 3382 n 3006 0 1735 399 n 166 7Z 355 Newport Boulevard/ Newport Boulevard/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 244 0 520 0 15 m 64 0 16 "' _ 1488 0 d'bbs50 4 dTbs59 4 484 0 41 p 1D D 961 0 � T I6 8 dbb�' m X75 d -,349 �,09 - 4 9 X a dbb�38 �5g 4-2633 � ^� 4 10 �' dTb�0 �/1 4-2691 E 4 11 ° p dTb130 X239 4-163 4 X95 a a 13 d b b �0 so ° a 14 d SID X54 - 4-15 s52 4 D 843' 41 Y ID D 2553' 4 YID D 653' 4 YID D 48s 4 YID R 4 YID D 1233' 41 y ID D 34- 9M-1> 91� 1745 13� °�� 1771 - -o 5� 109�gg� 64� `^ g+ „m 0�E�° a 535 "' 24 --* 164 v 245 < 33 v 3 0 852 0 877 n 1127 > 1248 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 1067 0 262 v 15 m x-2270 16 "' _ 4- 3063 d'bbs50 4 dTbs59 4 D 1573' 41 p 1D D 1233' � T I6 1656 n - 2036 � n e p 23 494 ° 0 98 v 456 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/20 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 40 7. CEQA Analysis The California Environmental Quality Act (CEQA) analysis (this part of the analysis is consistent with CEQA) included analysis of the study area intersections. Cumulative Projects The Cities of Newport Beach /Costa Mesa staff provided the list of cumulative projects within the study area for the CEQA analysis. Typically, the cumulative projects are known, but not approved project developments that are reasonably expected to be completed or nearly completed at the same time as the proposed project. The cumulative projects utilized were ones that added traffic to the study area intersections. The cumulative project list is shown in Table 7 and the cumulative project trip generation is included in Appendix G. Appendix G contains the directional distributions of the cumulative project traffic. The cumulative project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 21 and 22, respectively. The CEQA traffic volumes were obtained by adding the cumulative projects traffic volumes to the TPO traffic volumes. Intersection Capacity Utilization Consistent with the Cities of Newport Beach /Costa Mesa approved methodologies, the technique used to assess the operation of a signalized intersection is known as Intersection Capacity Utilization. To calculate an Intersection Capacity Utilization value the volume of traffic using the intersection is compared with the capacity of the intersection. An Intersection Capacity Utilization value is usually expressed as a decimal. The decimal represents that portion of the hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. The Levels of Service for existing + growth (Year 2016) + approved projects + cumulative projects traffic conditions have been calculated and are shown in Table 8. Existing + growth (Year 2016) + approved projects + cumulative projects morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 23 and 24, respectively. Existing + growth (Year 2016) + approved projects + cumulative projects Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing + growth (Year 2016) + approved projects + cumulative projects traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that are projected to operate at Level of Service E during the peak hours: 41 Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) (Morning peak Hour, Level of Service E) 18th Street /Rochester Street (EW) (Evening Peak Hour, Level of Service E) The Levels of Service for existing + growth (Year 2016) + approved projects + cumulative projects + project traffic conditions have been calculated and are shown in Table 8. Existing + growth (Year 2016) + approved projects + cumulative projects + project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 25 and 26, respectively. Existing + growth (Year 2016) + approved projects + cumulative projects + project Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing + growth (Year 2016) + approved projects + cumulative projects + project traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that are projected to operate at Level of Service E during the evening peak hour: Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) (Morning peak Hour, Level of Service E) 18th Street /Rochester Street (EW) (Evening Peak Hour, Level of Service E) Significance Criteria The intersection significance criteria for the Cities of Newport Beach /Costa Mesa requires an increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours. As shown in Table 8 for the CEQA analysis, the project generated trips did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. WJ Table 7 Cumulative Project List Project Name City of Newport Beach Banning Ranch Kol I Lido House Hotel Balboa Marina West Expansion Newport Coast - TAZ 1 Newport Coast - TAZ 2 Newport Coast - TAZ 3 Newport Coast - TAZ 4 City of Costa Mesa 17th /Superior Live /Work Pacific Gateway Residences Anchor Live /Work 43 Table 8 CEQA Analysis Intersection Capacity Utilization and Levels of Service ICU -LOS= Intersection Capacity I liza[ion -Level of Service (see Appendix D). L =left; T= Tbraugh; R = Right; >>= Free Right Turn;>= Right Turn Overlap; d= De Facto Right rem Lane 3 TS = Traffic Signal 44 Peak Hour ICU -LOS' Existing +Growth Existing +Growth (Year 2016) + (Year 2016) + Approved Projects+ Intersection Approach Lanes' Approved Projects+ Cumulative Projects Northbound Southbound Eastbound Westbound Traffic Cumulative Projects +Project ICU increase L T R L T R L T R L T R Maiming Evening MormUL Evening Morning Evening Intersection Control' Costa Mesa Intersections Newport Boulevard INS) at: 19th Street(EW) TS 1 3.5 0.5 1 3.5 1.5 2.5 1.5 1 1 2.5 1.5 0.9081 0.819 -D 0.910 -E 0.823 -D +0.002 +0.004 Harbor Boulevard(EW) TS 2 4 0 0 2.5 0.5 1 0 2> 0 0 0 0.760 -C 0.875 -D 0.767 -C 0883 -D +0.007 +0.008 18th Street(EW) TS 1 3.5 0.5 1 3 1 2 1 1 1 0.5 0.5 0.804 -D 0.964-E 0.811 -D 0.969 -E +0.007 +0.005 17th Street(EW) TS 1 3.5 0.5 2 3 1 3 1.5 0.5 2 3 1 0.831 -D 0.839 -D 0.847 -D 0.849 -D +0.016 +0.010 Orange Avenue INS) at: 17th Street (EW) TS 1 1 1 1 1 1 1 1 1 2 1 1 1 2 1 0.539 -A 1 0.663 -B 0.554 -A 0.6868 1 +0.015 +0.017 Westminster Avenue INS) at: 17th Street (EW) TS 0.5 0.5 1 0.5 0.5 1 1 1.5 0.5 1 1.5 0.5 DA31 -A 0.595 -A 0.444 -A 0.612 -8 +0.013 +0.017 Santa Ana Avenue INS) at 17th Street(EW) TS 1 1 1 1 1 1 1 2 1 1 2 1 0.490 -A 0.624 -B 0.504 -A 0.641 -B +0.014 +0.017 Tustin Avenue INS) at: 17th Street(EW) TS 1 0.5 0.5 1 1 1 1 1.5 0.5 1 1.5 0.5 0.574 -A 0.682 -B 0.588 -A 0J01 -C +0.014 +0.019 Newport Beach Intersections Riverside Avenue INS) at West Coast Highway EW ) TS 0 1 0 0.5 0.5 1> 1 1.5 0.5 1 3 1 0.846 -D 0.885 -D 0.851 -D 0.890 -D +0.005 +0.005 Tustin Avenue INS) at: West Coast Highway EW ) TS 0 1 0 0 1 0 1 1.5 0.5 0 2.5 0.5 0.837 -D 0.680 -3 0.842 -D 0.684 -3 +0.005 +0.004 Irvine Avenue (NS) at: 19th Street /Dover Drive(EW) TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 0.536 -A 0.632 -B 0.539 -A 0.6468 +0.003 +0.008 17th Street/Westcliff Drive (EW) TS 2 2 d 2 2 d 2 1.5 0.5 1 1.5 0.5 0.496 -A 0.769 -C 0.521 -A 0.790 -C +0.025 +0.021 Dover Drive (N5) at: Westcliff Drive(EW) TS 2 2 0 0 1 1 2 0 1» 0 0 0 0.451 -A 0.468 -A 0.460 -A 0.474 -A +0.009 +0.006 16th Street(EW) TS 1 2 d 1 2 d 0.5 0.5 d 1 1 1 0.511 -A 0.525 -A 0.525 -A 0.540 -A +0.014 +0.015 West Coast Highway (EW) TS 1 1.5 0.5 3 1 1 2 2.5 0.5 1 3 1» 0.675 -B 0.778-C 0.677 -B 0.7SRC +0.002 +0.010 Bayside Drive INS) at: East Coast Highway (EW) T5 2.3 0.3 0.3 1 0.5 0.5 1 1 3 1 1 1 3.5 0.5 1 0.728 -C 0J76 -C 1 0.730 -C 1 0.778 -C +0.002 +0.002 ICU -LOS= Intersection Capacity I liza[ion -Level of Service (see Appendix D). L =left; T= Tbraugh; R = Right; >>= Free Right Turn;>= Right Turn Overlap; d= De Facto Right rem Lane 3 TS = Traffic Signal 44 Figure 21 Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes 143 13-p 16 19 dbb0� R 2�0 I 2 10 4 5 0 0 13 7 r d8b1 b00 �o' d 4141 2 o �o2 a �14bO2 db0 �a' a bso' d dbb177 d D 93 41 D Os D os D 199 D Os ]�73 D 0 0 000 - 81 :: BI&5 0 B0I 0 2Z B0I 0 15� 00 331 332 < 0 0 333 0 n 0 n 0 Newport Boulevard/ Newport Boulevarcl/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 00 13 0, 16 19 dbb0� R 2�0 8 9 10 11 0 0 13 14 d8b1 b00 �o' d 2 o �o2 a d1Ab �a' a dbl�b d17 D 0-6 41 D 33 D os D 0 D 0� D 0 D 0 0 000 - m 0 0 0 15� 0 < 0 0 0 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/21 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 45 00 16 �p dbb0� R 2�0 0 0 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/21 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 45 Figure 22 Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes Newport Boulevard/ Newport Boulevarcl/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 00 4 42 8. 7 �'o 40 0 41 1 �p �o° ,�„ d 2 �p a ` p o 4 e �0 1 a2 6 d db r D 0s°IYI° o D 283'4IYI° F201-:-:i- o D 0s°IYI �a° D 0IYI D 0 o =�= 201 =�= ° °° 0�omo - 113 -�° Ogg d1472a b4 0 - ^PI = db0 db03 db00 d D 53 D 59� 0� D 3b' ]�12D D �v 0 ID < 0 18 0 16 0 > 41 O-3�- --� 113 113 -+ f 11-D--- 113 -D 2� 0� OZ O� 0� 0� 9 291 117 n 0 n 0 Newport Boulevard/ Newport Boulevarcl/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 00 43o X43 8. 80 �'o 40 90 41 680 8 �p �o° ,�„ d 9 �p a 1 dsba 1 a2 4 db d db 4 s0 d D 0s°IYI° D 283'4IYI° F201-:-:i- °IYI° D 0s°IYI D 0�°IYI° D 0IYI D 0 =�= 201 =�= ° °° 0�omo - 113 -�° Ogg <o 0 - ^PI = 0� O� O� O� 59� 4� 0 < 0 < 0 18 0 16 36 > 41 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/22 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 46 X43 8. �O �'o RFOR 41 D 0 0 0 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/22 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 46 Figure 23 Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes Newport Boulevard/ Newport Boulevard/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 214 0 0 3309 0 " - 16 `� 2847 0 s8 349 0 dbbs39 4 43 v � T � D 245 0 � Y ID 8 X205 148 �s a 2 �0 �o ° 4 3 Y n X27 18 4 b�a9 X136 S 4 5 dbb X93 s� a 4 6 J�6�52z d b b X45 ss2 n d 4 7 Ja d b b X52 48z 4 s4e d R2962 p 4 dbb�13 p 4 224 �" p D 1017s I T D 463' p D 593 I q� D 323 % 52 ,�gy; R 41 f O�a��o 456 3253' 4i f 57—D 78� ,;; irr "�' A�36- 524�em� 36 Z. R �1080�g;,�; 113 " ,Y; 1155— Dmzm = 21 D 2" 1099 —D 51� " 3768 v 4W1 A 3567 0 2276 c 314 n 77 n 259 °m 568 °' '^ o O�a,mo a PY 21 -0 M�x 103 11� Newport Boulevard/ Newport Boulevard/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 16th Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 214 0 422 0 57 0 " - 16 `� 9,50 0 s8 602 0 dbbs39 4 592 0 � T � D 1031 0 � Y ID 8 ti' 44 9 e X60 S 10 11 X244 n 111 12 X64 - 13 �0 0 14 X63 �86 4 dbb�13 4 dbb dsbs12 4 dAb�39 4 dbbso 4 bd45 s45 d D 333' 41 f D 3253' 4i f D 263` A�36- D 643' f 1, 2313` 4i Y ID D 673' y D 2" 1029 -god " 2525��+ 2566 i55�e�� °m 568 °' '^ o O�a,mo a PY 21 -0 M�x 103 11� 0� 26� 181 531 214 291 < 7 a9 0 853 634 > 909 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/23 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 47 177 v �TB 4-1505 " - 16 `� X31 C -1602 s8 4 dbbs39 4 R � T � D 1133 � Y ID « e 4 c 2675 - 5n � 312 � n 111 v 429 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/23 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 47 Figure 24 Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes 4512 3269 15 W M 3775 0 � 16 �, — 3160 dbbs50 446 dbbs59 4 113 v p ID D 323 0 p I6 I m o m dbb�s6 X175 4—J45 '° 2 �p ° 3 dbb�27 X51 v^, 4 4 m �bb�3o2 X136 4-588 S 4 5 Y^ m dbb�ee �I76 4 -1279 = 4 6 = dbbs94 X55 X1435 — 4 7 m F3 dbbs136 X125 v% I-1324 - 4 D 7063' p D 513' p D 274 �" p D 8893' Y D 783' I p� D 553' 1 q� D 783' q 240�gm 1910 °�� 0�N N ° 83 —D Aim 611�}„g ° `1056�,°e� e1132 —D m�+- ^1092 —D rm 103 0s5 524�v'�+° 53� < 33 < 3 58 Z. 0 867 - 137 " 55� 77� —`- 3085 3655 A 3280 0 1852 c 398 n 166 n 365 Newport Boulevard/ Newport Boulevarcl/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 244 0 563 0 15 W M 4-24 8 � 16 �, — 1488 0 dbbs50 1341 0 dbbs59 4 492 0 p ID D 1233' p I6 8 X75 4-1440 �lo9 r 4 9 a dbb�38 X58 —2771 4 X41 4-7B2s �0 - 4 11 n dSbs30 X241 4-163 a 4 12 m dbb X11 ��2 v 456 13 -- b �0 so ° 4 X54 F, CIS s52 4 D 843' 4Y D D 2833' 4 YID [64 4 p ID D 48s YID D 2553` YID D 1213' 41 y ID 511276 1051��a� 1910 °�� N ° 163�'-'� 218" ° a 578�� '~ 245 < 33 < 3 852 0 867 1157 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 1139 0 262 v 15 W M 4-24 8 � 16 �, — 4-3247 dbbs50 4 dbbs59 4 D ,51s p ID D 1233' p I6 1857—D e PI 8 — 230" I= p 23 494 ° 0 98 v 456 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/24 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 48 Figure 25 Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects + Project Morning Peak Hour Intersection Turning Movement Volumes 3637 29M 3340 0 .n 16 ^ 2878 s88 352 6�39 4 43 v 41 T 1D D 248 0 dl T 1D 1 ° dbb�ss X285 4-105 g 4 2 X60 =_ 3 �.°. `" ` `r dbb�4 X27 4-54 !2 4 4 �'�^°' d1b X149 4 -422 149 ° ^ 4 5 '� dbb�50 X95 4-940 4 6 9d ° = dbbs52 X45 4-1050 „ = 4 7 29 a m dbbs50 X54 S 4-1000 z 4 dbb�86 p dbb� 105 D 224 �" p D 10173' Y D 463' p D 593' al q D 32 bd45 18 --+ D 333' 41 f 0� 3253' di f 57-D ,;; o,�„ di f 530 -P em� '°1117�g„g 1, 2313` a YID Pz 1197 -D mzm D 29107" 1141 -D Mrs 52 7 '+ 2541 468 2582 - -1, M 155 36Z R n 113 " = 21� z 13 51� 11� 3776 0� n 3579 ° 201 0 2276 219 317 n 77 n 262 Newport Boulevard/ Newport Boulevarcl/ Newport Baulevarcl Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 214 0 422 0 57 0 .n 16 ^ 977 0 s88 031 0 6�39 4 595 0 41 T 1D D 1040 0 dl T 1D 8 X44 23 9 ff� X60 =_ 10 X36 S 11 X244 n 111 12 X67 a 13 14 e, X63 r dbb�86 dbb� 4dbb�o�4 dbbs12 4 dbb�39' 4 dbb bd45 s45 4 D 333' 41 f D 3253' di f D 263` di f D 643' di f 1, 2313` a YID D 693' d-0 D 29107" P ;9 2541 - - -+ 2582 - -1, 155 e r - ^, 595 � � � gS "_' 0- �° 21 -0 z 13 11� 0� 31, O° ° 201 544 219 291 < 7 v 1 0 880 0 071 > 949 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6ih Street NTS KUNZMAN AssociA' 5589a/25 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 49 177 v X802 .n 16 ^ X31 s88 6�39 4 R 41 T 1D D 1033' dl T 1D e 4 c « 2683 - 5n � 312 � n 111 v 429 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6ih Street NTS KUNZMAN AssociA' 5589a/25 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 49 Figure 26 Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects + Project Evening Peak Hour Intersection Turning Movement Volumes 4525 3282 15 W m 3796 0 $ 16 "' _ 3182 0 dbb 448 0 dbb'59 4 113 v ID D 325 0 � p I6 I m r m dbb�s6 X175 4:345 t° " 4 2 b �5g 4-2792 23 � 3 dbb�z7 X54 4-79 _ 4 e 116 X176 4-596 3oz - 4 5 + - '� dbb�sl X179 4-1327 = 4 6 = dbbs94 X55 4-1468 = 4 7 m e abb1139 �I28 4-1377 4 D 7063' p D 513' I D 274 �" p D 889 Y D 78 p D 553' al q D 78 d b b 240�gry,m D 843' 41 Y ID 0� 2" 4 YID 83 -D mom 4 p ID 616�}„g 484 4 YID 1082�mmm d4�-727 X1163 -D ��+� D 343' 1123 -D 1091 103 R 1913 533 1975 53� n 165�'-'� 58, = 137 � = 55� 11� 3109 n 3319 0 1852 177n 400 n 166 n 367 Newport Boulevard/ Newport Boulevard/ Newport Baulevartl/ Newport Boulevard/ orange Avenue/ Westminster Avenue/ Santa Ana Avenue/ 19th Street Harbor Boulevard 1&h Street- Rochester Street 17th Street 17th Street 17th Street 17th Street 244 0 563 0 15 W m 64 0 $ 16 "' _ 1505 0 dbb 1361 0 dbb'59 4 494 0 ID D 1049 0 � p I6 8 m X75 4-1499 Q m-° 9 a m �5g 4-2792 23 � 10 �' X41 4-7850 § "' 11 r g < X241 4 -163 a 12 B n m 13 m �0 0 14 � X54 F, 4-15 �lo9 4 dbb�38 4 dbb�o 4 d1b 30 4 Ab d b s0 4 d b b 452 4 D 843' 41 Y ID D 2" 4 YID D 653' 4 p ID D 484 4 YID D 2553` d4�-727 D 1243' 41 y ID D 343' 1091 1913 1975 o 165�'-'� m 234� � 614 177n 245 < 33 < 3 0 891 1174 > 1301 Tustin Avenue/ Riverside Avenue/ Tustin Avenue/ 17th Street West Coast Highway West Coast Highway 1191 0 262 v 15 W m 2418 $ 16 "' _ - 43261 s50 dbb 4 dbb'59 4 D 1623' ID D 1233' � p I6 1857-D f e I �8 2332-0 -=p 23 � 494 � ° 0 98 v 456 Dover Drive / Bayside Drive/ West Coast Highway East Coast Highw; Irvine Avenue/ Irvine Avenue/ Dave, Drive/ Dover Dave/ 19th Street - Dover Drive 1711n street - Westcliff Drive Westcllff Drle I6th Street NTS KUNZMAN AssociA' 5589a/26 INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 50 8. Delay Analysis Discussed below is the delay methodology required by the California Department of Transportation. The delay and Level of Service summary for the study area intersections are shown in Table 9. Delay Methodology The technique used to assess the capacity needs of an intersection is known as the Intersection Delay Method (see Appendix H) based on the Highway Capacity Manual — Transportation Research Board Special Report 209. Level of Service definitions are included in Appendix H. To calculate delay, the volume of traffic using the intersection is compared with the capacity of the intersection. Delay Calculations The study area intersections currently operate at Level of Service D or better during the peak hours for existing traffic conditions (see Appendix H). The study area intersections are projected to operate at Level of Service D or better during the peak hours for existing + growth (Year 2016) + approved projects + cumulative projects traffic conditions (see Appendix H). The study area intersections are projected to operate at Level of Service D or better during the peak hours for existing + growth (Year 2016) + approved projects + cumulative projects + project traffic conditions (see Appendix H). Based upon the delay methodology required by the California Department of Transportation, the delay and Level of Service summary for the study area intersections are shown in Table 9. As previously noted, the project is not projected to have a significant impact at the study area intersections. 51 Table 9 Intersection Delay and Level of Service Summary 52 Peak Hour Delay (Seconds) - Level of Service Existing + Growth Existing + Growth (Year 2016) + (Year 2016) + Approved Projects+ Approved Projects + Cumulative Projects Delay Existing Cumulative Projects + Project Increase Morning Evening Morning Evening Morning Evening Morning Evening Intersection Newport Boulevard (NS) at: 19th Street (EW) 18.3 -B 20.2 -C 21.8 -C 19.2 -B 21.8 -C 19.3 -B 0.0 +0.1 Harbor Boulevard (EW) 7.9 -A 9.8 -A 8.1 -A 11.7 -B 8.4 -A 12.1 -B +0.3 +0.4 18th Street (EW) 8.4 -A 14.0 -13 10.8 -B 23.0 -C 11.0 -B 23.4 -C +0.2 +0.4 17th Street (EW) 25.9 -C 28.1 -C 23.8 -C 25.3 -C 24.8 -C 26.4 -C +1.0 +1.1 Riverside Avenue (NS) at: West Coast Highway (EW) 9.3 -A 14.9 -B 9.4 -A 18.1 -B 9.5 -A 18.4 -B +0.1 +0.3 Tustin Avenue (NS) at: West Coast Highway (EW) 2.3 -A 3.0 -A 43.5 -D 4.2 -A 44.5 -D 4.3 -A +1.0 +0.1 Dover Drive (NS) at: West Coast Highway (EW) 18.3 -B 17.4 -B 14.9 -B 16.4 -B 15.1 -B 16.9 -B +0.2 +0.5 Bayside Drive (NS) at: East Coast Highway (EW) 9.2 -A 10.4 -B 12.3 -B 15.0 -B 12.3 -B 15.0 -B 0.0 0.0 52 9. Orange County Congestion Management Program This section discusses the Orange County Congestion Management Program (CMP). The purpose, prescribed methodology, and definition of a significant traffic impact are discussed. County Congestion Management Program (CMP) The CMP is a result of Proposition 111 which was a statewide initiative approved by the voters in June, 1990. The proposition allowed for a nine cent per gallon state gasoline tax increase over a five year period. Proposition 111 explicitly stated that the new gas tax revenues were to be used to fix existing traffic problems and was not to be used to promote future development. For a city to get its share of the Proposition 111 gas tax, it has to follow certain procedures specified by the State Legislature. The legislation requires that a traffic impact analysis be prepared for new development. The traffic impact analysis is prepared to monitor and fix traffic problems caused by new development. The Legislature requires that adjacent jurisdictions use a standard methodology for conducting a traffic impact analysis. Although each county has developed standards for preparing traffic impact analyses, requirements do vary in detail from one county to another, but not in overall intent or concept. The general approach selected by each county for conducting traffic impact analyses has common elements. According to the CMP, those proposed developments which meet the following criteria shall be evaluated: ■ Development projects that generate more than 2,400 daily trips (The threshold is 1,600 or more trips per day for development projects that will directly access a CMP highway system link). ■ Projects with a potential to create an impact of more than three percent of Level of Service E capacity. Significance Criteria To determine whether the addition of project generated trips results in a significant impact at the CMP study facility and thus requires mitigation, the Orange County CMP utilizes the following thresholds of significance: ■ A significant project impact occurs when a proposed project increases traffic demand at a CMP study facility by more than three percent of capacity (V /C>0.03), causing or worsening Level of Service F (V /C > 1.00). "VI Based upon the CMP thresholds above, the project generated trips did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. 54 10. Recommendations This section summarizes the recommended improvements and conclusions based on the analysis presented in the previous sections. Recommended Improvements a. Site- specific circulation and access recommendations are depicted on Figure 27. b. On -site parking shall be provided to meet City of Newport Beach parking code requirements. C. Sight distance at project accesses shall comply with standard City of Newport Beach sight distance standards. The final grading, landscaping, and street improvement plans shall demonstrate that sight distance standards are met. Such plans must be reviewed by the City and approved as consistent with this measure prior to issue of grading permits. d. On -site traffic signing and striping shall be implemented in conjunction with detailed construction plans for the project and as approved by the City of Newport Beach. Conclusions a. As shown in Table 3 for the existing (Year 2014) + project analysis, the project generated trips did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. b. As shown in Table 6 for the TPO analysis, the project generated trips did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. C. As shown in Table 8 for the CEQA analysis, the project generated trips did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. d. Based upon the delay methodology required by the California Department of Transportation, the delay and Level of Service summary for the study area intersections are shown in Table 9. As previously noted, the project is projected to not have a significant impact at the study area intersections. W e. Based upon the CMP thresholds, the project generated trips did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. 1? Figure 27 Circulation Recommendations to meet City of Newport Sight distance at project accesses shall comply with standard City of Newport Beads sight distance standards. The final grading, landscaping, and street Improvement plans shall demonstrate that sight distance standards are met. Such plans must be reviewed by the City and approved as consistent with this measure prior to issue of grading permits. On -site traffic signing and striping shall be implemented in conjunction with detailed construction plans for the project and as approved by the City of Newport Beach. NTS KUNZMAN ASSOCIATES, INC Legend a�ror =Stop Sign «= Full Access Driveway a = Right Turns In /Out and Left Turns In Only Access Driveway = Right Turns In/Out and Left Turns Out Only Access Driveway Figure 27 Circulation Recommendations 5569a/27 OVER 35 YE m c? EXCELLENT SERVICE 57 57 Appendices Appendix A Glossary of Transportation Terms Appendix B Year 2012/2013 Traffic Count Worksheets Appendix C Explanation and Calculation of Intersection Capacity Utilization Appendix D Approved Project Data Appendix E Regional Traffic Annual Growth Rate Appendix F TPO One - Percent Analysis Calculation Worksheets Appendix G Cumulative Project Data Appendix H Explanation and Calculation of Intersection Delay Please reference the included CD to view and print the Appendices. For a printed copy of the Appendices, please contact us at: KUNZMAN ASSOCIATES, INC. 1111 Town & Country Road, Suite 34 Orange, CA 92868 -4667 (714) 973 -8383 www.traffic-engineer.com APPENDIX A Glossary of Transportation Terms GLOSSARY OF TRANSPORTATION TERMS COMMON ABBREVIATIONS AC: Acres ADT: Average Daily Traffic Caltrans: California Department of Transportation DU: Dwelling Unit ICU: Intersection Capacity Utilization LOS: Level of Service TSF: Thousand Square Feet V/C Volume /Capacity VMT: Vehicle Miles Traveled TERMS AVERAGE DAILY TRAFFIC: The total volume during a year divided by the number of days in a year. Usually only weekdays are included. BANDWIDTH: The number of seconds of green time available for through traffic in a signal progression. BOTTLENECK: A constriction along a travelway that limits the amount of traffic that can proceed downstream from its location. CAPACITY: The maximum number of vehicles which can be reasonably expected to pass over a given section of a lane or a roadway in a given time period. CHANNELIZATION: The separation or regulation of conflicting traffic movements into definite paths of travel by the use of pavement markings, raised islands, or other suitable means to facilitate the safe and orderly movements of both vehicles and pedestrians. CLEARANCE INTERVAL: Nearly same as yellow time. If there is an all red interval after the end of a yellow, then that is also added into the clearance interval. CORDON: An imaginary line around an area across which vehicles, persons, or other items are counted (in and out). CYCLE LENGTH: The time period in seconds required for one complete signal cycle. CUL -DE -SAC STREET: A local street open at one end only, and with special provisions for turning around. DAILY CAPACITY: The daily volume of traffic that will result in a volume during the peak hour equal to the capacity of the roadway. DAILY TRAFFIC: Same as average daily traffic. DELAY: The time consumed while traffic is impeded in its movement by some element over which it has no control, usually expressed in seconds per vehicle. DEMAND RESPONSIVE SIGNAL: Same as traffic - actuated signal. DENSITY: The number of vehicles occupying in a unit length of the through traffic lanes of a roadway at any given instant. Usually expressed in vehicles per mile. DETECTOR: A device that responds to a physical stimulus and transmits a resulting impulse to the signal controller. DESIGN SPEED: A speed selected for purposes of design. Features of a highway, such as curvature, superelevation, and sight distance (upon which the safe operation of vehicles is dependent) are correlated to design speed. DIRECTIONAL SPLIT: The percent of traffic in the peak direction at any point in time. DIVERSION: The rerouting of peak hour traffic to avoid congestion. FIXED TIME SIGNAL: Same as pretimed signal. FORCED FLOW: Opposite of free flow. FREE FLOW: Volumes are well below capacity. Vehicles can maneuver freely and travel is unimpeded by other traffic. GAP: Time or distance between successive vehicles in a traffic stream, rear bumper to front bumper. HEADWAY: Time or distance spacing between successive vehicles in a traffic stream, front bumper to front bumper. INTERCONNECTED SIGNAL SYSTEM: A number of intersections that are connected to achieve signal progression. LEVEL OF SERVICE: A qualitative measure of a number of factors, which include speed and travel time, traffic interruptions, freedom to maneuver, safety, driving comfort and convenience, and operating costs. LOOP DETECTOR: A vehicle detector consisting of a loop of wire embedded in the roadway, energized by alternating current and producing an output circuit closure when passed over by a vehicle. MINIMUM ACCEPTABLE GAP: Smallest time headway between successive vehicles in a traffic stream into which another vehicle is willing and able to cross or merge. MULTI - MODAL: More than one mode; such as automobile, bus transit, rail rapid transit, and bicycle transportation modes. OFFSET: The time interval in seconds between the beginning of green at one intersection and the beginning of green at an adjacent intersection. PLATOON: A closely grouped component of traffic that is composed of several vehicles moving, or standing ready to move, with clear spaces ahead and behind. ORIGIN - DESTINATION SURVEY: A survey to determine the point of origin and the point of destination for a given vehicle trip. PASSENGER CAR EQUIVALENTS (PCE): One car is one Passenger Car Equivalent. A truck is equal to 2 or 3 Passenger Car Equivalents in that a truck requires longer to start, goes slower, and accelerates slower. Loaded trucks have a higher Passenger Car Equivalent than empty trucks. PRETIMED SIGNAL: A type of traffic signal that directs traffic to stop and go on a predetermined time schedule without regard to traffic conditions. PROGRESSION: A term used to describe the progressive movement of traffic through several signalized intersections. SCREEN -LINE: An imaginary line or physical feature across which all trips are counted, normally to verify the validity of mathematical traffic models. SIGNAL CYCLE: The time period in seconds required for one complete sequence of signal indications. SIGNAL PHASE: The part of the signal cycle allocated to one or more traffic movements. STARTING DELAY: The delay experienced in initiating the movement of queued traffic from a stop to an average running speed through a signalized intersection. TRAFFIC- ACTUATED SIGNAL: A type of traffic signal that directs traffic to stop and go in accordance with the demands of traffic, as registered by the actuation of detectors. TRIP: The movement of a person or vehicle from one location (origin) to another (destination). For example, from home to store to home is two trips, not one. TRIP -END: One end of a trip at either the origin or destination; i.e. each trip has two trip -ends. A trip -end occurs when a person, object, or message is transferred to or from a vehicle. TRIP GENERATION RATE: The quantity of trips produced and /or attracted by a specific land use stated in terms of units such as per dwelling, per acre, and per 1,000 square feet of floor space. TRUCK: A vehicle having dual tires on one or more axles, or having more than two axles. UNBALANCED FLOW: Heavier traffic flow in one direction than the other. On a daily basis, most facilities have balanced flow. During the peak hours, flow is seldom balanced in an urban area. VEHICLE MILES OF TRAVEL: A measure of the amount of usage of a section of highway, obtained by multiplying the average daily traffic by length of facility in miles. APPENDIX B Year 2012/2013 Traffic Count Worksheets City of Costa Mesa N /S: Newport Boulevard EM: 19th Street Weather: Clear Counts Unlimited, Inc. PC Box 1178 Corona, CA 92878 (951) 268 -6268 r-'- P.:.'.d- T't,l File Name : CSM_NEWPORT_19 AM Site Code : 12213418 Start Date : 10/23/2013 Page No : 1 Count t Total 280 5052 1013 Apprch % 4.4 79.6 16 Total % 1 1.8 32.8 6.6 Boulevard 6345 112 253 379 744 46 6295 45 6386 1565 355 14 1934 15409 15.1 34 50.9 0.7 98.6 0.7 80.9 18.4 0.7 41.2 0.7 1.6 2.5 4.8 0.3 40.9 0.3 41.4 10.2 2.3 0.1 12.6 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 Newport Boulevard -'u 19th Street Newport Boulevard I 19th Street Southbound 07:45 AM Westbound 705 144 Northbound 10 31 39 Eastbound 2 888 6 Start Time Left I Thou I Right I Ap, mom Left Thru I Right Alp .Tom Left I Thm Right APPJow 14 Left Thou I Right I A R, 8 Im.Tmai 07:00 AM 31 491 102 624 10 14 27 51 5 611 1 617 158 17 2 177 1469 07:15 AM 41 524 117 682 18 l5 47 80 3 729 0 732 195 35 2 232 1726 07:30 AM 30 598 125 753 IS 23 41 79 3 857 2 862 232 30 0 262 1956 07:45 AM 35 705 144 884 10 31 39 80 2 888 6 896 218 47 1 266 2126 Total 137 2318 488 2943 53 83 154 290 13 3085 9 3107 803 129 5 937 7277 08:00 AM 38 678 110 826 14 32 50 96 8 825 7 840 198 44 2 244 2006 08:15 AM 31 685 116 832 12 30 49 91 10 805 7 822 201 57 4 262 2007 08:30 AM 38 690 138 866 19 54 67 140 9 787 15 811 189 65 0 254 2071 08:45 AM 36 681 161 878 14 54 59 127 6 793 7 806 174 60 3 237 2048 Total 143 2734 525 3402 59 170 225 454 33 3210 36 3279 762 226 9 997 { 8132 Count t Total 280 5052 1013 Apprch % 4.4 79.6 16 Total % 1 1.8 32.8 6.6 Boulevard 6345 112 253 379 744 46 6295 45 6386 1565 355 14 1934 15409 15.1 34 50.9 0.7 98.6 0.7 80.9 18.4 0.7 41.2 0.7 1.6 2.5 4.8 0.3 40.9 0.3 41.4 10.2 2.3 0.1 12.6 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 -'u 07:45 AM 35 705 144 884 10 31 39 80 2 888 6 896 216 47 1 266 2126 08:00 AM 38 678 110 826 14 32 50 96 8 825 7 840 198 44 2 244 2006 08:15 AM 31 685 116 832 12 30 49 91 10 805 7 822 201 57 4 262 2007 08:30 AM 38 690 138 866 19 54 67 140 9 787 15 811 189 65 0 254 2071 Total Volume 142 2758 508 3408 55 147 205 407 29 3305 35 3369 1 806 213 7 1026 8210 %App. Total 4.2 80.9 14.9 13.5 36.1 50.4 0.9 98.1 1 1 78.6 20.8 0.7 PHF .934 .978 .882 .964 .724 .681 .765 .727 .725 .930 .583 .940 .924 .819 .438 .964 .965 City of Costa Mesa N /S: Newport Boulevard ENV: 19th Street Weather: Clear Mi m^ m � J CO r i� r L pm Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268 -6268 Newport eoulevaru ut In Total 4 34081 77 4 I F- 508 275 e� -1421 Right Thm Left 1 '* Peak Hour Data North Peak Hour Begins at 07:45 A TQtaI Voltr e File Name : CSM_NEWPORT_1S AM Site Code : 12213418 Start Date : 10/23/2013 Page No : 2 O } po of 2+ A]rr J O r N t- ICI Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 Lett Ri hl 29 3305 5 330 4 1 33691 6189 Out In Total Newnnrt RnulevaM File Name : CSM_NEWPORT_1S AM Site Code : 12213418 Start Date : 10/23/2013 Page No : 2 O } po of 2+ A]rr J O r N t- ICI Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45A.N 08:00 AM 07:30" 0730A +0 rains. 35 705 144 884 14 32 50 96 3 857 2 862 232 30 0 262 +15 rains. 38 678 110 826 1 2 30 49 91 2 888 6 896 218 47 1 266 +30 miss. 31 685 116 832 19 54 67 140 8 825 7 840 198 44 2 244 +45 mats. 38 690 138 866 1 4 54 59 127 10 805 7 822 201 57 4 2fi2 Total Volume 142 2758 508 3408 59 170 225 454 1 23 3375 22 3420 1 849 178 7 1034 City of Costa Mesa N /S: Newport Boulevard EM/: 19th Street Weather: Clear Counts Unlimited, Inc. PO Box 1178 Corona. CA 92878 (951) 268 -6268 File Name : CSM_NEWPORT_19 PM Site Code :122U418 Start Date : 10/23/2013 Page No : 1 Grand Total 343 5406 1799 7548 116 639 350 1105 114 5292 73 5479 1443 468 145 2056 16188 Apprch % 4.5 71.6 23.8 10.5 57.8 31.7 2.1 96.6 1.3 70.2 22.8 7.1 Total % 1 2.1 33.4 11.1 46.6 0.7 3.9 2.2 6.8 0.7 32.7 0.5 33.8 8.9 2.9 0.9 12.7 Newport Boulevard 19th Street Westbound Newport Boulevard I Nonhbound 19th Street Start Time Newport Boulevard Left Thru Right A,o.T.19 (Left I Thru I Right I Aaa.rom 19th Street 716 7 737 201 Southbound 29 287 Westbound 05:15 PM 48 Northbound 256 1D27 14 Eastbound 50 146 Start Time I Left I Thru I Right I All ,Tome Left Thru I Right App. Tmai Left I Thru I Ri h[ I A .Tome LeFt Thm Ri ht A .Tom lat. Tote1 04:00 PM 41 640 221 902 15 68 54 137 15 702 12 729 186 55 4 245 2013 04:15 PM 41 636 208 885 18 79 45 142 16 684 7 707 193 65 9 267 2001 04:30 PM 46 632 181 859 17 74 49 140 17 645 9 671 197 59 13 269 1939 04:45 PM 33 673 200 906 10 78 27 115 18 605 8 631 166 52 16 234 1886 Total 161 2581 810 3552 60 299 175 534 66 2636 36 2738 742 231 42 1015 7839 05:00 PM 45 686 236 967 13 75 37 125 14 716 7 737 201 57 29 287 2116 05:15 PM 48 723 256 1027 14 82 50 146 13 720 8 741 190 58 22 270 2184 05:30 PM 41 724 238 1003 12 96 44 152 9 653 15 677 144 74 25 243 2075 05:45 PM 48 692 259 999 17 87 44 148 12 567 7 586 166 48 27 241 1974 Total 182 2825 989 3996 1 56 340 175 571 1 48 2656 37 2741 1 701 237 103 1041 8349 Grand Total 343 5406 1799 7548 116 639 350 1105 114 5292 73 5479 1443 468 145 2056 16188 Apprch % 4.5 71.6 23.8 10.5 57.8 31.7 2.1 96.6 1.3 70.2 22.8 7.1 Total % 1 2.1 33.4 11.1 46.6 0.7 3.9 2.2 6.8 0.7 32.7 0.5 33.8 8.9 2.9 0.9 12.7 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of I vow w.,,. f- F.,n.o no„ ,1 ns'nn Dnn Im Tolal 05:00 PM Newport Boulevard _Southbound 19th Street Westbound Newport Boulevard I Nonhbound 19th Street Eastbound Start Time Left I Thru I Right I App. raml Left Thru Right A,o.T.19 (Left I Thru I Right I Aaa.rom I Left I Tbtu I Right I Am. Tom; Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of I vow w.,,. f- F.,n.o no„ ,1 ns'nn Dnn Im Tolal 05:00 PM 45 686 236 967 13 75 37 125 14 716 7 737 201 57 29 287 2116 05:15 PM 48 723 256 1D27 14 82 50 146 13 720 8 741 190 58 22 270 2184 05:30 PM 41 724 238 1003 12 96 44 152 9 653 15 677 144 74 25 243 2075 05:45 PM 48 692 259 999 17 87 44 148 12 567 7 586 166 48 27 241 1974 Total Volume 182 2825 989 3996 56 340 175 571 48 2656 37 2741 701 237 103 1041 8349 %Apo. Total 4.6 70.7 24.7 9.8 59.5 30.6 1.8 96.9 1.3 67.3 22.8 9.9 PHF .948 .975 .955 .973 1 .824 .885 .875 .939 .857 .922 .617 .925 .872 .801 .888 .907 1 .956 Counts Unlimited, Inc. PO Box 1178 Comna, CA. 92878 (951) 268 -6268 City of Costa Mesa N /S: Newport Boulevard E/W: 19th Street Weather: Clear File Name : CSM_NEWPORT_19 PM Site Code : 12213418 Start Date : 10/23/2013 Page No :2 Newport Bouievard Out In Total 3532 1 3996 1 75281 qRql 2825 182 Right Thl ru Left I � Peak Hour Data 'IO NL C m d N d C n 2 Peak Hour Begins x105:00 P � m m m of Total Volume � r Left Thm RV M, a 6561 37 I 29841 2741 57251 Out In Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Aooroach Beeina at: 05:00 PM 05:00 'M 04:45 PM 0430 PM +0 miss. 45 686 236 967 13 75 37 125 18 605 8 631 197 59 13 269 +15 mins. 48 723 256 1027 14 82 50 146 14 716 7 737 166 52 16 234 +30 miry. 41 724 238 1003 12 96 44 152 13 720 8 741 201 57 29 287 +45 mins. 48 692 259 999 17 87 44 148 9 653 15 677 190 58 22 270 Total Volume 182 2825 989 3996 56 340 175 571 54 2694 38 2786 I 754 226 80 1060 %Ag.Total 4.6 70.7 24.7 9.8 59.5 30.6 1.9 96.7 1.4 71.1 21.3 7.5 PHF 1 .948 .975 .955 .973 1 .824 .885 .875 .939 1 .750 .935 .633 .940 1 .938 .958 .690 .923 Counts Unlimited, Inc. PC Bcx 1178 Corona. CA 92378 (951) 268 - 6268 City of Costa Mesa N /S: Newport Boulevard E/W: Harbor Boulevard Weather: Clear Pile Name : CSM_NEWPORT_HARSOR AM Sde Code :12213418 Start Date : 10/23/2013 Page No : 1 08:00 AM 657 6 663 Grou s Printed -Total Volume 917 9 100 109 1689 08:15 AM Newport Boulevard 3 718 Newport Boulevard I Harbor Boulevard 8 121 129 1722 Southbound 669 9 Northbound 60 782 Eastbound 12 123 Start Time Thru I Right I App. Total 8 Left I Thor I Am. Total I Left I Right I Aar. Total Inc Total 07:00 AM 490 4 494 26 49 614 663 3 52 55 1212 07:15 AM 546 6 552 47 36 720 756 6 91 97 1405 07:30 AM 611 5 616 0.9 40 869 909 6 104 1I0 1635 07:45 AM 701 6 707 0.4 70 892 962 17 110 127 1796 Total 2348 21 2369 195 3095 3290 32 357 389 6048 08:00 AM 657 6 663 79 838 917 9 100 109 1689 08:15 AM 715 3 718 69 806 875 8 121 129 1722 08:30 AM 669 9 678 60 782 842 12 123 135 1655 08:95 AM 694 8 702 1 103 835 938 14 103 117 1757 Total 2735 26 2761 311 3261 3572 43 447 490 6823 Grand Total 5083 47 5130 506 6356 6862 75 804 879 12871 Apprch % 99.1 0.9 7.4 92.6 8.5 91.5 Total % 39.5 0.4 39.9 3.9 49.4 53.3 0.6 6.2 6.8 Boulevard I Newport Boulevard I Harbor Boulevard Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 701 6 707 70 892 962 17 110 127 1796 08:00 AM 657 6 663 79 838 917 9 100 109 1689 08:15 AM 715 3 718 69 806 875 8 121 129 1722 08:30 AM 669 9 678 60 782 842 12 123 135 1655 Total Volume 2742 29 2766 278 3318 3596 96 454 500 6862 CSM_NEWPORT_HARBOR AM /22/3418 10/23/2013 2 Newport Boulevard Counts Unlimited, Inc. Out In Total 3364 fib 6130 4 79 FO Box 1178 Peak Hour Data Ccrcna, CA 228'8 m 75 T (5511 268 -8268 701 City of Costa Mesa 707 File Name NiS: Newport Boulevard O Site Code ENV: Harbor Boulevard 127 Start Date Weather: Clear 731961 359fi F 6792 Page No CSM_NEWPORT_HARBOR AM /22/3418 10/23/2013 2 Newport Boulevard 07:45 AM Out In Total 3364 fib 6130 4 79 RT TI Peak Hour Data 07:45 AM m 75 T mNorth °o J 701 p N m _ Peak Hour Begins at 07:45 AM L 707 O m ¢ v Total Volume 869 O 17 110 127 Left Thru 278 3318 657 731961 359fi F 6792 663 Out In Total 892 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Pnak }lour fn, Farh Annrna.h Rooi— ., 07:45 AM 07:30 AM 07:45 AM +0 miss. 701 6 707 40 869 909 17 110 127 +15 mius. 657 6 663 70 892 962 9 100 109 +30 miss. 715 3 718 79 838 917 8 121 129 +45 miss. 669 9 678 69 806 875 12 123 135 Total Volume 2742 24 2766 258 3405 3663 46 454 500 % Add. Total 99.1 0.9 7 93 9.2 90.8 PHF .959 .667 .963 .816 .954 .952 .676 .923 .926 City of Costa Mesa NIS: Newport Boulevard EM/: Harbor Boulevard Weather: Clear Counts Unlimited, Inc. PC Box 11,13 Corona. CA 92878 (951}268 -6268 r.,.....- n.:.,.ea_ T-1 v..i,...,e File Name : CSM_NEWPORT_HARBOR PM Site Code : 12213418 Start Date : 10/23/2013 Page No : 1 Grand Total 5256 141 5397 1 991 5467 6458 106 1049 1155 13010 Apprch % 97.4 2.6 15.3 84.7 9.2 90.8 To % 40.4 1.1 41.5 7.6 42 49.6 0.8 8.1 8.9 Newport Boulevard Newport Boulevard I Northbound Newport Boulevard Start Time Harbor Boulevard I Left Tbm 1 Apo. Total I Left I Right I Apo. Total 04:45 PM 666 18 Southbound 126 Northbound 05:00 PM 670 28 Eastbound 146 Start Time Tiuu Right I ApR. Total Left I Thru I App. Total Left Right A . Total Im. Total 04:00 PM 615 20 635 117 712 829 18 138 156 1620 04:15 PM 629 14 643 127 692 819 11 122 133 1595 04:30 PM fill 19 630 I22 693 815 17 142 159 1604 04:45 PM 666 18 684 126 615 741 14 150 164 1589 Total 2521 71 2592 492 2712 3204 60 552 612 6408 05:00 PM 670 28 69" 146 772 918 11 126 137 1753 05:15 PM 684 19 703 110 725 835 16 128 144 1682 05:30 PM 695 7 702 126 678 804 10 118 128 1634 05:45 PM 686 16 702 117 580 697 9 125 134 1533 Total. 2735 70 2805 499 2755 3254 46 497 543 6602 Grand Total 5256 141 5397 1 991 5467 6458 106 1049 1155 13010 Apprch % 97.4 2.6 15.3 84.7 9.2 90.8 To % 40.4 1.1 41.5 7.6 42 49.6 0.8 8.1 8.9 Peak How Analysis From 04:00 PM to 05:45 PM - Peak l of 1 Newport Boulevard Southbound Newport Boulevard I Northbound Harbor Boulevard Eastbound Start Time Thru I Right I App. Total I Left Tbm 1 Apo. Total I Left I Right I Apo. Total Peak How Analysis From 04:00 PM to 05:45 PM - Peak l of 1 Peak How for Entire Intersection Begins at 04:45 PM 04:45 PM 666 18 684 126 615 05:00 PM 670 28 698 146 772 05:15 PM 684 19 703 110 725 0530 PM 695 7 702 126 678 Total Volume 2715 72 2787 508 2790 741 14 150 918 11 126 835 16 128 164 137 144 128 573 [nt. Total 1589 1753 1682 1634 6658 Counts Unlimited Inc. PC Box 1178 Corona. CA K878 (951) 268 -5268 City of Costa Mesa N /S: Newport, Boulevard EM/: Harbor Boulevard Weather: Clear File Name : CSM_NEWPORT_HARBOR PM Site Code : 12213418 Start Date : 10/23/2013 Page No : 2 j Newport Boulevard 05:00 'M Q.uf Ian �Total 227751 Right Thor 04:00 PM Peak Hour Data �n Ta 670 28 698 m North n J� 693 5 to c Peak Hour Begins at 04:45 P 18 n° m o K 1 0 1 Vol me 2 � 156 O 684 Left 703 Th 506 2790 615 3237 F32951 F 6535 11 Out In Total Newonrt 133 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hon, for Earth Aonrnorh Roosn< or 05:00 'M 04:30 PM 04:00 PM +0 mins. 670 28 698 122 693 815 18 138 156 +15 rains. 684 19 703 126 615 741 11 122 133 +30 miss. 695 7 702 146 772 918 17 142 159 +45 atins. 686 16 702 110 725 835 14 150 164 Tmal Volume I 2735 70 2805 504 2805 3309 60 552 612 °,1 Aop. Tota] 97.5 2.5 15.2 84.8 9.8 90.2 PHF .984 .625 .998 .863 .908 .901 1 .833 .920 .933 1 City of Costa Mesa N /S: Newoort Boulevard ENV: 18th Street Weather: Clear Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268 -6268 Groutis Printed- Total Volume File Name : CSM Newport_18 AM Site Code :12213418 Start Date : 10/23/2013 Page No : 1 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of I Peak Hour for Entire Intersection Begins at 0745 AM Inc Total 07:45 AM Newport Boulevard 18th Street Westbound Newport Boulevard I Northbound 18th Street Start Time Newport Boulevazd Lef[ I Thou I Right I A Toai I Left I Thou I Right I Am. Tom 18th Street 819 5 834 54 Southbound 18 84 1715 Westbound 11 704 Northbound 751 1 8 Eastbound 16 9 Start Time Left Thru Ri ht I A .Total Lett Tlim Right Apt, Total Left Thru Ri ht A �. tom Left Thru Ri ht A .Total Inc Total 07:00 AM 4 527 15 546 0 4 8 12 4 599 0 603 32 9 5 46 1207 07:15 AM 11 609 18 638 0 3 9 12 5 664 1 170 45 24 7 76 1396 07:30 AM 6 666 26 698 1 9 10 20 8 807 1 816 58 20 12 90 1624 07:45 AM 21 726 29 776 0 15 6 21 10 819 5 834 54 12 18 84 1715 Total 42 2528 88 2658 1 31 33 65 27 2889 7 2923 189 65 42 296 5942 08:00 AM 11 704 36 751 1 8 7 16 9 791 3 803 65 11 7 83 1653 08:15 AM 16 758 28 802 3 l4 5 22 15 747 4 766 47 15 9 71 1661 08:30 AM 13 733 29 775 0 17 9 26 18 739 11 768 58 19 4 81 1650 08:45 AM 20 739 24 783 0 18 12 30 7 813 2 822 36 13 5 59 1 1689 Total 60 2934 117 3111 4 57 33 94 49 3090 20 3159 206 58 25 289 6653 Grand Total 102 5462 205 5769 5 88 66 159 76 5979 27 6082 395 123 67 585 12595 Apprch % 1.8 94.7 3.6 3.1 55.3 41.5 1.2 98.3 0.4 67.5 21 11.5 Total % 0.8 43.4 1.6 45.8 0 0.7 0.5 1.3 0.6 47.5 0.2 48.3 3.1 1 0.5 4.6 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of I Peak Hour for Entire Intersection Begins at 0745 AM Inc Total 07:45 AM Newport Boulevard Southbound 18th Street Westbound Newport Boulevard I Northbound 18th Street I Eastbound Start Time Left I Thru I Pi ht I A,, Total Lef[ I Thou I Right I A Toai I Left I Thou I Right I Am. Tom I Left I Thru I Ri h[ I A Tom Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of I Peak Hour for Entire Intersection Begins at 0745 AM Inc Total 07:45 AM 21 726 29 776 0 15 6 21 10 819 5 834 54 12 18 84 1715 08:00 AM 11 704 36 751 1 8 7 16 9 791 3 803 65 11 7 83 1653 08:15 AM 16 758 28 802 3 14 5 22 15 747 4 766 47 15 9 71 1661 08:30 AM 13 733 29 775 0 17 9 26 18 739 11 768 58 19 4 81 1650 Total volume 61 2921 122 3104 4 54 27 85 52 3096 23 3171 224 57 38 319 6679 %A .Total 2 94.1 3.9 4.7 63.5 31.8 1.6 97.6 0.7 70.2 17.9 11.9 PHF .726 .963 .847 .968 1 .333 .794 .750 .817 1 .722 .945 .523 .951 .862 .750 .528 .949 .974 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 258 -6268 City of Costa Mesa N /S: Newport Boulevard ENV: 18th Street Weather: Clear File Name : CSM_Newoorl. _18 AM Site Code : 12213418 Start Date : 10123/2013 Page No : 2 Newport Boulevard Out In Total 3347 1 3104 1 6451 E221±2 9 21 61 Right Thru Left 1 1+ Peak Hour Data -tim Q �0 � North � N Peak Hour Begins at 07:45 AM -2 n yr y N N W � L Total Volume �0 d Left Thru Ri ht 52 3096 23 2963 3171 61341 Out In Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour For Each Aooroach Beeins at: 0840 AM 06.00 AM 07:30 AM 07:15 AM +0 miss. 11 704 36 751 1 8 7 16 8 807 1 816 45 24 7 76 +15 miss. 16 758 28 802 3 14 5 22 10 819 5 834 58 20 12 90 +30 rains. 13 733 29 775 0 17 9 26 9 791 3 803 54 12 18 84 +45 mins. 20 739 24 783 0 18 12 30 15 747 4 766 65 11 7 83 Total Volume 60 2934 117 3111 4 57 33 94 I 42 3164 13 3219 I 222 67 44 333 % Apo. Total 1.9 94.3 3.8 4.3 60.6 35.1 1.3 98.3 0.4 66.7 20.1 13.2 PHP .750 .968 .813 .970 1 .333 .792 .688 .783 1 .700 .966 .650 .965 1 .854 .698 .611 .925 City of Costa Mesa N /S: Newport Boulevard ENV: 18th Street Weather: Clear Counts Unlimited, Inc. PO Box 1178 Corona, CA 923'8 (951 ) 268 -6268 File Name : CSM_Newport_18 PM Site Code : 12213418 Start Date : 10/2312013 Page No : 1 Grand Total 242 5970 250 6462 49 167 98 314 195 5470 39 5704 492 148 108 748 13228 Apprch % 3.7 92.4 3.9 15.6 512 31.2 3.4 95.9 0.7 65.8 19.8 14.4 Total% 1.8 45.1 1.9 48.9 0.4 1.3 0.7 2.4 1.5 41.4 0.3 43.1 3.7 Lt 0.8 5.7 Newport Boulevard 18th Street Newport Boulevard Westbound I Norhbound 18th Street Eastbound 18th Street I Left I Thru I Ri ht I Am Newport Boulevard Left I Thru I Right I APP-Turd 44 18th Street 668 3 696 80 Southbound 17 117 1641 Westbound 36 786 Northbound 845 8 17 Eastbound 34 29 S[art Time Left Thm Ri ht A .Yuri Left Thm Ri ht A .Tore Left Thru Ri ht Ap .Tnml Left Tom I Right I Au, Tmm IM Total 04:00 PM 28 703 40 771 5 23 19 47 25 687 8 720 54 19 11 89 1622 04:15 PM 28 718 36 782 4 28 12 44 21 688 4 713 62 30 15 87 1626 04:30 PM 30 729 25 784 9 20 15 44 25 668 3 696 80 20 17 117 1641 04:45 PM 36 786 23 845 8 17 9 34 29 661 6 696 63 23 15 101 1676 Total) 122 2936 124 3182 26 88 55 169 100 2704 21 2825 259 72 58 389 6565 05:00 PM 29 764 30 823 4 19 12 35 23 776 6 805 69 20 12 101 1764 05:15 PM 26 766 38 830 6 23 15 44 19 711 3 733 62 20 9 91 1698 05:30 PM 34 745 29 808 4 19 5 28 23 656 6 685 56 22 13 91 1612 05:45 PM 31 759 29 819 9 18 11 38 30 623 3 656 46 14 16 76 1589 Total 120 3034 126 3280 23 79 43 145 95 2766 18 2879 233 76 50 359 6663 Grand Total 242 5970 250 6462 49 167 98 314 195 5470 39 5704 492 148 108 748 13228 Apprch % 3.7 92.4 3.9 15.6 512 31.2 3.4 95.9 0.7 65.8 19.8 14.4 Total% 1.8 45.1 1.9 48.9 0.4 1.3 0.7 2.4 1.5 41.4 0.3 43.1 3.7 Lt 0.8 5.7 Peak Hour Analysis from U4:UU I'M to U5:45 PM - Peak 1 of 1 Prak Hnur for FntirP Intarcartinn Rooms at n4. In PM Int. Total 04:30 PM Newport Boulevard Southbound 18th Street Newport Boulevard Westbound I Norhbound 18th Street Eastbound Start Time I Left I Thru I Ri ht I Am Left I Thm I Right I AI.T I Left I Thru I Right I App T..1 Left I Thru I Right I APP-Turd Peak Hour Analysis from U4:UU I'M to U5:45 PM - Peak 1 of 1 Prak Hnur for FntirP Intarcartinn Rooms at n4. In PM Int. Total 04:30 PM 30 729 25 784 9 20 15 44 25 668 3 696 80 20 17 117 1641 04:45 PM 36 786 23 845 8 17 9 34 29 661 6 696 63 23 15 101 1676 05:00 PM 29 764 30 823 4 19 12 35 23 776 6 805 69 20 12 101 1764 05:15 PM 26 766 38 830 6 23 15 44 19 711 3 733 62 20 9 91 1698 Total Volume 121 3045 116 3282 27 79 51 157 96 2816 18 2930 274 83 53 410 6779 % ADD. 3.7 92.8 3.5 17.2 50.3 32.5 3.3 96.1 0.6 66.8 20.2 12.9 PHF 1 .840 .969 .763 .971 .750 .859 .850 .892 1 .828 .907 .750 .910 .856 .902 .779 .876 1 .961 Newport Boulevard Out In Total 3141 3 8 1 64231 1 116 3045 1211 Right Thru Left 4-f 1 Y Peak Hour Data B �o North Cpl f m u _ Peak Hour Begins at 04:30 P 4 -2 Y o+ m i3 m� o VI rr ya Jd U1 Left Thm Ri ht 96 2816 18 I 31251 2930 7605s Out In Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour For Each Alumoach Begins at: Counts Unlimited, Inc. PC Box 1178 Corona, CA 92378 (951) 268 -6268 City of Costa Mesa +0 miss. File Name : CSM Newport_18 PM N /S: Newport Boulevard 845 Site Code :122134118 EM/: 18th Street 47 Start Date : 10/23/2013 Weather: Clear 696 Page No :2 Newport Boulevard Out In Total 3141 3 8 1 64231 1 116 3045 1211 Right Thru Left 4-f 1 Y Peak Hour Data B �o North Cpl f m u _ Peak Hour Begins at 04:30 P 4 -2 Y o+ m i3 m� o VI rr ya Jd U1 Left Thm Ri ht 96 2816 18 I 31251 2930 7605s Out In Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour For Each Alumoach Begins at: 04:45 PM 04:00 PM 04:30 PM 14:30PM +0 miss. 36 786 23 845 5 23 19 47 25 668 3 696 80 20 17 117 +15 miss. 29 764 30 823 4 28 12 44 29 661 6 696 63 23 15 101 +30 miss. 26 766 38 830 9 20 15 44 23 776 6 805 69 20 12 101 +45 rains. 34 745 29 808 8 17 9 34 19 711 3 733 62 20 9 91 Total Volume 125 3061 120 3306 26 88 55 169 96 2816 18 2930 I 274 83 53 410 % App. Total 3.8 92.6 3.6 15.4 52.1 32.5 3.3 96.1 0.6 66.8 20.2 12.9 PHF .868 .974 .789 .978 1 .722 .786 .724 .899 .828 .907 .750 .910 1 .856 .902 .779 376 City of Costa Mesa NIS: Newport Boulevard EM/: 17th Street Weather: Clear Counts Unlimited. Inc. PC Box 1178 Corona. CA. 92878 (951-) 268 -6268 File Name : CSM_N= WPORT_l7 AM Site Code :12213418 Start Date : 10123/2013 Page No : 1 Grand Total 1048 2976 896 4920 251 601 272 1124 58 3587 283 3928 1569 747 60 2376 12348 Apprch % 21.3 60.5 18.2 22.3 53.5 24.2 1.5 91.3 7.2 66 31.4 2.5 Total % 1 8.5 24.1 7.3 39.8 2 4.9 2.2 9.1 0.5 29 2.3 3L8 12.7 6 0.5 19.2 Newport Boulevard l7th Street Westbound Newport Boulevard Northbound 171h Street Start Time Newport Boulevard I Left I Thru_ I Right_ I aua. Toiai 17th Street I _p .row I Left I Thru I Ri ht AP.Toul 94 39 Southbound 18 481 Westbound 533 193 Northbound 5 294 1627 Eastbound 138 423 S[art Time Left Thru Ri ht n .raw Left Thm Right At, .ro„i Left Thru Right .A .row Left Tlw Right n .Tow Inc To 07:00 AM 89 288 96 473 16 40 26 82 2 336 24 362 143 63 11 217 1134 07:15 .AM 107 317 111 535 23 52 33 108 7 372 29 408 159 62 2 223 1274 07:30 AM 125 372 110 607 21 56 33 110 4 498 42 544 240 80 2 322 1583 07:45 AM 135 395 119 649 35 91 38 L64 5 487 50 542 240 122 5 367 1722 Total 456 1372 436 2264 95 239 l30 464 18 1693 145 1856 782 327 20 1129 5713 08:00 AM 132 358 137 627 40 94 39 173 18 481 34 533 193 96 5 294 1627 08:15 AM 138 423 119 680 40 79 25 144 4 460 26 490 187 117 12 316 1630 08:30 AM 169 403 123 695 34 82 34 150 14 480 41 535 198 108 14 320 1700 08:45 AM 153 420 81 654 42 107 44 193 4 473 37 514 209 99 9 317 1678 Total 1 592 1604 460 2656 1 156 362 142 660 40 1894 138 2072 1 787 420 40 1247 6635 Grand Total 1048 2976 896 4920 251 601 272 1124 58 3587 283 3928 1569 747 60 2376 12348 Apprch % 21.3 60.5 18.2 22.3 53.5 24.2 1.5 91.3 7.2 66 31.4 2.5 Total % 1 8.5 24.1 7.3 39.8 2 4.9 2.2 9.1 0.5 29 2.3 3L8 12.7 6 0.5 19.2 Peak Hour Analysis From U1:00 AM to U9:45 AM - Peak I of 1 Im. Tota1 07:45 AM Newport Boulevard Southbound l7th Street Westbound Newport Boulevard Northbound 17th Street Eastbound Start Time I Left I Thm I Right I App. Towt I Left I Thru_ I Right_ I aua. Toiai I _Left_ I ThntRight I _p .row I Left I Thru I Ri ht AP.Toul Peak Hour Analysis From U1:00 AM to U9:45 AM - Peak I of 1 Im. Tota1 07:45 AM 135 395 119 649 35 91 38 164 5 487 50 542 240 122 5 367 1722 08:00 AM 132 358 137 627 40 94 39 173 18 481 34 533 193 96 5 294 1627 08:15 AM 138 423 119 680 40 79 25 144 4 460 26 490 187 117 12 316 1630 08:30 AM 169 403 123 695 34 82 34 150 14 480 41 535 198 108 14 320 1700 Total Volume 574 1579 498 2651 149 346 136 631 41 1908 151 2100 818 443 36 1297 6679 % Apo. Total 21.7 59.6 18.8 23.6 54.8 21.6 2 90.9 7.2 63.1 34.2 2.8 PHF j .849 .933 .909 .954 .931 .920 .872 .912 .569 .979 .755 .969 .852 .908 .643 .884 .970 CSM_NEVIFORT 17 AM 12213418 1 012 3/2 01 3 2 Newport eoulevaro Out In Total 8 T6Z 1 65 1 5513 98 1 7 574 Righl T1 Left Peak Hour Data North .� h 3 m v � _ m n m �r F-1 Peak Hour Begins at 07:45 A �2 g °E Total Volume m ^o% �- �d *7 T r Left Th Ri hl 41 1908 157 1764 2100 3864 Out In Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Annrnarh Revin<ar Counts Unlimited, Inc. PO Box 1178 08:00 e1M Corona_ CA 92878 07:30 AM (951, 29 8-6268 City of Costa Mesa 07:30 A Fib Name N)'S: Newport Boulevard Site Code ENV: 17th Street 358 Start Date Weather: Clear 40 Page No CSM_NEVIFORT 17 AM 12213418 1 012 3/2 01 3 2 Newport eoulevaro Out In Total 8 T6Z 1 65 1 5513 98 1 7 574 Righl T1 Left Peak Hour Data North .� h 3 m v � _ m n m �r F-1 Peak Hour Begins at 07:45 A �2 g °E Total Volume m ^o% �- �d *7 T r Left Th Ri hl 41 1908 157 1764 2100 3864 Out In Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Annrnarh Revin<ar 08:00 A 1 08:00 e1M 07:30 AM 07:30 A +0 mins. 132 358 137 627 40 94 39 173 4 498 42 544 240 80 2 322 +15 mins. 138 423 119 680 40 79 25 144 5 487 50 542 240 122 5 367 +30 miss. 169 403 123 695 34 82 34 150 18 481 34 533 193 96 5 294 -45 mins. 153 420 81 654 42 107 44 193 4 460 26 490 187 117 12 316 Total Volume 592 1604 460 2656 156 362 142 660 1 31 1926 152 2109 860 415 24 1299 %App. Total 22.3 60.4 17.3 23.6 54.8 21.5 1.5 91.3 7.2 1 66.2 31.9 1.8 PHF .876 .948 .839 .955 1 .929 .846 .807 855 1 .431 .967 .760 .969 1 .896 .850 .500 .885 City of Costa Mesa N /S: Newport Foulevard EM: 17th Street Weather: Clear Counts Unlimited, Inc. PO Fox 1178 Corona, CA, 92878 (551) 268 -6268 Grou s Printed- Total Volume File Name : CS[b1 NE'WPORT_17 PM Site Code : 12213418 Start Date : 10123/2013 Page No : 1 Peak How Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Gn. Taul 05:00 PM Newport Boulevard 17th Street Westbound Newport Boulevard 17th Street Northbound I Eastbound 17th Street I Left I Thru I Fight I App Newport Boulevard I Right I A To.[ I Left I Thru I Rightj,A , ToN Left Thru Right A Tou 17th Street 417 41 467 182 Southbound 12 318 Westbound 05:15 PM I Northbound 85 695 84 Eastbound 37 226 Start Time Left Thru I Right I As, .Toil Left I Thru I Right I A .Tore I Left Ttuu Ri -h[ I App.TOWi 385 Left I Thru Rijzht I AIR .Tod[ Int. Total 04:00 PM 168 392 66 626 56 120 29 ZOS 17 362 43 422 174 130 18 322 1575 04 15P 170 383 98 651 51 106 31 188 18 383 43 444 177 112 14 303 1586 04:30 PM 182 365 99 646 56 98 35 190 12 385 39 436 169 124 10 303 1575 04:45 PM 178 425 77 680 56 106 31 193 19 367 45 431 144 94 15 253 1557 Total 698 1565 340 2603 219 430 127 776 66 1497 170 1733 664 460 57 1181 6293 05:00 PM 182 397 88 667 57 110 53 220 9 417 41 467 182 124 12 318 1672 05:15 PM 172 438 85 695 84 105 37 226 11 391 38 440 216 147 1Z 375 1736 05:30 PM 177 385 88 650 88 119 23 230 15 365 37 417 153 113 27 293 1590 05:45 PM 175 405 87 667 73 134 23 230 10 337 30 377 164 114 7 285 1559 Total 706 1625 348 2679 302 468 136 906 45 1510 146 1701 715 498 58 1271 6557 Grand Total 1404 3190 688 5282 521 898 263 1682 111 3007 316 3434 1379 958 115 2452 12850 Apprch % 26.6 60.4 13 31 53.4 15.6 3.2 87.6 9.2 56.2 39.1 4.7 Total % 10.9 24.8 5.4 41.1 4.1 7 2 13.1 0.9 23.4 2.5 26.7 10.7 7.5 0.9 19.1 Peak How Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Gn. Taul 05:00 PM Newport Boulevard Southbound 17th Street Westbound Newport Boulevard 17th Street Northbound I Eastbound Start Time I Left I Thru I Fight I App Left I Thin I Right I A To.[ I Left I Thru I Rightj,A , ToN Left Thru Right A Tou Peak How Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Gn. Taul 05:00 PM 182 397 88 667 57 110 53 220 1 9 417 41 467 182 124 12 318 1672 05:15 PM 172 438 85 695 84 105 37 226 11 391 38 440 216 147 12 375 1736 05:30 PM 177 385 88 650 88 119 23 230 15 365 37 417 153 113 27 293 1590 05:45 PM 175 405 87 667 73 134 23 230 10 337 30 377 164 114 7 285 1559 Total Volume 706 1625 348 2679 302 468 136 906 45 1510 146 1701 715 498 58 1271 6557 %Aoo,Total 26.4 60.7 13 33.3 51.7 15 2.6 88.8 8.6 56.3 39.2 4.6 PHF 1 .970 .928 .989 .964 .858 .873 .642 .985 1 .750 .905 .890 .911 1 .828 .847 .537 .847 1 .944 Counts Unlimited, Inc. PO Box 1178 Corona. CA 92378 (951" 268$263 City of Costa Mesa N /S: Newport Boulevard EW: 17th Street Weather: Clear File Name : CSM NEWPORT-17 PM Site Ccde : 12213418 Start Date :10/23/2013 Page No : 2 Newport Boulevard Out In Total 361 2679 5040 I 1625 706 Rigght TI Left ee Y Y Peak Hour Data o �O ♦ p Nc " J NoRh �.o ° 0 ?q m � Y 2 J r -1 Peak Hour Begins at 05:00 P 4 m E Total Volume 0� +i T F* Left TIL R, ?h 45 1510 146 1985 1701 3686 Out In Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 051 "M 04:15 PM 05:00 PM +0 mints. 178 425 77 680 57 110 53 220 18 383 43 444 182 124 12 316 +15 mires. 182 397 88 1 84 105 37 226 12 385 39 436 216 147 12 375 +30 miss. 172 438 85 1 88 119 23 230 19 367 45 431 153 113 27 293 +45 miss. 177 385 88 1 73 134 23 230 9 417 41 467 164 114 7 285 Total Volume 709 1645 338 2692 I 302 468 136 906 58 1552 168 1778 715 498 58 1271 %Aon. Toral 26.3 61.1 12.6 33.3 51.7 15 3.3 87.3 9.4 56.3 39.2 4.6 PHF .974 .939 .960 .966 1 .858 .873 .642 .985 .763 .930 .933 .952 1 .828 .847 .537 .847 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA13_1162_004 Day: WEDNESDAY City: City of Costa Mesa Date: 6/12/2013 AM NS /EW Streets: NL N1 NR SL ST SR EL ET ER WL WI WR TOTAL TOTAL VOLUMES : 270 244 67 239 187 168 92 1739 217 87 1486 147 4938 APPROACH %'s : 46.97% 42.00% 11.53% 39.73% 31.75% 28.52% 4.49% 84.91% 10.60% 5.06% 86.40% 8.55°70 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 1 1 1 1 1 1 2 1 1 2 1 7:00 AM 20 11 4 19 9 12 10 160 22 9 108 8 392 7:15 AM 26 21 7 21 19 18 11 157 15 7 149 11 462 7:30 AM 38 28 8 26 19 16 12 190 35 12 183 11 578 7:45 AM 46 47 11 30 26 25 13 233 32 11 194 24 692 8:00 AM 38 43 6 29 29 20 14 215 26 9 212 18 659 8:15 AM 37 26 7 38 30 23 14 278 29 14 188 20 704 8:30 AM 30 36 13 37 27 25 12 260 28 14 231 22 735 8:45 AM 35 32 11 34 28 29 6 246 30 11 221 33 716 NL N1 NR SL ST SR EL ET ER WL WI WR TOTAL TOTAL VOLUMES : 270 244 67 239 187 168 92 1739 217 87 1486 147 4938 APPROACH %'s : 46.97% 42.00% 11.53% 39.73% 31.75% 28.52% 4.49% 84.91% 10.60% 5.06% 86.40% 8.55°70 CONTROL : Signalized `.qd .q y� _x` Y i NPg� ftWIii l,'Scf"J WORM .v376x "r is "°uk t ¢ , a -: f 'tl''�`�,;.: i i. .., rtF T 1 "" a n r� tt,� .s „c....., h:{ L, 7J, yt :, V •S I � CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA13_1162_004 Day: WEDNESDAY City: City Cf Caste Mesa Date: 6/12;2013 NS /EW Streets: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 310 344 141 362 337 192 155 1885 287 157 2194 312 6676 APPROACH %'s : 38.99% 43.27% 17.74% 40.63% 37.82% 21.55% 6.660/. 81.01% 12.33% 5.90% 82.390/. 11.72X° NIL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 1 1 1 1 1 1 2 1 1 2 1 4:00 PM 37 41 12 46 37 20 18 236 40 11 264 45 807 4:15 PM 31 39 25 42 40 19 20 250 41 20 259 28 814 4:30 PM 46 52 26 52 37 25 19 234 36 16 235 31 809 4:45 PM 41 41 10 50 45 35 18 245 36 19 274 58 872' 5:00 PM 40 45 14 43 51 21 27 241 32 20 268 47 849 5:15 PM 42 46 14 35 40 29 20 227 40 25 304 40 862 5:30 PM 37 43 25 41 37 19 13 230 29 24 313 31 842 5:45 PM 36 37 15 53 50 24 20 222 33 22 277 32 821 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 310 344 141 362 337 192 155 1885 287 157 2194 312 6676 APPROACH %'s : 38.99% 43.27% 17.74% 40.63% 37.82% 21.55% 6.660/. 81.01% 12.33% 5.90% 82.390/. 11.72X° CONTROL : Signalized " + ON I e gg '!1 y�l ._.. �e,¢.. � �� 3Si.. .1 a' CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA13_1162_005 Day: WEDNESDAY City: City of Costa Mesa Date: 6/12;2013 NS /EW Streets: NL NT NR SL ST SR EL ET ER WL WT WR IUTAL TOTAL VOLUMES : 35 16 60 35 9 35 86 1831 36 66 1684 56 3949 APPROACH %'s : 31.53% 14.41% 54.05%1 44.30% 11.39% 44.30 % 4.40% 93.75% 1.84% 3.65% 93.24% 3.10% NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0.5 0.5 1 0 1 1 1 2 0 1 2 0 7:00 AM 1 0 6 5 0 3 6 158 1 3 132 2 317 7:15 AM 3 2 4 4 1 3 6 175 2 2 153 0 355 7:30 AM 3 3 3 4 2 2 2 209 3 3 191 4 429 7:45 AM 0 0 9 6 1 5 13 215 9 6 239 5 508 8:00 AM 11 3 6 4 2 4 16 234 7 12 224 13 536 8:15 AM 4 1 15 2 1 5 13 266 1 30 241 11 570 8:30 AM 6 2 10 2 1 5 15 296 5 15 225 12 594 8:45 AM 7 5 7 8 1 8 15 278 8 15 279 9 640 NL NT NR SL ST SR EL ET ER WL WT WR IUTAL TOTAL VOLUMES : 35 16 60 35 9 35 86 1831 36 66 1684 56 3949 APPROACH %'s : 31.53% 14.41% 54.05%1 44.30% 11.39% 44.30 % 4.40% 93.75% 1.84% 3.65% 93.24% 3.10% CONTROL : Signalized 5 t y :L q i 'uiVk. ��j_.W •Y1�gyFk� y q�+ h NI'•l"� R^ "'f F' t Eb LVyI 'fit K JY'�" I�� '}i^S � y( . {WA" CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA13_1162_005 Day: WEDNESDAY City: City of Costa Mesa Date: 6/12/2013 NL NT NR SL ST SR EL ET ER WL WT WR TOTAI TOTAL VOLUMES : 162 32 132 88 33 89 111 2060 124 185 2422 103 5541 APPROACH-Ws : 49.69% 9.82% 40.49%1 41.90% 15.71% 42.38% 4.84% 89.76% 5.40% 6.83% 89.37% 3.80% CONTROL : Signalized NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0.5 0.5 1 0 1 1 1 2 0 1 2 0 4:00 PM 25 1 19 8 3 11 12 236 12 27 254 17 625 4:15 PM 17 4 19 7 4 6 14 280 18 23 309 7 708 4:30 PM 15 4 13 10 7 9 15 273 18 25 265 9 663 4:45 PM 21 8 14 12 3 17 14 252 21 16 279 15 672 5:00 PM 24 6 22 10 2 10 13 281 10 27 315 14 734 5:15 PM 22 3 15 12 6 14 15 241 13 17 321 16 695 5:30 PM 22 3 17 13 1 9 12 237 16 30 340 14 714 5:45 PM 16 3 13 16 7 13 16 260 16 20 339 it 730 NL NT NR SL ST SR EL ET ER WL WT WR TOTAI TOTAL VOLUMES : 162 32 132 88 33 89 111 2060 124 185 2422 103 5541 APPROACH-Ws : 49.69% 9.82% 40.49%1 41.90% 15.71% 42.38% 4.84% 89.76% 5.40% 6.83% 89.37% 3.80% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA13_1162_006 Day: WEDNESDAY City: City of Costa Mesa Date: 6/12/2013 NS /EW Streets: NORTHBOUND NL NT NR SL ST SR EL ET ER WL WT WK IUTAL TOTAL VOLUMES : 175 155 150 150 175 102 52 1761 96 66 1560 80 4524 APPROACH %'s : 36.96% 32.29% 31.25% 35.13% 40.98% 23.89% 2.72% 92.15% 5.13% 3.87% 91.44% 4.69% NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 1 1 1 1 1 1 2 1 1 2 1 7:00 AM 14 15 7 11 11 4 2 152 14 4 114 3 351 7:15 AM 16 5 15 10 11 3 4 167 10 1 149 6 397 7:30 AM 20 25 13 17 33 9 6 204 15 5 187 6 540 7:45 AM 31 31 29 27 28 18 8 220 8 8 201 13 622 8:00 AM 24 25 23 15 21 23 7 221 11 13 211 11 605 8:15 AM 14 20 21 32 24 16 8 271 8 8 219 14 655 8:30 AM 31 17 18 24 23 16 7 280 15 B 240 11 690 8:45 AM 25 17 24 14 24 13 10 246 17 19 239 16 664 NL NT NR SL ST SR EL ET ER WL WT WK IUTAL TOTAL VOLUMES : 175 155 150 150 175 102 52 1761 96 66 1560 80 4524 APPROACH %'s : 36.96% 32.29% 31.25% 35.13% 40.98% 23.89% 2.72% 92.15% 5.13% 3.87% 91.44% 4.69% CONTROL : Signalized � C � �R k W 1 '� 9Tr`5; z _ i `�y FAY .d a °ra.�.ti,,.�� t .fiyy :4 b: �"�11>+�' " 6! CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA13_1162_006 Day: WEDNESDAY City: City of Costa Mesa Date: 6/12/2013 NS /EW Streets: NL NT NR SL ST SR EL ET ER WL Wi WR IDTAL TOTAL VOLUMES : 251 259 215 195 257 172 137 1933 146 249 2280 206 6300 APPROACH %'s : 34.62% 35.72 ° 1a 29.66°/a 31.25% 41.19% 27.56% 6.18% 87.23% 6.59% 9.10% 83.36% 7.53% CONTROL : Signalized NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 1 1 1 1 1 1 2 1 1 2 1 4:00 PM 38 25 26 27 23 15 11 223 18 29 266 13 714 4:15 PM 29 48 24 28 28 16 18 246 15 28 266 26 772 4:30 PM 29 24 27 24 29 20 16 256 12 27 257 26 747 4:45 PM 31 39 29 20 47 18 14 263 22 34 274 37 828 5:00 PM 36 33 31 21 26 19 19 244 25 34 314 30 832 5:15 PM 24 40 28 26 37 29 24 236 17 29 328 34 852 5:30 PM 35 16 23 25 23 32 21 236 13 39 288 24 775 5:45 PM 29 34 27 24 44 23 14 229 24 29 287 16 780 NL NT NR SL ST SR EL ET ER WL Wi WR IDTAL TOTAL VOLUMES : 251 259 215 195 257 172 137 1933 146 249 2280 206 6300 APPROACH %'s : 34.62% 35.72 ° 1a 29.66°/a 31.25% 41.19% 27.56% 6.18% 87.23% 6.59% 9.10% 83.36% 7.53% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project IM CA13_1162_007 Day: WEDNESDAY City: CRy of Costa Mesa Date: 6/12/2013 AM NS /EW Streets: NL NT NR SL ST SR EL Er ER WL WT WR TOTAI TOTAL VOLUMES : 193 187 144 106 146 105 65 1624 203 118 1432 79 4402 APPROACH %'s : 36.83% 35.69% 27.48% 29.69% 40.90% 29.41% 3.440/. 85.84% 10.73% 7.24% 87.91% 4.85% CONTROL : Signalized NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 1 0 1 1 1 1 2 0 1 2 0 7:00 AM 19 7 9 3 10 9 6 132 15 6 96 2 314 7:15 AM 22 12 15 8 8 7 7 149 31 8 127 7 401 7:30 AM 20 27 12 10 23 14 11 181 26 7 168 12 511 7:45 AM 32 34 24 10 27 14 8 214 28 11 178 14 594 8:00 AM 21 16 20 22 15 13 10 235 14 13 198 12 589 8:15 AM 22 23 17 21 17 18 7 251 29 20 201 12 638 8:30 AM 33 35 24 14 25 13 9 243 40 20 212 6 674 8:45 AM 24 33 23 18 21 17 7 219 20 33 252 14 681 NL NT NR SL ST SR EL Er ER WL WT WR TOTAI TOTAL VOLUMES : 193 187 144 106 146 105 65 1624 203 118 1432 79 4402 APPROACH %'s : 36.83% 35.69% 27.48% 29.69% 40.90% 29.41% 3.440/. 85.84% 10.73% 7.24% 87.91% 4.85% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA131162_007 City: Gty or Costa Mesa PM NS /EW Streets: S I?e 4.0 `. y. IN.. s Day: WEDNESDAY Date: 6/12/2013 CONTROL : Signalized NIL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 1 0 1 1 1 1 2 0 1 2 0 4:00 PM 27 26 22 17 16 21 14 222 19 21 263 14 682 4:15 PM 2B 17 18 24 25 15 20 239 13 17 271 11 698 4:30 PM 23 15 19 23 21 15 20 227 24 13 283 14 697 4:45 PM 19 29 13 23 20 15 19 252 19 25 292 27 753 5:00 PM 14 16 22 15 23 13 23 236 20 17 352 12 763 5:15 PM 24 27 18 26 25 24 23 220 28 32 360 16 823 5:30 PM 22 25 16 20 30 10 19 231 24 35 316 20 768 5:45 PM 30 14 12 19 23 14 17 222 23 24 302 20 720 NIL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 187 169 140 167 183 127 155 1849 170 184 2439 134 5904 APPROACH %'s : 37.70% 34.07% 28.23% 35.01% 38.36% 26.62% 7.13% 85.059% 7.82% 6.67% 88.47% 4.86 °k CONTROL : Signalized City: NEWPORT BEACH N -S Direction: RIVERSIDE AVENUE E -W Direction: COAST HIGHWAY Trarsp, -=icc Soacis, Iuc. 2640 Walnut A-:enue, Suite H Tustin, CA. 93730 Grnunc Prinfnd- Turninn Mnvmmpnts Fle Name : h1302016 Site Code : 00005061 Start Date : 2/28/2013 Page No : 1 "'BREAK — 04:30 PM RIVERSIDE AVENUE COAST HIGHWAY 151 DRIVEWAY 570 COAST HIGHWAY 2 2 6 Southbound 4 Westbound 581 Northbound 1174 Eastbound 93 1 28 Start Time Right I 485 12 Ri ht I Thru Left Right Thru I Left I Right I Thru Left Int. Total] 07:00 AM 30 0 10 6 163 1 0 0 0 0 301 36 547 07:15 AM 45 0 14 6 196 0 0 0 0 0 362 461 669 07:30 AM 39 0 16 8 221 2 0 1 0 4 515 85 891 07:45 AM 99 0 17 16 291 1 2 2 0 4 535 97 1064 Total 213 0 571 36 871 4 2 3 01 8 1713 26411 3171 08:00 AM 124 0 20 10 296 6 1 0 1 3 544 74 1079 08:15 AM 57 0 16 13 314 2 0 0 0 2 598 51 1053 08:30 AM 62 0 12 19 332 4 0 0 1 2 585 61 1078 08:45 AM 52 3 14 11 303 2 0 0 2 3 539 61 990 Total 1 295 3 621 53 1245 141 1 0 41 10 2266 247 4200 "'BREAK — 04:30 PM 89 1 151 20 570 101 2 2 6 4 397 581 1174 04:45 PM 93 1 28 21 485 12 4 0 9 4 341 91 1089 Total 182 2 43 1 41 1055 221 6 2 151 8 738 1491 2263 05:00 PM 111 1 23 15 612 10 5 2 51 1 395 62 1242 05:15 PM 127 1 14 18 557 7 1 4 21 4 430 77 1242 05:30 PM 97 1 17 15 636 10 2 6 1 3 386 52 1226 05:45 PM 106 1 19 7 607 10 4 0 1 5 341 56 1157 Total 441 4 731 55 2412 371 12 12 91 13 1552 2471 4867 06:00 PM 102 0 161 13 601 6 5 0 6 6 370 54 1179 06:15 PM 83 0 17 9 551 9 5 2 3 3 311 53 1046 Grand Total 1316 9 268 207 6735 92 31 19 37 48 6950 1014 16726 Approh % 82.6 0.6 16.8 2.9 95.7 1.3 35.6 21.8 42.5 0.6 86.7 12.7 Total % 7.9 0.1 1.6 1.2 40.3 0.6 0.2 0.1 0.2 0.3 41.6 6.1 Tran5tcrwror: Studies. Inc. 3610 V'a' ut Avenue, Suite H Tustin, CA. 92780 City. NEWPORT BEACH N -S Direction: RIVERSIDE AVENUE. E -VV Direction: COAST HIGHWAY File Name : h1302016 Site Code : 00005061 Start Date : 2/28,2013 Page No :2 Peak Hour-Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Wnur for Pnfiro InferceMinn Gonine of n7-At AAA In To al 07:45 AM RIVERSIDE AVENUE COAST HIGHWAY DRIVEWAY Southbound Westbound Northbound COAST HIGHWAY Eastbound Start Time I Right I Thru I Left I ApP. totai Right I Thru I Left I App, Total Right Thru I Left I pp. Total I Right I Thru I Left I App, Total Peak Hour-Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Wnur for Pnfiro InferceMinn Gonine of n7-At AAA In To al 07:45 AM 99 0 17 116 16 291 1 308 2 2 0 4 4 535 97 636 1064 08:00 AM 124 0 20 144 10 296 6 312 1 0 1 2 3 544 74 621 1079 08:15 AM 57 0 16 73 13 314 2 329 0 0 0 0 2 598 51 651 1053 08:30 AM 1 62 0 12 74 19 332 4 355 0 0 1 1 2 585 61 648 1078 Total Volume 342 0 65 407 58 1233 13 1304 3 2 2 7 11 2262 283 2556 4274 P/ A .Total 84 0 16 4.4 94.6 1 42.9 28.6 28.6 0.4 88.5 11.1 PHP 1 .690 .000 .813 .707 .763 .928 .542 .918 .375 .250 .500 .438. .688 .946 .729 .982 1 .990 RIVERSIDE AVENUE Out In Total 343 407 750 342 0 651 Right Thru Left 4� 1 4 Peak Hour Data Al 3 m p� Nonh � m 0 2 y O c 2 2 F ry t= -1 Peak Hour Begins at 07:45 A Le _ O— r Tuminq Mov menls r Uou ww A r LLeft Th m Ri ht 2 2 3 31 Out In Total DPIVFWAY Transportation StudieS. InC, 2640 Walnut avenue. Suite H Tustin. CA. 92780 City: NEWPORT BEACH N -S Direction: RIVERSIDE AVENUE E 'PJ Direction: COAST HIGHWAY File Name : h1302016 Site Code :00005061 Start Date : 2/28/2013 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of i Peak Hour for Entire Intersection Begins at 05:00 PM Inl. Total 05:00 PM RIVERSIDE AVENUE Southbound COAST HIGHWAY Westbound DRIVEWAY Northbound COAST HIGHWAY Eastbound Start Time Right I Thru I Left I APP Tit Right Thru I Left I Apo Total I Right I Thru I _Left_LApp Total Right I Thru I Left I App,Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of i Peak Hour for Entire Intersection Begins at 05:00 PM Inl. Total 05:00 PM 111 1 23 135 15 612 10 637 5 2 5 12 1 395 62 458 1242 05:15 PM 127 1 14 142 18 557 7 582 1 4 2 7 4 430 77 511 1242 05:30 PM 97 1 17 115 15 636 10 161 2 6 1 9 3 386 52 441 1226 05:45 PM 106 1 19 126 7 607 10 624 4 0 1 5 5 341 56 402 1157 Total Volume 441 4 73 518 55 2412 37 2504 12 12 9 33 13 1552 247 1812 4867 %A .Total 85.1 0.8 14.1 2.2 96.3 1.5 36.4 36.4 27.3 0.7 85.7 13.6 PHF 1 .868 1.00 .793 .912 .764 .948 .925 .9471 ,600 .500 .450 .688 .650 .902 .802 .886 .980 RIVERSIDE AVENUE Out In Total 314 518 832 4411 41 73 Right Thru Left e Peak Hour Data —O kCIIS. North 0 N OD ID N A 1cn 2 (Peak HOUf Begins at 05:03P 4-2� g3� n 2 ¢ yarn— Tumin Movements r. OOn K 1 1 �v �;� F4 Left Thru Ri ht 1y h 33 87 Out In Total nPIVPWAV City. NEWPORT BEACH N -S Direction: TUSTiN AVENUE E -W Direction: COAST HIGHWAY "Lransuomnon Stcdies, Inc. 2640 Walnut Avenue. Sui:e H Tustin. CA. 92730 File Name : h1302017 Site Code : 00005060 Start Date :2/2812013 Page No : 1 "' BREAK — 04:30 PM 04:45 PM TUSTIN AVENUE 0 1 COAST HIGHWAY 14 10 DRIVEWAY 0 3 COAST HIGHWAY 01 1 3 2 Southbound 26 19 Westbound Total Northbound 1 161 24 Eastbound 3 0 Start Time Right Thru I Left Right 1 Thru Left Right I Thru I Left I Ri ht 1, Thru I Left I Int. Total 07:00 AM 1 1 3 3 159 0 0 0 1 0 339 2 509 07:15 AM 3 0 3 1 199 0 0 0 1 0 371 6 584 07:30 AM 4 1 1 6 226 0 0 0 0 0 502 4 744 07:45 AM 3 0 7 33 310 0 0 0 0 0 529 19 901 Total 11 2 141 43 894 0 0 0 2 0 1741 31 2738 08:00 A" 6 0 13 8 295 0 0 1 0 0 553 6 882 08:15 AM 5 0 13 8 318 0 0 0 0 0 613 5 962 08:30 AM 3 0 9 10 344 0 0 0 0 0 578 11 955 08:45 AM 1 1 0 7 9 345 0 0 0 0 0 554 3 919 Total 1 15 0 42 1 35 1302 01 0 1 01 0 2298 25 3718 "' BREAK — 04:30 PM 04:45 PM 9 1 8 0 1 7 9 14 10 552 0 543 0 0 3 0 0 01 1 3 2 391 347 26 19 1002 943 Total 1 17 1 161 24 1095 01 3 0 1 1 5 738 451 1945 05:00 PM 8 1 6 10 591 0 0 0 0 3 391 18 1028 05:15 PM 6 1 10 14 580 0 0 0 1 0 443 15 1070 05:30 PM 8 0 8 11 651 0 0 0 0 2 379 14 1073 05:45 PM 3 0 13 5 644 0 0 1 1 0 362 16 1045 Total 25 2 371 40 2466 01 0 1 21 5 1575 631 4216 06:00 PM 5 0 9 I 5 608 0 0 0 0 4 368 i 6 l 1015 06:15 PM 7 0 3 7 575 0 0 0 1 6 321 11 931 Grand Total 80 5 121 154 6940 0 3 2 6 20 7041 191 14563 Apprch % 38.8 2.4 58.7 2.2 97.8 0 27.3 18.2 54.5 0.3 97.1 216 Total % 0.5 0 0.8 1.1 47.7 0 0 0 0 0.1 48.3 1.3 T.^_-s-ermtion Studies. Inc. 264; S.L'a {nut Avenue, Suite H Tsstin, CA. 9 -780 City. NEWPORT BEACH N -S Direction: TUSTIN AVENUE E'NDirection: COASTHIGMPJAY File Name : h1302017 Site Code : 00005060 Start Date : 2/28/2013 Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Pco4 I-Inurfnr Pnfiro Inforcorfinn Pcnloo t nA M ana Int. Total 08:00 AM TUSTIN AVENUE COAST HIGHWAY Southbound I Westbound DRIVEWAY I Northbound COAST HIGHWAY Eastbound Start Time I Right I Thru I Left I App. Total I Right Thru Left I Aso. Teal I Right I Thou I Left I nog. To1aI I Rightl Thru I Left I Apo. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Pco4 I-Inurfnr Pnfiro Inforcorfinn Pcnloo t nA M ana Int. Total 08:00 AM 6 0 13 19 8 295 0 303 0 1 0 1 0 553 6 559 882 08:15 AM I 5 0 13 18 8 318 0 326 0 0 0 0 0 613 5 618 962 08:30 AM 3 0 9 12. 10 344 0 354 0 0 0 0 0 578 11 589 955 08:45 AM 1 0 7 8 9 345 0 354 0 0 0 0 0 554 3 557 919 Total Volume 15 0 42 571 35 1302 0 1337 0 1 0 1 0 2298 25 2323 3718 %Aoo. Total 26.3 0 73.7 2.6 97.4 0 0 100 0 0 98.9 1.1 PHF 1 .625 .000 .808 .750 .875 .943 .000 .944 .000 .250 .000 .2501 .000 .937 .568 .940 .966 TUSTIN AVENUE Out In Total 61 57 F 118 15 0 42 Right Thru Left Peak Hour Data r North _s u 0 0 2 rrr��jjj y 0S in2 �Z Peak Hour Begins at M00 AM / -2 N J F _ 2N QO _! lot Tu in Move ens � D 0 Ic : �� Do L r Laft Thru Ri ht L 0 1 01 I � o Out In iota) ORIVPWAY - smmW�ton Studies_ [ac. 2640 Wznu; Averse, Su'.te H Tustin, CA. 92780 City. NEWPORT BEACH N -S Direction: TUSTIN AVENUE E `PJ Direction: COAST HIGHVVAY File Name : h1302017 Site Code :00005060 Start Date : 2/23/2013 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Enfira Inte,c ,tin, Re, mn nl r15 nn PM Int. Total 05:00 PM TUSTIN AVENUE Southbound COAST HIGHWAY I Westbound I DRIVEWAY Northbound COAST HIGHWAY I Eastbound Start Time I Right I Thru 1 Left I App, Total I Ri ht I Thru I Left 1 Ape. Total I Right I Thru I Left I App. Total I Right I Thru I Left I ADO. Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Enfira Inte,c ,tin, Re, mn nl r15 nn PM Int. Total 05:00 PM 8 1 6 15 10 591 0 601 0 0 0 0 3 391 18 412 1028 05:15 PM 6 1 10 17 14 580 0 594 0 0 1 1 0 443 15 458 1070 05:30 PM 8 0 8 16 11 651 0 662 0 0 0 0 2 379 14 395 1073 05:45 PM 3 0 13 16 5 644 0 649 0 1 1 2 0 362 16 378 1045 Total Volume 25 2 37 64 40 2466 0 2506 0 1 2 3 5 1575 63 1643 4216 %App. Total 39.1 3.1 57.8 1.6 98.4 0 0 33.3 66.7 0.3 95.9 3.8 PHF .781 .500 .712 .941 .714 .947 .000 .946 .000 .250 .500 .375 .417 .889 .875 .897 1 2 TUSTIN AVENUE Out In Total 71074 1 641 1681 251 21 37 Right Thru Left �f 1I --1 Peak Hour Data �M E sm �_ Peak Hour Begins at 05:00 PM N a m u't Turning Movements r. 0,51 o� i ♦ r %o �o (�N T r Left Thru Ri ht 2 0 31 10 Out In Total QQIVIEWAY GitV: NEWPORT BEACH N -S Direction: IRVINE AVENUE E 1rV Direction: DOVER DRIVE -19TH ST T nsncnanm Studies, (ne. 16uo Walnut Avenue, Suite H Tusun, CA. 92780 Grmms Printad.Turninn Mnvnmants File Name : H1204029 Site Code :00005701 Start Date :4124/2012 Page No : 1 08:00 AM IRVINE AVENUE 84 31 4 DOVER DRIVE 7 32 20 IRVINE AVENUE 08:15 AM 19TH STREET 6 140 25 Southbound 26 Westbound Northbound 183 Eastbound 9 Start Time Right I Thru I Left I Right I Thru I Left Right I Thm Left F--Right I Thru Left Int. Total 07:00 AM 2 109 17 17 6 0 4 95 51 9 15 8 289 07:15 AM 5 107 18 26 8 3 1 102 4 6 19 10 309 07:30 AM 5 170 30 51 22 5 6 145 11 4 34 13 496 07:45 AM 0 300 44 66 22 1 2 241 8 8 51 12 755 Total 12 686 1091 160 60 9 13 583 281 27 119 43 1849 08:00 AM 7 128 33 84 31 4 1 211 12 7 32 20 570 08:15 AM 6 140 25 39 26 2 3 183 9 9 38 19 499 08:30 AM 4 153 34 45 27 1 3 159 22 7 22 19 496 08:45 AM 9 151 27 43 25 0 3 167 17 16 29 15 502 Total 1 26 572 119 211 109 71 10 720 601 39 121 731 2067 "` BREAK — 04:30 PM 5 193 39 51 61 5 7 143 15 I 14 18 8 559 04:45 PM 14 277 39 56 46 8 10 126 43 18 38 13 688 Total 1 19 470 781 107 107 131 17 269 581 32 56 21 1247 05:00 PM 10 264 401 57 49 7 13 178 16 11 20 5 670 05:15 PM 21 310 37 56 48 5 12 175 23 19 26 17 749 05:30 PM 24 334 43 65 39 10 6 179 15 15 25 13 768 05:45 PM 20 299 38 58 45 7 6 150 17 12 23 13 688 Total) 75 1207 1581 236 181 291 37 682 71 1 57 94 48 2875 06:00 PM 16 293 48 47 43 9 6 156 14 4 24 7 667 0615 PM 16 233 31 45 38 7 9 154 17 8 18 11 587 Grand Total 164 3461 543 806 538 74 92 2564 248 167 432 203 9292 Apprch % 3.9 83 13 56.6 37.9 5.2 3.2 88.3 8.5 20.8 53.9 25.3 Total % 1.8 37.2 5.8 8.7 5.8 0.8 I 1 27.6 2.7 1.8 4.6 2.2 Transwrtaver. Studies. Inc. 2640 Walnut Avenue. Suite H Tustin. CA. 92730 City: NEWPORT BEACH File Name : H1204029 N -S Direction: IRVINE AVENUF Site Code 00005701 E 'J`d Direction: DOVER DRIVE -19TH ST Star. Date : 4/24/2012 Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of i Peak Hour for Fntire. Intersection Renins at 07 3n AM Int. Total 07:30 AM IRVINE AVENUE Southbound DOVER DRIVE IRVINE AVENUE Westbound I Northbound 19TH STREET I Eastbound Start Time I Right I Thru I Left I App. Total Right I Thru I Left I Aoo Total I Right I Thru I Left Aoo.Tmal LRAght I Thru Left Aoo. TOtel Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of i Peak Hour for Fntire. Intersection Renins at 07 3n AM Int. Total 07:30 AM 5 170 30 205 51 22 5 781 6 145 11 1621 4 34 13 51 496 07:45 AM 0 300 44 344 66 22 1 89 2 241 8 251 1 8 51 12 71 755 08:00 AM 7 128 33 168 84 31 4 119 1 211 12 224 7 32 20 59 570 08:15 AM 6 140 25 171 39 26 2 67 3 183 9 195 9 38 19 66 499 Total Volume 18 738 132 8881 240 101 12 353 12 780 40 8321 28 155 64 247 2320 App. Total 2 83.1 14.9 68 28.6 3.4 1.4 93.8 4.8 11.3 62.8 25.9 PHF 1 .643 .615 .750 .645 .714 .815 .600 .7421 .500 .809 .633 .8291 .778 .760 .800 .870 .768 IRVINE AVENUE Out In Total 1084 888 719721 181 7381 132 Right Thru Left Peak Hour Data �o od �° w North �r —f Peak Hour Begins at 07: 30 A Fx Z m m - T ove ens D m F' Le Thru Ri ht 40 780 12 8 Out In Total I:ansroratlon Sr-;dies. Inc. 2540 Wai nut A venue. Suite H Tustin, CA. 92780 City NEWPORT BEACH File Name : H1204029 N -S Direction: IRVINE AVENUE Site Code : 00005701 E -W Direction: DOVER DRIVE -19TH ST Start Date : 4/24/2012 Page No :3 IRVINE AVENUE Southbound DOVER DRIVE I Westbound IRVINE AVENUE Northbound 19TH STREET Eastbound Start Time Right I ThruI Left I Aop. Total. Right_ ThruI Lek I App, Total Right_ I Thru I Left I App. Total Right I Thru I Left I Apo Tow Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 04:45 PM In To al 04:45 PM 14 277 39 3301 56 46 8 110 10 126 43 1791 18 38 13 69 688 05:00 PM 10 264 40 314 57 49 7 113 13 178 16 207 11 20 5 36 670 05:15 PM 21 310 37 368 56 48 5 109 12 175 23 210 19 26 17 62 749 05:30 PM 24 334 43 401 65 39 10 114 6 179 15 200 15 25 13 53 768 Total Volume 69 1185 159 1413 234 182 30 446 41 658 97 796 63 109 48 220 2875 % App. Total 4.9 83.9 11.3 52.5 40.8 6.7 5.2 82.7 12.2 28.6 49.5 21.8 PHF .719 .887 .924 .881 ,900 .929 .750 .978 .788 .919 .564 .948 1 .829 .717 .706 .797 .936 IRVINE AVENUE Out In Total 940 1413 69 1185 159 Right Thru Lett Peak Hour Data 6 1 'o "+ 0 w~ m.S tz- North m5 °o Ef Peak Hour Begins at 04:45 P 4 -2 N 'FM A m n r T Movements L m NIA T r Left Thru Ri ht 1 971 658 1278 796 20741 Out In Total City: NEWPORT BEACH N -S Direction: IRVINE AVENUE E -W Direction: 17TH ST - WESTCLIFF DR •ansperation Studies,lrc. 2640 Walnut Avenue, Suitt H Tustin. CA. 92780 Grouos Printed- Turnina Movements File Name : H1204030 Site Code : 00003873 Start Data : 5/3/2012 Page No : 1 08:00 AM IRVINE AVENUE WESTCLIFF DRIVE I IRVINE AVENUE 17TH STREET 81 10 Southbound 178 Westbound 35 118 64 Northbound 08:15 AM Eastbound 63 30 Start Time Right I Thru I Left Right Thru Left Ri ht Thru Left I Right I Thru I Left Int. Total 1 07:00 AM 25 64 16 0 33 3 3 73 431 39 68 23 390 07:15 AM 26 43 13 4 42 5 3 64 591 30 80 31 400 07:30 AM 25 124 38 11 47 5 4 101 791 53 88 31 606 07:45 AM 25 194 71 18 74 5 6 130 691 80 116 53 841 Total 101 425 138 33 196 181 16 368 2501 202 352 138 2237 08:00 AM 48 105 49 16 81 10 I 13 178 85 35 118 64 802 08:15 AM 25 63 30 12 109 7 8 108 71 28 131 49 641 08:30 AM 34 76 28 16 125 17 10 90 49 37 113 64 659 08:45 AM 50 88 58 14 135 14 4 100 68 35 116 40 722 Total 1 157 332 1651 58 450 481 35 476 2731 135 478 2171 2824 — BREAK — 04:30 PM 71 113 38 29 151 1 04:4T PM 143 226 1091 46 313 311 20 196 15111 95 270 145 18745 05:00 PM 73 111 38 17 158 19 8 93 63 48 121 64 813 05:15 PM 118 142 59 38 136 16 9 128 79 55 126 58 964 05:30 PM 149 143 45 14 144 26 11 107 76 59 126 69 969 05:45 PM 135 164 38 21 143 17 9 139 81 60 109 50 966 Total 1 475 560 1801 90 581 781 37 467 2991 222 482 241 3712 06:00 PM 121 135 28 14 131 22 17 85 76 44 111 71 855 0615 PM 94 134 35 10 143 15 12 72 73 70 125 60 843 Grand Total 1091 1812 655 251 1814 212 137 1664 1122 768 1818 872 12216 Apprch % 30.7 50.9 18.4 11 79.7 9.3 4.7 56.9 38.4 22.2 52.6 25.2 Total % 8.9 14.8 5.4 2.1 14.8 1.7 1.1 13.6 9.2 6.3 14.9 7.1 ?rensporat;on Snudies, Inc. 2E 10 Walnut Avenue_ Su;;- H Tustin, CA. 93780 City: NEN/PORT BEACH File Name ' H1204030 N -S Direction IRVINE AVENUE Site Code : 00003873 E `r\/ Direction: 17TH ST - WEST CLIFF DR Start Date :5/3/2012 Page No :2 DRIVE I IRVINEAVENVE Peak Hour Analysis From 07:00 AM to 08:45 AM - Pe Peak Hour for Entire Intersection Begins at 0745 AM 07:45 AM 25 194 71 290 18 74 5 97 6 130 69 205 80 116 53 249 841 08:00 AM 48 105 49 202 16 81 10 107 13 178 85 276 35 118 64 217 802 08:15 AM 25 63 30 118 12 109 7 128 8 108 71 187 28 131 49 208 641 08:30 AM 34 76 28 138 16 125 17 158 10 90 49 149 37 113 64 214 659 Total Volume 132 438 178 748 62 389 39 490 37 506 274 817 180 478 230 888 2943 App. Total 17.6 58.6 23.8 12.7 79.4 8 4.5 61.9 33.5 20.3 518 25.9 PHF .688 .564 .627 .645 1 .861 .778 .574 .775 .712 .711 .806 .740 .563 .912 .898 .892 .675 IRVINE AVENUE Out In Total 798 7 748 1546 1321 4381 178 Right Thru L eft � 1 4 Peak Hour Data ° t tm� �0 w North _ m �N w 5m ji Pk Hor Begins at 07:45 A 2L 7u in p ^ ^ d 1 =m �m 0 'm o, +, T Fo Left Thru RI ht 274 506 3] I 657 817 F 1474 Out In Total City: NEWPORT BEACH N -S Direction: IRVINE AVENUE E W Direction.: 17TH ST - WESTCLIFF DR Imo-- IRVINEAVENUE bound Southbound Start Time I Right I Thru I Left I App. Total R Peak Hour Analysis From 04:30 PM to 06:15 PM - PE Peak Hmv fnr Fnfira Intcrsarfinn Rcnins of 0515 PM Traasoarr ^.at oc StuCS. Inc. 2640'.Vainut Avenue. Suite I 7 "ustin. CA. 92730 WESTCLIFF DRIVE I IRVINE AVENUE I 17TH File Name : H1204030 Site Code : 00003873 Start Date : 5/3/2012 Page No : 3 05:15 PM 118 142 59 3191 38 136 16 190 9 128 79 216 55 126 58 239 964 05:30 PM 149 143 45 337 14 144 26 184 11 107 76 194 59 126 69 254 969 05:45 PM 135 164 38 337 21 143 17 181 9 139 81 229 60 109 50 219 966 06:00 PM 121 135 28 284 14 131 22 167 17 85 76 178 44 111 71 226 855 Total Volume 523 584 170 1277 87 554 81 722 46 459 312 817 218 472 248 938 3754 % AoD. Total 41 45.7 13.3 12 76.7 111 5.6 56.2 38.2 23.2 50.3 26.4 PHF 1 .878 .890 .720 .947 .572 .962 .779 .950. .676 .826 .963 .8921 .908 .937 .873 .923 .969 IRVINE AVENUE Out In Total 794 F72777 F-20-71 523 58 170 Ri9M T ru Left Peak Hour Data p� W � y � m Peak Hour Begins at 05:15 P 1 -2 a o T n m m Turning a rr- N Ca_ HOC �b T Lett Thru Ri ht 312 59 46 883 EiT7 F17161 Out In Total IRVINE AVFNt IF City: NEWPORT BEACH N -S Direction DOVER DRIVE E -W Direction: WESTCL IFF DRIVE T-nnsperation Studies. Inc. 2640 Walnut Avenue, Suite ii Tustin. CA. 92780 File Name : H1204028 Site Code : 00000562 Stag Date : 4;2512012 Page No : 1 "`BREAK — DOVER DRIVE DEAD END DOVER DRIVE I ----WESTCLIFF DRIVE 19 83 0 Southbound 0 0 i Westbound Total) Northbound 161 01 Eastbound 0 0 1 Start Time Ri ht Thru I Left Right I Thru 1 Left I Right I Thru I Left Right Thru Left I Int. Total 1 07:00 AM 8 41 0 0 0 0 0 38 27 67 0 11 192 07:15 AM 16 84 0 0 0 0 0 39 25 75 0 11 250 07:30 AM 18 94 0 0 0 0 0 81 42 96 0 8 339 07:45 AM 31 121 0 0 0 0 0 109 63 155 0 13 492 Total 73 340 01 0 0 0 0 267 157 393 0 431 1273 08:00 AM 26 81 0 0 0 0 0 109 96 104 0 19 435 08:15 AM 15 84 0 0 0 0 0 86 751 130 0 16 406 08:30 AM 39 143 0 0 0 0 0 87 1001 130 0 17 516 08:45 AM 31 164 0 0 0 01 0 129 91 1 145 0 15 575 Total 111 472 01 0 0 01 0 411 62 362-F- 509 0 67 1932 "`BREAK — 04:45 PM 19 83 0 0 0 0 i 123 123 126 0 36 510 Total) 45 161 01 0 0 0 1 0 250 2601 256 0 61 1 1033 05:00 PM 24 86 0 0 0 0 0 111 131 I 120 0 30 502 05:15 PM 26 91 0 0 0 0 0 150 150 146 0 26 589 05:30 PM 24 101 0 0 0 0 0 149 1321 114 0 34 554 05:45 PM 29 91 0 0 0 0 0 133 137 123 0 31 544 Total 1 103 369 01 0 0 0 1 0 543 5501 503 0 1211 2189 06:00 PM 32 79 0 0 0 0 0 97 117 104 0 31 460 06:15 PM 20 83 0 0 0 0 0 118 102 83 0 23 429 Grand Total 384 1504 0 0 0 0 0 1686 1548 1848 0 346 7316 Apprch % 20.3 79.7 0 0 0 0 0 52.1 47.9 84.2 0 15.8 Total % 5.2 20.6 0 0 0 0 0 23 21.2 25.3 0 4.7 Traescormu... Studies, 1rc. ?54G Wainut Avenue, Suite H Tustin. CA. 92780 City: NEWPORT BEACH N -S Direction: DOVER DRIVE E-- ',1rDirection: WESTCLIFF DRIVE File Name : H1204028 Site Code : 00000562 Start Date : 4/2512012 Page No :2 DOVER DRIVE DEAD END Southbound I Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE Eastbound Start Time I Right I Thru I Left I Apo Total I Right I Thru I Left Aoo Total Right I Thru I Left I App, Total I Right I Thry Left nog total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hourfor Entire InfcreeMinn Reninc of nA nn aKA Int. Total 08:00 AM 26 81 0 107 0 0 0 0 0 109 96 205 104 0 19 123 435 08:15 AM 15 84 0 99 0 0 0 0 0 86 75 161 130 0 16 146 406 08:30 AM 39 143. 0 182 0 0 0 0 0 87 100 187 130 0 17 147 516 08:45 AM 31 164 0 195 0 0 0 0 0 129 91 220 145 0 15 160 575 a' uma VQTot 111 472 583 0 0 411 362 773 7 576 1932 10 A I 19 81 0 0 0 0 0 53.2 46.8 88.4 0 11.6 PHFI .712 .720 .000 .7471 .000 .000 .000 .000 .000 .797 .905 .878 1 .878 .000 .882 .900 .840 DOVER DRIVE Out In Total 479 583 71011 tttl 472 0 Ripht Thru Left Peak Hour Data � Month 3 0 o o c� LL _ —� f n Peak Hour Begins 08:00 —_m U O m Z ; qo 'c Turning M v m n r. O S p'� 41 T r left Thru Ri ht 3621 411 0 1 98111 7731 1754 Out In Total Tmrs:=a:icr. Studies. inc. :5-0 %Mainut Avenue, Sui I' Tustin. CA. 92780 City: NEWPORT BEACH N S Direction: DOVER DRIVE E -W Direction: WESTCLIFF DRIVE File Name : H1204028 Site Code :00000562 Start Date : 4/2512012 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Pe Peak Hour for Entire Intersection Berms at OS_On PM 05:00 PM 24 86 0 110 0 0 0 0 0 111 131 242 120 0 30 1501 502 05:15 PM 26 91 0 117 0 0 0 0 0 150 150 300 146 0 26 172 589 05:30 PM 24 101 0 125 0 0 0 0 0 149 132 281 114 0 34 148 554 05:45 PM 29 91 0 120 0 0 0 D 0 133 137 270 123 0 31 154 544 Total Volume 103 369 0 472 0 0 0 0 0 543 550 1093 503 0 121 624 2189 % . Total 21.8 78.2 0 0 0 0 0 49.7 50.3 80.6 0 19.4 PHF .888 .913 .000 .944 .000 .000 .ODD .000 .000 .905 .917 .911 .861 .000 .890 .907 .929 DOVER DRIVE Out In Total 664 72 1136 I 03 691 0 Right Thry Lett Peak Hour Data tt North p Z. O o m u --+ Peak Hour Begins at 05:00 P + -2 0 0 m z yu � mo c T min Move ents � o SOS° u'K� r.O Iw Left Thru Ri ht 4 0 6721 1093 19651 Out In Total City: NEWPORT BEACH N -S Direction: DOVER DRIVE E-W Direction: 16TH STREET Tt,nsrortncr. Srudies, inc. 2540 Wsln z A,cnue. Suite H Tustin, CA. 92780 File Name : h1204027 Site Code : 00005163 Start Date :4125/2012 Page No : 1 08:00 AM DOVER DRIVE 3 16TH STREET DOVER DRIVE 1 16TH I STREET 15 193 23 Southbound 53 Westbound 2 Northbound 522 Eastbound 12 Start Time I Ri ht I Thru I Left Ri ht I Thru I Left Right I Thru Left I Rant I Thru I Left Int. Total 07:00 AM 1 109 5 7 1 4 2 53 8 25 1 5 221 07:15 AM 3 133 12 4 0 3 3 56 5 38 6 0 263 07:30 AM 4 180 5 12 0 21 9 107 23 46 1 3 411 07:45 AM 4 245 13 14 2 9 9 157 24 59 8 4 548 Total 12 667 35 37 3 37 23 373 601 168 16 12 1443 08:00 AM 3 194 12 16 1 6 15 193 23 53 4 2 522 08:15 AM 12 197 5 19 2 10 5 146 201 53 5 4 478 08:30 AM 24 236 11 12 5 17 9 176 21 40 3 10 564 08:45 AM 11 280 12 12 2 11 14 203 23 1 63 9 13 653 Total 1 50 907 40 59 10 44 43 718 871 209 21 291 2217 `" BREAK — 17 04:45 PM 9 206 11 8 3 4 14 236 18 36 10 5 560 Total 1 15 394 321 25 5 101 19 470 41 74 13 101 1108 05:00 PM 4 190 32 15 5 10 13 229 291 37 6 10 580 05:15 PM 6 205 11 12 2 15 8 275 43 37 6 8 628 05:30 PM 7 226 20 12 3 16 14 253 22 39 5 8 625 0545 PM 6 195 16 11 4 11 10 260 42 40 6 8 609 Total 23 816 79 50 14 521 45 1017 136 153 23 34 2442 06:00 PM 4 166 16 8 5 9 10 199 27 25 4 7 480 06:15 PM 8 177 18 8 2 5 10 214 32 21 4 2 501 Grand Total 112 3127 220 187 39 157 150 2991 383 650 81 94 8191 Appreh % 3.2 90.4 6. 48.8 10.2 41 4.3 84.9 10.9 78.8 9.8 11.4 Total % 1.4 38.2 2.7 2.3 0.5 1.9 1.8 36.5 4.7 7.9 1 1.1 T scc: acoc s_ �ies. rr_ _540'7vairu! A -;=Ue. Suite H Tustin, CA. 92790 City: NEWPORT BEACH N -S Direction: DOVFR DRIVE E -W Direction,: 16TH STF,EET File Name : h1204027 Site Code : 00005163 Start Date : 4,25/2012 Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 P—le Hnnr fnr Pntiro Int-- -Minn anni— m nA.nn AKA In To al 08:00 AM DOVER DRIVE Southbound 16TH STREET Westbound DOVER DRIVE 16TH STREET Northbound I Eastbound Start Time I Right I Thru I Left I Apo, Total Right I Thru I Left I App Total I Right I Thru I Left App. Total LN ght Thru Left Apo. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 P—le Hnnr fnr Pntiro Int-- -Minn anni— m nA.nn AKA In To al 08:00 AM 3 194 12 209 1 16 1 6 231 15 193 23 231 I 53 4 2 59 522 08:15 AM 12 197 5 214 19 2 10 31 5 146 20 171 53 5 4 62 478 08:30 AM 24 236 11 2' 12 5 17 34 9 176 21 206 40 3 10 53 564 08:45 AM 11 280 12 31 12 2 11 25 14 263 23 240 63 9 13 85 653 Total Volume 50 907 40 9971 59 10 44 1131 43 718 87 848 209 21 29 259 2217 % App. Total 5 91 4 52.2 8.8 38.9 5.1 84.7 10.3 80.7 8.1 11.2 PHF .521 .810 .833 .823 1 .776 .500 .647 .831 1 .717 .884 .946 .883 1 .829 .583 .558 .762 .849 DOVER DRIVE Out In Total 806 997 FlBO73 50 90] 40 Right Thru Left Peak Hour Data oe q T Do rz. r North W n � �— 2 ~ Peak Hour Begins at 08:00 A 2O fP In Tumina Movements -I T r Leh ThL Right 87 718 43 1 1 6 848 008 Out In Total Tramccrau;on Studies. Inc. 2640 V ah.ut Avenue, Sune H Tustin. CA, 92730 City: NEWPORT BEACH N -S Direction: DOVER DRIVE E -W Directon: 16TH STREET File Name :h1204027 Site Code : 00005163 Start Date : 4 /2 512 01 2 Page No : 3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM DOVER DRIVE Southbound 16TH STREET Westbound DOVER DRIVE Northbound 16TH STREET Eastbound Start Time I Right I Thru I Left I App. Total I Right I Thru Left Apo Twat Right I Thru I Left 1 Apo Tow Right I Thru I Left I App, Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 4 190 32 226 15 5 10 30 13 229 29 271 37 6 10 53 580 05:15 PM 6 205 11 222 12 2 15 29 8 275 43 326 37 6 8 51 628 05:30 PM 7 226 20 253 12 3 16 31 14 253 22 289 39 5 8 52 625 05:45 PM 6 195 16 217 11 4 11 26 10 260 42 312 40 6 8 54 609 1/. otal Volume 23 816 79 918 50 14 52 116 45 1017 136 1198 153 23 34 210 2442 A . Total 2.5 88.9 8.6 43.1 12.1 44.8 18 84.9 11.4 72.9 11 16.2 PHF 1 .821 .903 .617 .907 .833 .700 .813 .935 .804 .925 .791 .919 .956 .958 .850 .972 1 972 DOVER DRIVE Out In Total M38 Right Thru Le_(t Peak Hour Data IA > North o 2 2 T Peak Hour Be 9 ins a105:00 to m �2 y Z a m A �✓� Nr ' m y y p II Left Thru Ri ht 136 1017 45 10211 1198 F22179 Out In Total City: NEWPORT BEACH N -S Direction DOVER- BAYSHORES E `W Direction: COAST HIGHWAY T:u. `.omrlon Studi2s, lnc. Z64O R sinut Avenue. Su+te H Tustin, CA. 92780 Grminc PrinfuA- Tuminn Mnvomnntc File Name : H1204023 Site Code : 00000554 StaitDate :4125/2012 Page No : 1 "'BREAK — DOVER DRIVE COAST HIGHWAY BAYSHORES DRIVE COAST HIGHWAY Southbound Westbound Northbound 31 Eastbound 175 260 Start Time Ri ht Thru Left Right Thru Left Right I Thru I Left I Ri ht Thru I Left In Total 07:00 AM 22 11 108 61 145 1 7 6 2 5 244 11 623 07:15 AM 35 6 174 63 189 1 5 6 3 8 282 16 788 07:30 AM 38 6 181 94 234 1 10 18 8 5 392 21 1008 07:45 AM 40 7 256 129 253 4 17 15 10 3 486 21 1241 Total 135 30 719 347 821 71 39 45 23 1 21 1404 691 3660 08:00 AM 41 14 169 168 295 5 13 4 71 9 449 331 1207 08:15 AM 1 48 8 245 159 302 8 12 12 5 4 452 291 1284 08:30 AM 48 6 202 173 297 2 10 18 6 5 453 41 1261 08:45 AM 45 16 288 184 311 2 7 11 6 3 471 41 1385 Total 182 44 9041 684 1205 171 42 45 241 21 1825 1441 5137 "'BREAK — 04:30 PM 31 17 175 260 467 7 3 8 4 4 389 39 1404 04:45 PM 37 15 209 268 463 10 4 4 8 4 384 31 1437 Total 1 68 32 3841 528 930 171 7 12 12 1 8 773 701 2841 05:00 PM 32 12 181 258 509 10 9 9 3 7 379 32 1441 05:15 PM 34 12 2301 323 544 16 10 11 4 4 389 29 1606 05:30 PM 32 12 221 305 515 13 15 9 8 5 356 28 1519 05:45 PM 38 13 208 284 486 9 16 3 1 6 353 30 1447 Total 136 49 8401 1170 2054 481 50 32 161 22 1477 119 6013 06:00 PM 30 5 174 253 454 12 6 10 2 1 351 27 1325 06:15 PM 32 11 190 217 443 8 2 4 3 1 336 34 1281 Grand Total 583 171 3211 3199 5907 109 146 148 80 74 6166 463 20257 Approh % 14.7 4.3 81 34.7 64.1 1.2 39 39.6 21.4 11 92 6.9 Total % 2.9 0.8 15.9 15.8 29.2 0.5 0.7 0.7 0.4 0.4 30.4 2.3 "Lers��ra:ix �Z:dies, tee. 2�'C' Y✓elaut Averue. Sui :e H Tu m, CA. 92730 City: NEWPORT BEACH ti -S Direction: DOVER- BAYSHORES E -W Direction: COAST HIGHWAY Peak Hour Analysis From 07:00 AM to 08:45 AM - Pe Peak Hour for Fnflro Int ---- find Remo- of no nn Ann File Name : H1204023 Site Code :00000554 Stan Da:e :4/25/2012 Page No :2 08:00 AM 41 14 169 224 168 295 5 4681 13 4 7 24 9 449 33 491 1207 08:15 AM 48 8 245 301 159 302 8 469 12 12 5 29 4 452 29 485 1284 08:30 AM 48 6 202 256 173 297 2 472 10 18 6 34 5 453 41 499 1261 08:45 AM 45 16 288 349 184 311 2 497 7 11 6 24 3 471 41 515 1385 Total Volume 182 44 904 1130 684 1205 17 1906 42 45 24 111 21 1825 144 1990 5137 A . Total 16.1 3.9 80 35.9 63.2 0.9 37.8 40.5 21.6 1.1 91.7 7.2 PHF 1 .948 .688 .785 .809 .929 .969 .531 .959 .808 .625 .857 .816 1 .583 .969 .878 .966 1 .927 DOVER DRIVE Out In Total 8731 FT1307 CMO31 I 1621 as 904 Right Thm Left 4-1 Y Peak Hour Data aim * a IJ�g Narth (9 cm m2 -i �_2 Peak Hour Begins at 08:00 A � -2 o p f e3l 2 y _ � Tum no Movements LJ J N � T r Left Thm Right 24 451 42 1 ® 93 Ouf Total R T; an>_onx[ on Studies. Inc. 26-1',^, R'ai -.ut A , enue. Suke H Tustin, CA. 92780 City: NEWPORT BEACH File Name : H1204023 N -S Direction: DOVER- BAYSHORES Site Code : 00000554 E -''N Direction: COAST HIGHWAY Star; Date :4125/2012 Page No :3 DOVER DRIVE I COAST HIGHWAY I BAYSHORES DRIVE I COAST HIGHWAY PeaK Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Pcak Hnnr fnr Pntin. Intc,e &min Rnnine of nRnn PnA 05:00 PM 32 12 181 225 258 509 10 777 9 9 3 21 7 379 32 418 1441 05:15 PM 34 12 238 276 323 544 16 883 10 11 4 25 4 389 29 422 1606 05:30 PM 32 12 221 265 305 515 13 833 15 9 8 32 5 356 28 389 1519 05:45 PM 38 13 208 259 284 486 9 779 16 3 1 20 6 353 30 389 1447 Total Volume 136 49 840 1025 1170 2054 48 3272 50 32 16 98 22 1477 119 1618 6013 % App. Total 13.3 4.8 82 35.8 62.8 1.5 51 32.7 16.3 1.4 91.3 7.4 PHF .895 .942 .913 .928 .906 .944 .750 926 .781 .727 .500 .7661 .786 .949 .930 .959 .936 DOVER DRIVE 1out 110 $ Total 346 36 491 840 Right Thru Left Peak Hour Data arm m�+, f. mOU 3 .J North o O x m J rn U'c' �2 -pro ry -I F F-1 Peak Hour Begins at 05:00 P 4— n N Ej - O on ¢ m U Tu in ovements 00 n n ON fJ N m- L r Lett Th Ri ht 3 16 32 01 119 98 F 217 Out In Total City: NEWPORT BEACH N -S Direction: BAYSIDE DRIVE E -W Direction: COAST HIGHWAY Trensneranoa. SfUdc es. tnc. 2640 W inut ?. :e :ue. Sui;e r' Tustin. CA. 52780 rrnunc Prinlnd. Turninn Mnvcmentw File Name : H1204022 Site Code :00003873 Start Date : 5/1/2012 Page No : 1 — BREAK — 04:30 PM BAYSIDE DRIVE 1 COAST HIGHWAY BAYSIDE DRIVE 615 I COAST HIGHWAY 10 2 112 Southbound 463 Westbound Northbound 04:45 PM I Eastbound 0 10 Start Time Ric ht Thru 18 Left I Right Thru Lek Ri ht Thru Left Riqht Thru Lek Int. Total 07:00 AM 4 0 5 1 168 3 6 0 56 45 311 7 606 07:15 AM 1 3 2 4 206 8 7 2 541 52 387 5 731 07:30 AM 10 1 1 3 232 5 9 0 63 54 460 61 644 07:45 AM 12 2 4 2 302 11 14 1 88 83 635 16 1170 Total 27 6 12T 10 908 271 36 3 261 234 1793 341 3351 08:00 AM 5 1 9 3 337 9 5 1 88 82 601 10 1151 08:15 AM 10 1 10 3 385 9 4 1 87 61 605 5 1181 08:30 AM 10 0 6 7 353 8 3 4 97 75 585 7 1155 08:45 AM 11 3 5 2 401 11 13 7 111 82 630 8 1284 Total 1 36 5 301 15 1476 37 1 25 13 3831 300 2421 301 4771 — BREAK — 04:30 PM 10 1 6 10 615 131 10 2 112 151 463 16 1409 04:45 PM 17 0 10 8 617 18 9 0 107 125 410 12 1333 Total 27 1 16 18 1232 31 19 2 2191 276 873 281 2742 05:00 PM 12 9 9 8 606 19 1 1 112 128 448 12 I 1374 05:15 PM 7 1 6 7 850 15 5 3 1021 130 512 12 1650 05:30 PM 12 3 5 3 675 11 6 2 107 103 482 18 1427 05:45 PM 7 3 3 5 732 12 8 2 89 112 453 8 1434 Total 38 16 231 23 2863 571 29 8 410 473 1895 50 5885 06:00 PM 14 1 7 8 622 8 9 3 105 85 438 15 1315 06:15 PM 11 1 3 12 609 20 4 1 78 111 412 12 1274 Grand Total 153 30 91 86 7710 180 122 30 1456 1479 7832 169 19338 Apprch % 55.8 10.9 33.2 1.1 96.7 2.3 7.6 1.9 90.5 15.6 82.6 1.8 Total % 0.8 0.2 0.5 0.4 39.9 0.9 0.6 0.2 7.5 7.6 40.5 0.9 rurscc: a[icr. Studies. Lc. 2$40 4 \'z ::1ut Avenue, Suite H Tustin. CA. 92780 City: NEWPORT BEACH N -S Direction: BAYSIDE DRIVE E -W Direction: COAST HIGHWAY File Name : H1204022 c ,;ite Code :00003873 Start Date :5/112012 Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM T—IntTVWI� 08:00 AM BAYSIDE DRIVE Southbound COAST HIGHWAY BAYSIDE DRIVE COAST HIGHWAY Westbound I Northbound I Eastbound Start Time I Right I Thru I Left I nog. Toufl I Right I Thru I Left I Apo Total I Right I Thru I Left I Aoo Tout I Right I Thru I Left I A,, T.W1 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM T—IntTVWI� 08:00 AM 5 1 9 151 3 337 9 349 5 1 88 94 82 601 10 693 1151 08:15 AM 10 1 10 21 3 385 9 397 4 1 87 92 61 605 5 671 1181 08:30 AM 10 0 6 16 7 353 8 366 3 4 97 104 75 585 7 667 1155 08:45 AM 11 3 5 19 2 401 11 414 13 7 111 131 82 630 8 720 1284 Total Volume 36 5 30 71 15 1476 37 1528 25 13 383 421 300 2421 30 2751 4771 %A .Total 50.7 7 42.3 1 96.6 2.4 5.9 3.1 91 10.9 88 1.1 PHF .818 .417 .750 .8451 .536 .920 .841 .923 .481 Z4-863 .803 1 .915 .961 .750 .955 1 .929 BAYSIDE DRIVE Out In Total 581 F 711 F 129 361 51 30 Right Thru Left Peak Hour Data TI _ no Npnn � N � 2 H TertMMm B nst:118:00 � f Fl - 4 x � x D C 1+ LI Thu RI ht 383 13 25 ® 4 1 F 7631 out In Total Stud;es. Inc. '4G ` a.nc Averse, Suite H Tustin. CA. 92780 City. NEWPORT BEACH N -S Direction: BAYSIDE DRIVE E -Yd Direction: COAST HIGHWAY IMICI M Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersectinn Reams at ms nn PM File Name : H1204022 Site Code. : 00003873 Sta? Date : 5i1/2012 Page No :3 05:00 PM 12 9 9 30 1 8 606 19 633 1 10 1 112 123 128 448 12 588 1374 05:15 PM 7 1 6 14 7 850 15 872 5 3 102 110 130 512 12 654 1650 05:30 PM 12 3 5 20 3 675 11 689 6 2 107 115 103 482 18 603 1427 05:45 PM 7 3 3 13 5 732 12 749 8 2 89 99 112 453 8 573 1 1434 Total Volume 38 16 23 77 23 2863 57 2943 29 8 410 4471 473 1895 50 2418 5885 % App. Total 49.4 20.8 29.9 0.8 97.3 1.9 6.5 1.8 91.7 19.6 78.4 2.1 PHF .792 .444 .639 .6421 .719 .842 .750 .844 .725 .667 .915 .909 1 .910 .925 .694 .9241 892 BAYSIDE DRIVE Out In Total ® 77 158 381 161 23 Right Thru Left /j 1 t Peak Hour Data .di North -� � J O i m m y O r — F —/ Peak Hour Begins at 05:00 P 1 -2 E Tum'n n a Movements Up'm mm a— T r Left Thru Ri ht 410 8 291 I 546 447 993 Out In Total APPENDIX C Explanation and Calculation of Intersection Capacity Utilization EXPLANATION AND CALCULATION OF INTERSECTION CAPACITY UTILIZATION Overview The ability of a roadway to carry traffic is referred to as capacity. The capacity is usually greater between intersections and less at intersections because traffic flows continuously between them and only during the green phase at them. Capacity at intersections is best defined in terms of vehicles per lane per hour of green. If capacity is 1,600 vehicles per lane per hour of green, and if the green phase is 50 percent of the cycle and there are three lanes, then the capacity is 1,600 times 50 percent times 3 lanes, or 2,400 vehicles per hour for that approach. The technique used to compare the volume and capacity at an intersection is known as Intersection Capacity Utilization. Intersection Capacity Utilization, usually expressed as a decimal, is the proportion of an hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. If an intersection is operating at 0.800 of capacity (i.e., an Intersection Capacity Utilization of 0.800), then 0.200 of the traffic signal cycle is not used. The traffic signal could show red on all indications 0.200 of the time and the traffic signal would just accommodate approaching traffic. Intersection Capacity Utilization analysis consists of (a) determining the proportion of traffic signal time needed to serve each conflicting movement of traffic, (b) summing the times for the movements, and (c) comparing the total time required to the total time available. For example, if for north -south traffic the northbound traffic is 1,600 vehicles per hour, the southbound traffic is 1,200 vehicles per hour, and the capacity of either direction is 3,200 vehicles per hour, then the northbound traffic is critical and requires 1,600/3,200 or 0.500 of the traffic signal time. If for east -west traffic, 0.300 of the traffic signal time is required, then it can be seen that the Intersection Capacity Utilization is 0.500 plus 0.300, or 0.800. When left turn arrows (left turn phasing) exist, they are incorporated into the analysis. The critical movements are usually the heavy left turn movements and the opposing through movements. The Intersection Capacity Utilization technique is an ideal tool to quantify existing as well as future intersection operation. The impact of adding a lane can be quickly determined by examining the effect the lane has on the Intersection Capacity Utilization. Intersection Capacity Utilization Worksheets That Follow This Discussion The Intersection Capacity Utilization worksheet table contains the following information: 1. Peak hour turning movement volumes. 2. Number of lanes that serve each movement. 3. For right turn lanes, whether the lane is a free right turn lane, whether it has a right turn arrow, and the percent of right turns on red that are assumed. 4. Capacity assumed per lane. 5. Capacity available to serve each movement (number of lanes times capacity per lane). 6. Volume to capacity ratio for each movement. 7. Whether the movement's volume to capacity ratio is critical and adds to the Intersection Capacity Utilization value. 8. The yellow time or clearance interval assumed. 9. Adjustments for right turn movements. 10. The Intersection Capacity Utilization and Level of Service. The Intersection Capacity Utilization worksheet also has two graphics on the same page. These two graphics show the following: 1. Peak hour turning movement volumes. 2. Number of lanes that serve each movement. 3. The approach and exit leg volumes. 4. The two -way leg volumes. 5. An estimate of daily traffic volumes that is fairly close to actual counts and is based strictly on the peak hour leg volumes multiplied by a factor. 6. Percent of daily traffic in peak hours. 7. Percent of peak hour leg volume that is inbound versus outbound. A more detailed discussion of Intersection Capacity Utilization and Level of Service follows. Level of Service Level of Service is used to describe the quality of traffic flow. Levels of Service A to C operate quite well. Level of Service C is typically the standard to which rural roadways are designed. Level of Service D is characterized by fairly restricted traffic flow. Level of Service D is the standard to which urban roadways are typically designed. Level of Service E is the maximum volume a facility can accommodate and will result in possible stoppages of momentary duration. Level of Service F occurs when a facility is overloaded and is characterized by stop- and -go traffic with stoppages of long duration. A description of the various Levels of Service appears at the end of the Intersection Capacity Utilization description, along with the relationship between Intersection Capacity Utilization and Level of Service. Signalized and Unsignalized Intersections Although calculating an Intersection Capacity Utilization value for an unsignalized intersection is invalid, the presumption is that a traffic signal can be installed and the calculation shows whether the geometrics are capable of accommodating the expected volumes with a traffic signal. A traffic signal becomes warranted before Level of Service D is reached for a signalized intersection. Traffic Signal Timing The Intersection Capacity Utilization calculation assumes that a traffic signal is properly timed. It is possible to have an Intersection Capacity Utilization well below 1.000, yet have severe traffic congestion. This would occur if one or more movements is not getting sufficient green time to satisfy its demand, and excess green time exists on other movements. This is an operational problem that should be remedied. Lane Capacity Capacity is often defined in terms of roadway width; however, standard lanes have approximately the same capacity whether they are 11 or 14 feet wide. Our data indicates a typical lane, whether a through lane or a left turn lane, has a capacity of approximately 1,750 vehicles per hour of green time, with nearly all locations showing a capacity greater than 1,600 vehicles per hour of green per lane. Right turn lanes have a slightly lower capacity; however 1,600 vehicles per hour is a valid capacity assumption for right turn lanes. This finding is published in the August 1978 issue of the Institute of Transportation Engineers Journal in the article entitled, "Another Look at Signalized Intersection Capacity" by William Kunzman, P.E. A capacity of 1,600 vehicles per hour per lane with no yellow time penalty, or 1,700 vehicles per hour with a 0.030 or 0.050 yellow time penalty is reasonable. Yellow Time The yellow time can either be assumed to be completely used and no penalty applied, or it can be assumed to be only partially usable. Total yellow time accounts for approximately 0.100 of a traffic signal cycle, and a penalty of 0.030 to 0.050 is reasonable. During peak hour traffic operation the yellow times are nearly completely used. If there is no left turn phasing, the left turn vehicles completely use the yellow time. Even if there is left turn phasing, the through traffic continues to enter the intersection on the yellow until just a split second before the red. Shared Lanes Shared lanes occur in many locations. A shared lane is often found at the end of an off ramp where the ramp forms an intersection with the cross street. Often at a diamond interchange off ramp, there are three lanes. In the case of a diamond interchange, the middle lane is sometimes shared, and the driver can turn left, go through, or turn right from that lane. If one assumes a three lane off ramp as described above, and if one assumes that each lane has 1,600 capacity, and if one assumes that there are 1,000 left turns per hour, 500 right turns per hour, and 100 through vehicles per hour, then how should one assume that the three lanes operate. There are three ways that it is done. One way is to just assume that all 1,600 vehicles (1,000 plus 500 plus 100) are served simultaneously by three lanes. When this is done, the capacity is 3 times 1,600 or 4,800, and the amount of green time needed to serve the ramp is 1,600 vehicles divided by 4,800 capacity or 33.3 percent. This assumption effectively assumes perfect lane distribution between the three lanes that is not realistic. It also means a left turn can be made from the right lane. Another way is to equally split the capacity of a shared lane and in this case to assume there are 1.33 left turn lanes, 1.33 right turn lanes, and 0.33 through lanes. With this assumption, the critical movement is the left turns and the 1,000 left turns are served by a capacity of 1.33 times 1,600, or 2,133. The volume to capacity ratio of the critical move is 1,000 divided by 2,133 or 46.9 percent. The first method results in a critical move of 33.3 percent and the second method results in a critical move of 46.9 percent. Neither is very accurate, and the difference in the calculated Level of Service will be approximately 1.5 Levels of Service (one Level of Service is 10 percent). The way Kunzman Associates, Inc. does it is to assign fractional lanes in a reasonable way. In this example, it would be assumed that there is 1.1 right turn lanes, 0.2 through lanes, and 1.7 left turn lanes. The volume to capacity ratios for each movement would be 31.3 percent for the through traffic, 28.4 percent for the right turn movement, and 36.8 percent for the left turn movement. The critical movement would be the 36.8 percent for the left turns. Right Turn on Red Kunzman Associates, Inc. software treats right turn lanes in one of five different ways. Each right turn lane is classified into one of five cases. The five cases are (1) free right turn lane, (2) right turn lane with separate right turn arrow, (3) standard right turn lane with no right turns on red allowed, (4) standard right turn lane with a certain percentage of right turns on red allowed, and (5) separate right turn arrow and a certain percentage of right turns on red allowed. Free Right Turn Lane If it is a free right turn lane, then it is given a capacity of one full lane with continuous or 1.000 green time. A free right turn lane occurs when there is a separate approach lane for right turning vehicles, there is a separate departure lane for the right turning vehicles after they turn and are exiting the intersection, and the through cross street traffic does not interfere with the vehicles after they turn right. Separate Right Turn Arrow If there is a separate right turn arrow, then it is assumed that vehicles are given a green indication and can proceed on what is known as the left turn overlap. The left turn overlap for a northbound right turn is the westbound left turn. When the left turn overlap has a green indication, the right turn lane is also given a green arrow indication. Thus, if there is a northbound right turn arrow, then it can be turned green for the period of time that the westbound left turns are proceeding. If there are more right turns than can be accommodated during the northbound through green and the time that the northbound right turn arrow is on, then an adjustment is made to the Intersection Capacity Utilization to account for the green time that needs to be added to the northbound through green to accommodate the northbound right turns. Standard Right Turn Lane, No Right Turns on Red A standard right turn lane, with no right turn on red assumed, proceeds only when there is a green indication displayed for the adjacent through movement. If additional green time is needed above that amount of time, then in the Intersection Capacity Utilization calculation a right turn adjustment green time is added above the green time that is needed to serve the adjacent through movement. Standard Right Turn Lane, With Right Turns on Red A standard right turn lane with say 20 percent of the right turns allowed to turn right on a red indication is calculated the same as the standard right turn case where there is no right turn on red allowed, except that the right turn adjustment is reduced to account for the 20 percent of the right turning vehicles that can logically turn right on a red light. The right turns on red are never allowed to exceed the time the overlap left turns take plus the unused part of the green cycle that the cross street traffic moving from left to right has. As an example of how 20 percent of the cars are allowed to turn right on a red indication, assume that the northbound right turn volume needs 40 percent of the traffic signal cycle to be satisfied. To allow 20 percent of the northbound right turns to turn right on red, then during 8 percent of the traffic signal cycle (40 percent of traffic signal cycle times 20 percent that can turn right on red) right turns on red will be allowed if it is feasible. For this example, assume that 15 percent of the traffic signal cycle is green for the northbound through traffic, and that means that 15 percent of the traffic signal cycle is available to satisfy northbound right turns. After the northbound through traffic has received its green, 25 percent of the traffic signal cycle is still needed to satisfy the northbound right turns (40 percent of the traffic signal cycle minus the 15 percent of the traffic signal cycle that the northbound through used). Assume that the westbound left turns require a green time of 6 percent of the traffic signal cycle. This 6 percent of the traffic signal cycle is used by northbound right turns on red. After accounting for the northbound right turns that occur on the westbound overlap left turn, 19 percent of the traffic signal cycle is still needed for the northbound right turns (25 percent of the cycle was needed after the northbound through green time was accounted for [see above paragraph], and 6 percent was served during the westbound left turn overlap). Also, at this point 6 percent of the traffic signal cycle has been used for northbound right turns on red, and still 2 percent more of the right turns will be allowed to occur on the red if there is unused eastbound through green time. For purpose of this example, assume that the westbound through green is critical, and that 15 percent of the traffic signal cycle is unused by eastbound through traffic. Thus, 2 percent more of the traffic signal cycle can be used by the northbound right turns on red since there is 15 seconds of unused green time being given to the eastbound through traffic. At this point, 8 percent of the traffic signal cycle was available to serve northbound right turning vehicles on red, and 15 percent of the traffic signal cycle was available to serve right turning vehicles on the northbound through green. So 23 percent of the traffic signal cycle has been available for northbound right turns. Because 40 percent of the traffic signal cycle is needed to serve northbound right turns, there is still a need for 17 percent more of the traffic signal cycle to be available for northbound right turns. What this means is the northbound through traffic green time is increased by 17 percent of the cycle length to serve the unserved right turn volume, and a 17 percent adjustment is added to the Intersection Capacity Utilization to account for the northbound right turns that were not served on the northbound through green time or when right turns on red were assumed. Separate Right Turn Arrow, With Right Turns on Red A right turn lane with a separate right turn arrow, plus a certain percentage of right turns allowed on red is calculated the same way as a standard right turn lane with a certain percentage of right turns allowed on red, except the turns which occur on the right turn arrow are not counted as part of the percentage of right turns that occur on red. Critical Lane Method Intersection Capacity Utilization parallels another calculation procedure known as the Critical Lane Method with one exception. Critical Lane Method dimensions capacity in terms of standardized vehicles per hour per lane. A Critical Lane Method result of 800 vehicles per hour means that the intersection operates as though 800 vehicles were using a single lane continuously. If one assumes a lane capacity of 1,600 vehicles per hour, then a Critical Lane Method calculation resulting in 800 vehicles per hour is the same as an Intersection Capacity Utilization calculation of 50 percent since 800/1,600 is 50 percent. It is our opinion that the Critical Lane Method is inferior to the Intersection Capacity Utilization method simply because a statement such as "The Critical Lane Method value is 800 vehicles per hour" means little to most persons, whereas a statement such as "The Intersection Capacity Utilization is 50 percent" communicates clearly. Critical Lane Method results directly correspond to Intersection Capacity Utilization results. The correspondence is as follows, assuming a lane capacity of 1,600 vehicles per hour and no clearance interval. Critical Lane Method Result 800 vehicles per hour 960 vehicles per hour 1,120 vehicles per hour 1,280 vehicles per hour 1,440 vehicles per hour 1,600 vehicles per hour 1,760 vehicles per hour Intersection Capacity Utilization Result 50 percent 60 percent 70 percent 80 percent 90 percent 100 percent 110 percent INTERSECTION CAPACITY UTILIZATION LEVEL OF SERVICE DESCRIPTION) Level of Service Description Volume to Capacity Ratio A Level of Service A occurs when progression is extremely 0.600 and below favorable and vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. B Level of Service B generally occurs with good progression 0.601 to 0.700 and /or short cycle lengths. More vehicles stop than for Level of Service A, causing higher levels of average delay. C Level of Service C generally results when there is fair 0.701 to 0.800 progression and /or longer cycle lengths. Individual cycle failures may begin to appear in this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. D Level of Service D generally results in noticeable congestion. 0.801 to 0.900 Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high volume to capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Level of Service E is considered to be the limit of acceptable 0.901 to 1.000 delay. These high delay values generally indicate poor progression, long cycle lengths, and high volume to capacity ratios. Individual cycle failures are frequent. F Level of Service F is considered to be unacceptable to most 1.001 and up drivers. This condition often occurs when oversaturation, i.e., when arrival flow rates exceed the capacity of the intersection. It may also occur at high volume to capacity ratios below 1.00 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. 'Source: Highway Capacity Manual Special Report 209, Transportation Research Board, National Research Council Washington D.C., 2000. Default Scenario Mon Mar 24, 2014 20:42:31 Page 4 -1 We..`_cli°f Drive Me-� -cal ., `ices Existing (Year 2014) Morning Peak Hour Level 0f Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.843 Loss Time (see): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 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 Bee: 29 3305 35 142 2758 508 806 213 7 55 147 205 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: 29 3305 35 142 2758 508 806 213 7 55 147 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 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 Fina- Volume: 29 3305 35 142 2758 508 806 213 7 55 147 205 ------ -- ----I -------- II--------------- II- -------------- 11------ ----- -- -I 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 3.96 0.04 1.00 4.00 1.00 3.00 1.00 1.00 1.00 2.00 2.00 Final Sat.: 1600 6333 67 1600 6400 1600 4800 1600 1600 1600 3200 3200 ---------- - -1 - -- ---- II--------------- il--------------- 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.52 0.52 0.09 0.43 0.32 0.17 0.13 0.00 0.03 0.05 0.06 Crit Moves: * * ** * * ** } * ** * * ** Traf fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon 2Ca 24, 2014 20:52:1-, Pace 4 -1 W-Stc.__f Drive Offices Existing (Year 2014) Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.762 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --- I--------------- 11--------------- II--------------- II---------- - - - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ I --------------- II--------------- II--------------- II-------- -- - - - - - I Volume Module: Base Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 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 Ini*_ial Bse: 48 2656 37 182 2825 989 701 237 103 56 340 175 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: 48 2656 37 182 2825 989 701 237 103 56 340 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 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: 48 2656 37 182 2825 989 - 701 237 103 56 340 175 -- ----- - - - - -I ------- 11--------------- II-- ------------- II---------- - - - --I 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 3.95 0.05 1.00 3.70 1.30 2.99 1.01 1.00 1.00 2.64 1.36 Final Sat.: 1600 6312 88 1600 5926 2074 4783 1617 1600 1600 4225 2175 ----- I --------------- II--------------- II---------- ----- II- ---- --- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.42 0.42 0.11 0.48 0.48 0.15 0.15 0.06 0.04 0.08 0.08 Crit Moves: * * ** * * ** * * ** * * ** *****#**##***************#****######*##*###*##*## # # * # * * * * * * * * * * * * * * # * * * # # * # # # # ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Mar 24, 2014 20:42:31 - Page 5 -1 Westclif� Drive Med -cal Offices Existing (Year 2014) Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LoSs as Cycle Length %) Method (Base Volume Alternative) Intersection 42 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.718 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II--------------- II --------------- II ---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ - - - - -- --------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 278 3318 0 0 2742 24 46 0 454 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: 278 3318 0 0 2742 24 46 0 454 0 0 0 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: 278 3318 0 0 2742 24 46 0 454 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 278 3318 0 0 2742 24 46 0 454 0 0 0 PCE Adj: i.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: 278 3318 0 0 2742 24 46 0 454 0 0 0 OvlAdjVol: 176 ------------ I --------------- II--------------- II-------- ------- II---------- - - - -- I 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 4.00 0.00 0.00 2.97 0.03 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4758 42 1600 0 3200 0 0 0 - - --- I- - - - - -- I--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.52 0.00 0.00 0.58 0.58 0.03 0.00 0.14 0.00 0.00 0.00 OvlAdjV /S: 0.06 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to {UNZMAN ASSOC, ORANGE CA Default Sc,nario Ii" Mar 24. 201.4 20: 5< 13 _aoe ..__.c MediCa-- O__-CeS Eris *_inc (Year 2014) Evening Peak Hour Level Of Service Computation Report ICU 1(LOS3 as Cycle Length 8) Method (Base Volume Alternative) xx****# xx# x# xx# x* xx# xxxx** x****** ww***#**** ww**** # * + * * * * *xxx * #xxxx #x *xx # #x # # * * ## Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) x****### x### xx# xxxxx* x***** w*# ww### xxx#** xxx# xx* x # *w * * * * * *w *xxxxx *x + *xxx *x #xxxxx Cycle (sec): 100 Critical Vol. /Cap.(X): 0.771 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C *****# xx* ww#* xxxxxxx#******* www## w### xxxx*##***** w * * * * *w * * * * *wx *xx *xx *x *x *x #xx ## Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II------_--_----- II-------- ------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: .Include Include Ovl include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 - --------------- II--------------- II--------------- II----- ----- - - - - - I Volume Module: Base Vol: 508 2790 0 0 2715 72 51 0 522 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: 508 2790 0 0 2715 72 51 0 522 0 0 0 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 i.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 508 2790 0 0 2715 72 51 0 522 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 508 2790 0 0 2715 72 51 0 522 0 0 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 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: 508 2790 0 0 2715 72 51 0 522 0 0 0 Ov1AdjVO1: 14 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I 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 4.00 0.00 0.00 2.92 0.08 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4676 124 1600 0 3200 0 0 0 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.16 0.44 0.00 0.00 0.58 0.58 0.03 0.00 0.16 0.00 0.00 0.00 OvlAdj V /S: 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Mac- 24, 2014 20:42:31 Page 6 -1 Westcl:`_ Drive Medical_ Offices Existing (Year 2014) Morning Peak Hour Level Of Service Computation Report ICJ 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.762 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II --_------------ II--------------- II------ ---- - - - -- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 -----_------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 52 3096 23 61 2921 122 224 57 38 4 54 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 52 3096 23 61 2921 122 224 57 38 4 54 27 Reduct Vol: 0 0- 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 52 3096 23 61 2921 122 224 57 38 4 54 27 ------------ --------------- II--------------- II--------------- II--------- - - - - - - I 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 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.67 0.33 Final Sat.: 1600 6353 47 1600 4800 1600 3200 1600 1600 1600 1067 533 - -- I - -- II--------------- II--- ----------- -II------ ---- - -- - -I Capacity Analysis Module: Vol /Sat: 0.03 0.49 0.49 0.04 0.61 0.08 0.07 0.04 0.02 0.00 0.05 0.05 Crit Moves: * * ** * * ** * * *# * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default 3asnario Mor_ Ma- 24, 2014 20:52:1; Page 6 Wasto ---_ .,_v - Medi-a= Of`_„ -s Existing (Year 2014) Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection F3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.861 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound cast Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -- --------------- II--------------- II--------------- II--------- - - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 --------- - - -I-- ----- II--------------- II--------------- II---------- - - - - -I Volume Module: Base Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 96 2816 18 121 3045 116 274 83 53 27 79 51 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 96 2816 18 121 3045 116 274 83 53 27 79 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 96 2816 18 121 3045 116 274 83 53 27 79 51 - --- I -- ---- II--------------- II--------------- II-- -------- - - - - -I 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 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.61 0.39 Final Sat.: 1600 6359 41 1600 4800 1600 3200 1600 1600 1600 972 628 ------------ I--------------- 11--------------- II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.06 0.44 0.44 0.08 0.63 0.07 0.09 0.05 0.03 0.02 0.08 0.08 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon tsar 24, 2014 20:42:31 Pace 7 -1 Westc -'.::= Drive Medical Offices Existing (Year 2014) Morning Peak Hour ____ ______ _________ ___ _____ _____ ___ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.757 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ 1 --------------- 11--------------- 11 --------------- II---- __________ - Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ I --------------- II--------------- II--------- -- -- -- II---------- - - - - - I Volume Module: Base Vol: 41 1908 151 574 1579 498 818 443 36 149 346 136 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 Bee: 41 1908 151 574 1579 498 818 443 36 149 346 136 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: 41 1908 151 574 1579 498 818 443 36 149 346 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 1908 151 574 1579 498 818 443 36 149 346 136 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: 41 1908 151 574 1579 498 818 443 36 149 346 136 ------------ ---- ----- -- ---- II- - - - --- II-- ---------- --- II------ ---- - - - - -I 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 3.71 0.29 2.00 3.00 1.00 3.00 1.85 0.15 2.00 3.00 1.00 Final Sat.: 1600 5931 469 3200 4600 1600 4800 2959 241 3200 4800 1600 ------------ I --------------- II--------------- II--------- -- --- -II--- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.32 0.32 0.18 0.33 0.31 0.17 0.15 0.15 0.05 0.07 0.09 Crit Moves' + + ++ + + ++ + + ++ + + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default_ Scenario MLn Mar 2e, 20i4 20:52:13 Page 7 -1 Wcst,. -__f Dr4ve Medical G'-ic es Existing (Year 2014) Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.751 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ I ---------------l--------------- II--------------- II-------- -- - - - - - I Volume Module: Base Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 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: 45 1510 146 706 1625 348 715 498 58 302 468 136 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: 45 1510 146 706 1625 348 715 498 58 302 468 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 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: 45 1510 146 706 1625 348 715 498 56 302 468 136 ------------ I --------------- II--------------- II----- ------ ---- II------ -- -- - - - - - I 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 3.65 0.35 2.00 3.00 1.00 3.00 1.79 0.21 2.00 3.00 1.00 Final Sat.: 1600 5836 564 3200 4800 1600 4800 2866 334 3200 4800 1600 ------------ I --------------- II--------------- II--------- ------ II--------- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.26 0.22 0.34 0.22 0.15 0.17 0.17 0.09 0.10 0.09 Crit Moves: **** **** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Mar 24, 2014 20:42:31 Pag. 8 -1 Westcliff Lrive Medical Offices Existing (Year 2014) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #5 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.514 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /vee): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II --------------- II--------------- II---------- - - - - - I Control: Prot +Permit Prot +permit Prot +permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- 11 --------------- --------------- --------------- Volume Module: Base Vol: 140 137 37 138 114 97 46 999 113 46 852 93 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: 140 137 37 138 114 97 46 999 113 48 852 93 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: 140 137 37 138 114 97 46 999 113 48 852 93 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 140 137 37 138 114 97 46 999 113 48 852 93 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: 140 137 37 138 114 97 46 999 113 48 852 93 ------------ I --------------- II--------------- II---- ---- ------- II- --- ------ - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- II--------------- II--------------- II----- ---- --- -- - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.02 0.09 0.07 0.06 0.03 0.31 0.07 0.03 0.27 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA De_ault Scei:ario Mon `._r 24, 2014 20:52:13 Page 8 -1 West_ -i__ D_ -.o Medical 01 -1 -es Existing (Year 2014) Evening Peak hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection 45 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.626 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II ---------- - - - - - I Control: Prot +Permit Prot +permit Prot +permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- II--------------- II-------------- - II ---------- - - - -- I Volume Module: Base Vol: 160 175 63 169 173 104 78 943 137 88 1159 176 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: 160 175 63 169 173 104 76 943 137 88 1159 176 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 160 175 63 169 173 104 78 943 137 38 1159 176 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 160 175 63 169 173 104 78 943 137 88 1159 176. 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: 160 175 63 169 173 104 78 943 137 88 1159 176 ------------ I --------------- II--------------- II--------- -- ---- II----- ----- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.10 0.11 0.04 0.11 0.11 0.07 0.05 0.29 0.09 0.06 0.36 0.11 Crit Moves: * * ** + * *+ * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenaric Mcn --ar 24, 2014 20:42:31 Pace 9 -1 Wes_clif£ _.:e Medical Offices Existing ("fear 2014) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Base Volume Alternative) Intersection 06 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.405 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- --------------- --------------- --------------- Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II--------------- II-- ------ -- - - - -- I Volume Module: Base Vol: 28 11 38 16 5 22 59 1074 21 52 969 45 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: 28 11 38 16 5 22 59 1074 21 52 969 45 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: 28 11 38 16 5 22 59 1074 21 52 969 45 Reduct Voi: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 11 38 16 5 22 59 1074 21 52 969 45 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: 28 11 38 16 5 22 59 1074 21 52 969 45 ------------ --------------- II--------------- II----------- --- -II---------- - - - - - I 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: 0.72 0.28 1.00 0.76 0.24 1.00 1.00 1.96 0.04 1.00 1.91 0.09 Final Sat.: 1149 451 1600 1219 381 1600 1600 3139 61 1600 3058 142 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.01 0.01 0.01 0.04 0.34 0.34 0.03 0.32 0.32 Crit Moves * * ** * * ** * ^ ** * # ** Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario iron Na;: 24, 2014 20:52:13 Page 9 -1 - ----- --- -- -- -- -------------------------------------------------------------- Weszclif_° Drive Medical Offices Existing (Year 2014) Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #6 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.557 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ---------- - -I - -- II --------------- II -_------------- II ---------- - - - - - I Control: Permitted Permitted Prot +Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 84 15 67 51 16 46 56 1019 55 94 1315 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 84 15 67 51 16 46 56 1019 55 94 1315 55 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 84 15 67 51 16 46 56 1019 55 94 1315 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 84 15 67 51 16 46 56 1019 55 94 1315 55 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 84 15 67 51 16 46 56 1019 55 94 1315 55 ------------ --------------- II--------------- II--------------- II---------- - - - -- I 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: 0.85 0.15 1.00 0.76 0.24 1.00 1.00 1.90 0.10 1.00 1.92 0.08 Final Sat.: 1358 242 1600 1218 382 1600 1600 3036 164 1600 3072 128 ------------ I --------------- II--------------- II---------- ----- II--- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.05 0.06 0.04 0.03 0.04 0.03 0.04 0.34 0.34 0.06 0.43 0.43 Crit Moves * * ** * * ** * * ** * * ** Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenaric Mo;: 24, 20i4 29:42:31 Page 10 -1 nest c -- Iff D Medical Offices Existing (Year 2014) Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) Intersection k7 Santa Ana Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.464 Loss Time (sec): -0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --_-------_- I --------------- II --------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 -------- - - - - I - ------ II--------------- II----------- ---- II------- --- - - - - -I Volume Module: Base Vol: 94 79 86 85 92 68 32 1018 51 48 909 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: 94 79 86 85 92 68 32 1018 51 48 909 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 i.00 PHF Volume: 94 79 86 85 92 68 32 1018 51 48 909 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 94 79 86 85 92 68 32 1018 51 48 909 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: 94 79 86 85 92 68 32 1018 51 48 909 52 - ------- ---- I - ------- II--------------- II--- --- -- ------ -II------ -- -- --- - -I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- II--------------- II--------------- II---------- -- - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.05 0.05 0.05 0.06 0.04 0.02 0.32 0.03 0.03 0.28 0.03 Crit Moves: * * ** * * #* * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default .,cenaric Mon i�ar 24, -014 20:52:13 Page 10 -1 Was t:-i '. ff - o zicd -4cai Offices existing ''Year 2014) Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Santa Ana Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.587 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- --------------- --------------- 11 --------------- Control: Permitted Permitted Prot +Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: i 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ---------- -- - - - --- l--------------- II--------------- II---------- - - -- - I Volume Module: Base Vol: 126 128 111 92 133 98 78 979 77 136 1204 125 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: 126 128 111 92 133 98 78 979 77 136 1204 125 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: 126 128 111 92 133 98 78 979 77 136 1204 125 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 128 111 92 133 98 78 979 77 136 1204 125 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: 1266 128 ill 92 133 98 78 979 77 136 1204 125 ------------ I--------------- II--------------- II--------------- 11---------- - - - --I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.08 0.08 0.07 0.06 0.08 0.06 0.05 0.31 0.05 0.09 0.38 0.08 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Mar 24, 2014 20:42:31 Page 12 -1 Westc_iff Drive Medical Offices Existing (Year 2014) Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #9 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.548 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A ******#*+************#*** F*+********************* * * * * * + + + # * * * * * * * * * * * * * # + + * * * * ** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------ --------------- II--------------- II --------------- --------------- Volume Module: Base Vol: 100 107 84 75 78 61 33 948 103 86 863 44 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: 100 107 64 75 78 61 33 948 103 86 863 44 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: 100 107 84 75 78 61 33 948 103 86 863 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 100 107 84 75 78 61 33 948 103 86 863 44 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: 100 107 84 75 78 61 33 948 103 86 863 44 ------------ I --------------- II--------------- II---- ----- ---- --II---------- - ---- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.56 0.44 1.00 1.00 1.00 1.00 1.80 0.20 1.00 1.90 0.10 Final Sat.: 1600 896 704 1600 1600 1600 1600 2886 314 1600 3045 155 --------- - - - I -- -- II--------------- II------- -------- II---------- - - - --I Capacity Analysis Module: Vol /Sat: 0.06 0.12 0.12 0.05 0.05 0.04 0.02 0.33 0.33 0.05 0.28 0.28 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMIIN ASSOC, ORANGE CA Default Scena_ic ,..,._ i4ar 24, 2014 ZG:-52:13 Page- 12 Westcl:ff rive Medical Offices Existing (Year 2014) Evening Peak Hour Level Of Service Computation Report ICU !(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection 49 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.645 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ----- ------- ------- -------- II- - - - --- --------------- --------------- Control: Permitted Permitted Prot +Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ---- ---- - - - -I- --- II--------------- II--------------- II---------- - - - - -I Volume Module: Base Vol: 79 97 69 84 98 62 84 939 91 109 1320 75 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: 79 97 69 84 98 62 84 939 91 109 1320 75 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: 79 97 69 84 98 62 84 939 91 109 1320 75 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 79 97 69 84 98 62 84 939 91 109 1320 75 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: 79 97 69 84 98 62 84 939 91 109 1320 75 ------------ --------------- II--------------- II--------------- II------- --- ---- - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.58 0.42 1.00 1.00 1.00 1.00 1.82 0.18 1.00 1.89 0.11 Final Sat.: 1600 935 665 1600 1600 1600 1600 2917 283 1600 3028 172 - I --------------- II--------------- II-------- ------- II---------- - - - - - I Capacity Analvsis Module: Vol /Sat: 0.05 0.10 0.10 0.05 0.06 0.04 0.05 0.32 0.32 0.07 0.44 0.44 Crit Moves: * * ** * * ** ** ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Mar 24, 2014 20:2.2:31 Page 11 -1 Westci Drive Medical' Offices Existing (Year 2014) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Riverside Avenue (NS) at West Coast Highway JEW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.771 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 it 13 1233 58 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 2 2 3 65 0 342 286 2285 11 13 1245 59 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 2 3 65 0 342 286 2285 11 13 1245 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 65 0 342 286 2285 11. 13 1245 59 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 2 2 3 65 0 342 286 2285 it 13 1245 59 Ov1AdiVOl: 56 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: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 457 457 686 1600 0 1600 1600 3185 15 1600 4800 1600 ---- I --------------- II--------------- II---------- ----- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.18 0.72 0.72 0.01 0.26 0.04 Ov1AdjV /S: 0.04 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZM.�,N ASSOC, ORANGE CA Ge£ault Scenario Mon Pdar 24, 2014 20:52:13 Page 11 -1 Westciif'_ = -ive eledical Cffices Existing (Year 2014) Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.789 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- --------------- --------------- --------------- Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------- ------ II---------- - - - - - I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 9 12 12 73 4 441 249 1568 13 37 2436 56 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: 9 12 12 73 4 441 249 1568 13 37 2436 56 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 73 4 441 249 1568 13 37 2436 56 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: 9 12 12 73 4 441 249 1568 13 37 2436 56 Ov1AdjVOl: 192 --_--------- I --------------- II--------------- il------- ------- -II---------- - - - - - I 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: 0.27 0.37 0.36 D.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 436 582 582 1517 83 1600 1600 3173 27 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.49 0.49 0.02 0.51 0.03 0v1Adj V /S: 0.12 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario .5cr: Gar 24, 2014 20:42:31 Page 13 -1 Westc_z.- -rive 'Medical Of`i.,_s Existing (Year 2014) Morning Peak Hour -------------------------------------------------------------------------------- Leve1 Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.761 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 - -- --------------- II--------------- II --------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 0 1 0 42 0 15 25 2321 0 0 1315 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 1 0 42 0 15 25 2321 0 0 1315 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 25 2321 0 0 1315 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 1 0 42 0 15 25 2321 0 0 1315 35 ------------ I--------------- II--------------- II--------------- I{--------- - -- - - - I 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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08 Final Sat.: 0 1600 0 1179 0 421 1600 3200 0 0 4674 126 ------- -- - - - I -- -- II--------------- II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.73 0.00 0.00 0.28 0.28 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mc, Hl r 24, 201= 20:52:13 Page 13 -1 Wes- -c__ Drive Mec!ical Of -fees Existing (Year 2014) Evening Peak :lour Level. Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Base Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.608 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 - - -- --------------- II--- ------- -- - - - II --------------- --------------- Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I--------------- II--------------- II--------------- II------- --- - - - - - I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bea: 2 1 0 37 2 25 64 1591 5 0 2491 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: 2 1 0 37 2 25 64 1591 5 0 2491 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 64 1591 5 0 2491 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: 2 1 0 37 2 25 64 1591 5 0 2491 40 ------------ I --------------- II--------------- II-- ------------- II-- -------- - - - - - I 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: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 1067 533 0 925 50 625 1600 3190 10 0 4723 77 ----- -- --- --- -- II--- -- - - - - -- --- II--------------- II-- -- --- --- - - - --I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.50 0.50 0.00 0.53 0.53 Crlt Moves: * + #* # * ** * * +# # + *+ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Sce,ario bier: D "ar 24, 2014 20:42:31 Page 14 -1 West cIIff :�- -.e Medic a :, ° -f_ces Existing (Year 2014) Morning Peak Hour - --------------------- --- - ---- ------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) # k*#########+*++#+}##*+**#**#*# kk«*«### k# kk#}#### #kk + # * # * # * # # + # # # } # # + } * # #k # # + ++# Intersection #11 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.523 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II --------------- II---- ------ - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 --- I -- I--------------- II-------- ------- II---------- - - - - - I Volume Module: Base Vol: 40 780 12 132 738 18 64 155 28 12 101 240 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 41 796 12 135 753 18 64 155 28 12 101 240 User Adj: i.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: 41 796 12 135 753 18 64 155 28 12 101 240 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 796 12 135 753 18 64 155 28 12 101 240 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 i.00 FinalVolume: 41 796 12 135 753 18 64 155 28 12 101 240 ------------ I --- II--------------- II--------- ------- II---------- - - - - - I 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 0.85 0.15 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1355 245 1600 1600 1600 ------------ I --------------- II--------------- II--------------- II------- --- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.25 0.01 0.08 0.24 0.01 0.04 0.11 0.11 0.01 0.06 0.15 Crit Moves: * * ** * * ** * * ** * * ** #########*###*#*### k###+**###«##########«# k#+## k« k # # #k # # } + « # # # * # #k #kk * # # # # * # # # #k Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Dciauit Scenario Mc: Yar 24, 2011 20:52: Page '14-1 ---------------------------------------------------------------------------------- Westcilff --- -.e i'Ied4 -a- O._ -CeS Existing (Year 2014) Evening Peak Four ----------------------------------- Level Of Service Comautation Reeort ICU 1(Loss as Cycle Length 8) Method (Base Volume Alternative) Intersection #11 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.616 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- 11 ------- 11---------- - - - - -I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Greer,: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I ----------- ---- II------------ - - -II- ---- -11 - -- -- -- -I Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 99 671 42 162 1209 70 48 109 63 30 182 234 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1100 1.00 PRE Adj: 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 99 671 42 162 1209 70 48 109 63 30 182 234 Reduct Vol: 0 0 0 0 0 0 0 0 C 0 0 0 Reduced Vol: 99 671 42 162 1209 70 48 109 63 30 182 234 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: 99 671 42 162 1209 70 48 109 63 30 182 234 --------------------------- II--------------- 11--------------- II---------- - - - - -I 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 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1014 586 1600 1600 1600 ------------ I --------------- II--------------- II----- ---------- II-------- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.21 0.03 0.10 0.38 0.04 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default - cenario MJn. Eai 24, 2014 20:42:3! Pace 15-1 WesLCi - =f Dr-'v- Medical Offices Existing (Year 2014) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #12 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.457 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --_--------_ I --------------- II--------------- II--------------- II ---------- - - - -- I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II--------------- II- -- -- ----- - - - - - I Volume Module: Base Vol: 274 506 37 176 438 132 230 478 180 39 3B9 62 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Ben: 280 516 38 182 447 135 230 478 180 39 389 62 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: 280 516 38 182 447 135 230 478 180 39 389 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 280 516 38 182 447 135 230 478 180 39 389 62 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: 280 516 38 182 447 135 230 478 160 39 389 62 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I 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 1.45 0.55 1.00 1.73 0.27 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2325 875 1600 2760 440 ------------ I ---------------l--------------- II---- ---- -- -- --- II--------- - - - -- - I Capacity Analysis Module: Vol /Sat: 0.09 0.16 0.02 0.06 0.14 0.08 0.07 0.21 0.21 0.02 0.14 0.14 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Pion h:cr 24, 20;4 20:52:_.3 gage 1.5 -1 Westcli -- Drive Medic_ offices Existing (Year 2014) Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length i) Method (Base Volume Alternative) Intersection #12 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.711 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II-------------_- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ --------------- II--------------- li------- -------- II- --------- - - - - - I Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 Growth Adj:- 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 318 468 47 173 596 534 248 472 218 81 554 87 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: 318 468 47 173 596 534 248 472 218 81 554 87 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 318 468 47 173 596 534 248 472 218 81 554 87 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: 318 468 47 173 596 534 248 472 218 81 554 87 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 1.37 0.63 1.00 1.73 0.27 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2189 1011 1600 2766 434 ------------ I --------------- II--------------- II-------- ------- II---------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.10 0.15 0.03 0.05 0.19 0.33 0.08 0.22 0.22 0.05 0.20 0.20 Cr-it Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon M - --r 24, 20iA 20:42:31 Page 16 -1 Wes*_cii` Driva Mealcai Offices Existing (Year 2014) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.429 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ---------------- -- --------- 11----------- - - --II -- -- II_--------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II-- -------- -- -- - I Volume Module: Base Vol: 362 411 0 0 472 111 67 0 509 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: 362 411 0 0 472 Ill 67 0 509 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: 362 411 0 0 472 111 67 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 362 411 0 0 472 111 67 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 FinalVclume: 362 411 0 0 472 111 67 0 0 0 0 0 ------------ I --------------- --------------- --------------- H --------------- I 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 ------------ I --------------- II- ---------- - - - -II II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.11 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** ***********#************************************* # * * * * * * * * * * * * * * * * * * * * * * * * * * * + +* Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario PCCn ,tar 24, 2014 2G:52:13 Page 16 -1 Weste._ D__ -- Medical Office- Existing (Year 2014) Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length °s) Method (Base Volume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.440 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- --------------- 11 --------------- --------------- Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 -- ------------------- II--------------- II-- ------------- II------- --- - - - - -I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 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: 550 543 0 0 369 103 121 0 503 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: 550 543 0 0 369 103 121 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 550 543 0 0 369 103 121 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 £inalVOlume: 550 543 0 0 369 103 121 0 0 0 0 0 ------------ I--------------- II--------------- II--------------- II---- -- -- -- - - - - - I 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 ------------ I --- ----- II--------------- II-- --- -- -- -- ---- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.17 0.17 0.00 0.00 0.23 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon :q-mr 2 , 2014 20:42:32 Page 17 -1 Westcllf' Drive Medical Offlces Existing (Year 2014) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #14 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.496 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ---- -------- I --- -- II --------------- il__- ------ ------ II---- --- -- - - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ I ------ ---- ----- II -- - - - - -- II--------------- --------------- I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 87 718 43 40 907 50 29 21 209 44 10 59 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 87 718 43 40 907 50 29 21 209 44 10 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 87 718 43 40 907 50 29 21 209 44 10 59 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 87 718 43 40 907 50 29 21 209 44 10 59 ------------ I --------------- II--------------- II--------------- II--------------- I 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 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 928 672 1600 1600 1600 1600 ------------ I --------------- II--------------- II--------------- II- -- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.05 0.22 0.03 0.03 0.28 0.03 0.02 0.03 0.13 0.03 0.01 0.04 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Delau'_t Scenario Eon F-_ 24, 2C1= 20:52:13 Page 1 "2 We_„cii££ Dive Medical Of9ic-s Existing (Year 2014) Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #14 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.495 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- 11--------------- II------------ --- II------ ---- - - - - -I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ --------------- II--------------- II------------ --- II-- ----- --- - - -- - I Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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 1017 45 79 816 23 34 23 153 52 14 50 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 1017 45 79 816 23 34 23 153 52 14 50 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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 1017 45 79 816 23 34 23 153 52 14 50 ------------ ----- II--------------- II--------------- II---------- - - - - - I 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 0.60 0.40 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 954 646 1600 1600 1600 1600 ------------ I --------------- II--------------- II------- -------- II- -- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.32 0.03 0.05 0.26 0.01 0.02 0.04 0.10 0.03 0.01 0.03 Crit Moves * * ** +• +# * + *+ * # #* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario :ion P.ar 24, 2014 20:42:32 Page 18 -i a5> ciitr DrLve Medical Offices Existing (Year 2014) Morning Peak Hour -------------------------------------------------------------------------------- Leve1 Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.619 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- 11 --------------- II --------------- II --------------- I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 - - -- I --------------- II--------------- II--------- ------ II---------- - - - - - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1625 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 24 45 42 904 44 182 147 1862 21 17 1229 698 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 45 42 904 44 182 147 1862 21 17 1229 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 904 44 182 147 1862 21 17 1229 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 45 42 904 44 182 147 1862 21 17 1229 0 ------------ --------------- II--------------- il------------- -- II- --------- - - -- - I 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 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4745 55 1600 4600 1600 ------------ I --------------- II--------------- II---- ----------- II- ------- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.19 0.03 0.11 0.05 0.39 0.39 0.01 0.26 0.00 Crit Moves: * * ** * * ** * * ** # * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario PCOn Aar 24, 2C:4 20:52:4 Page i3 -I Wescc_if' Drive Medical O °fices Existing (Year 2014) Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) *ttt###*************#*#**t###*################**# #t # * # * * * * * # # * # # * # # # # * # # * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.681 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ ) --------------- II--------------- II --------------- II---------- - - - - - I 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 Lanes: 1 0 1 i 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II--------------- II--- ------- - - - - - I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 16 32 50 840 49 136 121 1507 22 49 2095 1194 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 ?HE 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: 16 32 50 840 49 136 121 1507 22 49 2095 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16. 32 50 840 49 136 121 1507 22 49 2095 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: 16 32 50 840 49 136 121 1507 22 49 2095 0 ------------ --------------- II--------------- II--------------- II------ -- -- - - - - - I 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 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4730 70 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.17 0.03 0.09 0.04 0.32 0.32 0.03 0.44 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario K:,n tea- _, 2014 20:x2.32 Pace 19 -1 WestcL:'_� .._c.a Medica: Offices existing (Year 2014) Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length €) Method (Base Volume Alternative) Intersection 416 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.651 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II --------------- II --------------- I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II--------------- II---------- -- - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 383 13 25 30 5 36 31 2470 306 38 1506 15 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: 383 13 25 30 5 36 31 2470 306 38 1506 15 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol:. 383 13 25 30 5 36 31 2470 306 38 1506 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.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: 383 13 25 30 5 36 31 2470 306 38 1506 15 ------------ I --------------- II--- ------------ II----------- - - - -II - - - - - -I 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: 2.73 0.09 0.18 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4367 148 285 1600 195 1405 1600 4800 1600 1600 6336 64 ------------ I --------------- II--------------- II------ --------- II-------- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.02 0.03 0.03 0.02 0.51 0.19 0.02 0.24 0.24 Crit Moves: * * ** * * ** * * ** * * ** Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario hlor. [2a 2., 20 11? 20:52:14 Page 19 Westc --:._ M--d Ical Offices Existing (Year 2014) Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) x+++++++ +xxxx + + * + + + + +x + + + + + + + + + +x + +xxxx xxxx++ xxx+ x + * + +x + + * + + + + + + +x +xxxxxxxxxx + ++ Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.619 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B *++++++ x++ xxxx+ x++ xx++++++ x++++++++++ x+ xxx+ x++ xx+ + + + + + + + + + +x + + + + +xx +xx + +x + + + + + ++ Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II-- _---- _------- II-- _- _-- ________I 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 Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II---------- -- --- II---------- - - - - - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 410 8 29 23 16 38 51 1933 483 58 2921 23 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: 410 8 29 23 16 38 51 1933 483 58 2921 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 410 8 29 23 16 38 51 1933 483 58 2921 23 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: 410 8 29 23 16 38 51 1933 483 58 2921 23 ------------ I ------ --------- II-- ---------- - - -II- ---------- - - - - -I 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: 2.76 0.05 0.19 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4403 86 311 1600 474 1126 1600 4800 1600 1600 6349 51 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.01 0.03 0.03 0.03 0.40 0.30 0.04 0.46 0.46 Crit Moves: * * ** * +x+ + + ++ +x ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing (Year 2014) + project Default Scenario Thu May 15, 2014 09:07:30 Page 5 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.844 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 - - -I -------- II --------------- II --------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 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: 29 3305 35 142 2758 508 806 213 7 55 147 205 Added Vol: 0 8 0 0 19 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 29 3313 35 142 2777 508 806 213 7 55 147 205 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: 29 3313 35 142 2777 508 806 213 7 55 147 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 29 3313 35 142 2777 508 806 213 7 55 147 205 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: 29 3313 35 142 2777 508 806 213 7 55 147 205 ------------ I--------------- II--------------- II--------------- II- --- ------ - - - - - I 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 3.96 0.04 1.00 4.00 1.00 3.00 1.00 1.00 1.00 2.00 2.00 Final Sat.: 1600 6333 67 1600 6400 1600 4800 1600 1600 1600 3200 3200 ------------ I --------------- II --------------- II --- ----- ---- --- II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.52 0.52 0.09 0.43 0.32 0.17 0.13 0.00 0.03 0.05 0.06 Crit Moves: * * ** * * ** * * ** * * ** *##************#********#*#******##************#* * * * * * * * * * * * * * # # * * * * * # # * * + + * * * ## Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:02 Page 5 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.765 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ --------------- II--------------- II--------------- II- --------- - - - - - I Volume Module: Base Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 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: 48 2656 37 182 2825 989 701 237 103 56 340 175 Added Vol: 0 24 0 0 13 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 46 2680 37 162 2838 989 701 237 103 56 340 175 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: 48 2680 37 182 2838 989 701 237 103 56 340 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 48 2680 37 182 2838 989 701 237 103 56 340 175 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: 48 2680 37 182 2838 989 701 237 103 56 340 175 ------------ I--------------- II--------------- II------------ --- II---------- - - - - - I 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 3.95 0.05 1.00 3.71 1.29 2.99 1.01 1.00 1.00 2.64 1.36 Final Sat.: 1600 6313 87 1600 5933 2067 4783 1617 1600 1600 4225 2175 - -- I --------------- II--------------- II--- ------------ II------- --- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.42 0.42 0.11 0.48 0.48 0.15 0.15 0.06 0 -04 0.08 0.08 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page 6 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.726 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II --------------- 11--------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II---------- -- -- - I Volume Module: Base Vol: 278 3318 0 0 2742 24 46 0 454 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: 278 3318 0 0 2742 24 46 0 454 0 0 0 Added Vol: 5 8 0 0 19 0 0 0 12 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 283 3326 0 0 2761 24 46 0 466 0 0 0 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: i.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: 263 3326 0 0 2761 24 46 0 466 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 283 3326 0 0 2761 24 46 0 466 0 0 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 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 3326 0 0 2761 24 46 0 466 0 0 0 Ov1AdjVO1: 183 I--------------- II------ --------- II - - -- --------------- 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 4.00 0.00 0.00 2.97 0.03 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4759 41 1600 0 3200 0 0 0 ------------ I --------------- II--------------- II----- ---------- II------ ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.52 0.00 0.00 0.58 0.58 0.03 0.00 0.15 0.00 0.00 0.00 OvlAdj V /S: 0.06 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:02 Page 6 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.779 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II-----------_--- II-- ------- --- --- II ---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Greer.: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 508 2790 0 0 2715 72 51 0 522 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: 508 2790 0 0 2715 72 51 0 522 0 0 0 Added Vol: 16 24 0 0 13 0 0 0 9 0 0 0 PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 524 2814 0 0 2728 72 51 0 531 0 0 0 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: 524 2814 0 0 2728 72 51 0 531 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 524 2814 0 0 2728 72 51 0 531 0 0 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 1.00 MLF Ad3: 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: 524 2814 0 0 2728 72 51 0 531 0 0 0 Ov1AdjVol: 7 ----------- - I - - -- ---- II--------------- II--------------- II---------- - - - - -I 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 4.00 0.00 0.00 2.92 0.08 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4677 123 1600 0 3200 0 0 0 ----------- - I - - -- ---- II--------------- II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.16 0.44 0.00 0.00 0.58 0.58 0.03 0.00 0.17 0.00 0.00 0.00 OvlAdjV /S: 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page 7 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour _ -------------------------- - - - --' Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.768 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound Wes*_ Bound Movement: L - T - R L - T - A L - T - R L - T - R ------------ I --------------- 11 --------------- II ---------- - - - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ I--------------- 11--------------- II--------------- II-------- -- - - - - -I Volume Module: Base Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 52 3096 23 61 2921 122 224 57 38 4 54 27 Added Vol: 0 13 0 0 31 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 52 3109 23 61 2952 122 224 57 38 4 54 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 52 3109 23 61 2952 122 224 57 38 4 54 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 52 3109 23 61 2952 122 224 57 38 4 54 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 52 3109 23 61 2952 122 224 57 38 4 54 27 ------------ --------------- II--------------- II-------- ------- II-------- --- - - - - I 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 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.67 0.33 Final Sat.: 1600 6353 47 1600 4600 1600 3200 1600 1600 1600 1067 533 -- I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.49 0.49 0.04 0.62 0.08 0.07 0.04 0.02 0.00 0.05 0.05 Crit Moves: * * ** * * ++ * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:02 Page 7 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project_ Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.866 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II ---------- - - - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ I --------------- II_-------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 96 2816 18 121 3045 116 274 83 53 27 79 51 Added Vol: 0 40 0 0 22 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 96 2856 18 121 3067 116 274 83 53 27 79 51 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 96 2856 18 121 3067 116 274 83 53 27 79 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 96 2856 18 121 3067 116 274 83 53 27 79 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 96 2656 18 121 3067 116 274 83 53 27 79 51 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.61 0.39 Final Sat.: 1600 6360 40 1600 4600 1600 3200 1600 1600 1600 972 628 ------------ I --------------- II--------------- II------- -------- II---------- - --- - I Capacity Analysis Module: Vol /Sat: 0.06 0.45 0.45 0.08 0.64 0.07 0.09 0.05 0.03 0.02 0.08 0.08 Crit Moves: ***# **** r * +* #*** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page S -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Lo3s as Cycle Length %) Method (Future Volume Alternative) Intersection 44 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.774 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II --------------- II--------------- II--- ------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 -0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - -- - - I Volume Module: Base Vol: 41 1908 151 574 1579 498 818 443 36 149 346 136 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: 41 1908 151 574 1579 498 818 443 36 149 346 136 Added Vol: 0 0 0 31 0 0 0 6 0 0 3 13 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 41 1908 151 605 1579 498 818 449 36 149 349 149 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: 41 1908 151 605 1579 498 818 449 36 149 349 149 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 1908 151 605 1579 498 818 449 36 149 349 149 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: 41 1908 151 605 1579 498 818 449 36 149 349 149 ------------ --------------- II--------------- II--------------- II-------- -- - - - - - I 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 3.71 0.29 2.00 3.00 1.00 3.00 1.85 0.15 2.00 3.00 1.00 Final Sat.: 1600 5931 469 3200 4800 1600 4800 2962 238 3200 4800 1600 ----------- I --------------- II--------------- II--- -- -- -------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.32 0.32 0.19 0.33 0.31 0.17 0.15 0.15 0.05 0.07 0.09 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling ASSOC. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:02 Page 8 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour _ _______ _________ _____________ _________ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.771 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 -- --------------- II----_---------- il--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ --------------- --------------- --------------- --------------- Volume Module: Base Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 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: 45 1510 146 706 1625 348 715 498 58 302 468 136 Added Vol: 0 0 0 22 0 0 0 4 0 0 8 40 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 45 1510 146 728 1625 348 715 502 58 302 476 176 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: 45 1510 146 728 1625 348 715 502 58 302 476 176 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 45 1510 146 728 1625 348 715 502 58 302 476 176 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: 45 1510 146 728 1625 348 715 502 58 302 476 176 ------------ I --------------- II--------------- II--------------- 11--------------- I 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 3.65 0.35 2.00 3.00 1.00 3.00 1.79 0.21 2.00 3.00 1.00 Final Sat.: 1600 5836 564 3200 4800 1600 4800 2869 331 3200 4800 1600 ------------ I - - - - - -- --------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.26 0.23 0.34 0.22 0.15 0.17 0.18 0.09 0.10 0.11 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page 9 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.529 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II---_---------_- II--------------- II---------- - - - - - I Control: Prot +permit Prot +Permit Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- II--------------- II--------------- II--------- - - - - - I Volume Module: Base Vol: 140 137 37 138 114 97 46 999 113 48 852 93 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: 140 137 37 138 114 97 46 999 113 48 852 93 Added Vol: 0 0 3 3 0 0 0 37 0 2 15 2 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 140 137 40 141 114 97 46 1036 113 50 867 95 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: 140 137 40 141 114 97 46 1036 113 50 867 95 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 140 137 40 141 114 97 46 1036 113 50 867 95 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: 140 137 40 141 114 97 46 1036 113 50 867 95 ------------ --------------- II--------------- II--------------- II-- -------- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Voi /Sat: 0.09 0.09 0.03 0.09 0.07 0.06 0.03 0.32 0.07 0.03 0.27 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:02 Page 9 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.642 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II-------- - - - --- 11 ---------- - - - - -I Control: Prot +permit Prot +permit Prot +Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- ll--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 160 175 63 169 173 104 78 943 137 68 1159 176 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: 160 175 63 169 173 104 78 943 137 88 1159 176 Added Vol: 0 0 2 2 0 0 0 26 0 3 47 3 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 160 175 65 171 173 104 78 969 137 91 1206 179 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: 160 175 65 171 173 104 78 969 137 91 1206 179 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 160 175 65 171 173 104 78 969 137 91 1206 179 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: 160 175 65 171 173 104 78 969 137 91 1206 179 ------------ I --------------- II--------------- II---- ----------- II---------- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 --- I --------------- II--------------- II--------------- II- ------- -- - -- - - I Capacity Analysis Module: Vol /Sat: 0.10 0.11 0.04 0.11 0.11 0.07 0.05 0.30 0.09 0.06 0.38 0.11 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page 10 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.418 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Prot +permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II------- ---- ---- I{--- ------- - - - - - I Volume Module: Base Vol: 28 11 38 16 5 22 59 1074 21 52 969 45 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: 28 11 38 16 5 22 59 1074 21 52 969 45 Added Vol: 0 0 0 0 0 0 0 42 0 0 18 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 28 11 36 16 5 22 59 1116 21 52 987 45 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: 28 11 38 16 5 22 59 1116 21 52 987 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 11 38 16 5 22 59 1116 21 52 987 45 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: 28 11 38 16 5 22 59 1116 21 52 987 45 - - - -I -- II-------------- II------------- -- II---- ------ - - - - - I 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: 0.72 0.28 1.00 0.76 0.24 1.00 1.00 1.96 0.04 1.00 1.91 0.09 Final Sat.: 1149 451 1600 1219 381 1600 1600 3141 59 1600 3060 140 ------------ I --------------- II--------------- II--------------- ll---------- - -_ - - I Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.01 0.01 0.01 0.04 0.36 0.366 0.03 0.32 0.32 Crit Moves * * ** # * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:02 Page 10 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) **************#********************************** * # * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Intersection #6 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.574 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Sound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- 11--------------- II--------------- I Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II------- -------- II---------- - - - - - I Volume Module: Base Vol: 84 15 67 51 16 46 56 1019 55 94 1315 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 initial Bse: 84 15 67 51 16 46 56 1019 55 94 1315 55 Added Vol: 0 0 0 0 0 0 0 31 0 0 53 0 PasserByVO1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 84 15 67 51 16 46 56 1050 55 94 1368 55 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 84 15 67 51 16 46 56 1050 55 94 1368 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 84 15 67 51 16 46 56 1050 55 94 1368 55 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 84 15 67 51 16 46 56 1050 55 94 1368 55 ------------ ----------- ---- II---------- - - - - -II --------------- --------------- 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: 0.85 0.15 1.00 0.76 0.24 1.00 1.00 1.90 0.10 1.00 1.92 0.08 Final. Sat.: 1358 242 1600 1218 382 1600 1600 3041 159 1600 3076 124 ------------ I --------------- II--------------- II--- --- --------- II---------- - - --- I Capacity Analysis Module: Vol /Sat: 0.05 0.06 0.04 0.03 0.04 0.03 0.04 0.35 0.35 0.06 0.44 0.44 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page 11 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Santa Ana Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.479 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ 1 --------------- 11--------------- 11--------------- --------------- Control: Permitted Permitted Prot+Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ I --------------- II--------------- II------- -------- II------ --- - - - - - - I Volume Module: Base Vol: 94 79 86 85 92 68 32 1018 51 48 909 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 B5e: 94 79 86 B5 92 68 32 1018 51 48 909 52 Added Vol: 0 0 3 3 0 0 0 42 0 2 18 2 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 94 79 89 88 92 68 32 1060 51 50 927 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: 94 79 89 88 92 68 32 1060 51 50 927 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 94 79 89 88 92 68 32 1060 51 50 927 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: 94 79 89 88 92 68 32 1060 51 50 927 54 ---- --------------- II--------------- II------ --------- II---------- - - - - - I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Ad7ustment: 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- II--------------- II---- ----------- II-- -------- - -- -- I Capacity Analysis Module: Vol /Sat: 0.06 0.05 0.06 0.06 0.06 0.04 0.02 0.33 0.03 0.03 0.29 0.03 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:02 Page 11 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 47 Santa Ana Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.603 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ ---- ----------- II - - - - -- - II--------------- II---------- - - - - -I Control: Permitted Permitted Prot_+Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- II---------------- II--------------- II------ --- - - - -- - I Volume Module: Base Vol: 126 128 111 92 133 98 78 979 77 136 1204 125 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: 126 128 111 92 133 98 78 979 77 136 1204 125 Added Vol: 0 0 2 2 0 0 0 31 0 3 53 3 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 126 128 113 94 133 98 78 1010 77 139 1257 128 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: 126 128 113 94 133 98 78 1010 77 139 1257 128 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 128 113 94 133 98 78 1010 77 139 1257 128 POE Adj: 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: 126 128 113 94 133 98 78 1010 77 139 1257 128 ------------ --------------- II--------------- II--------------- II---------- - - - -- I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 -------- - - - - I - ------ II--------------- II-- -- --- ------- -II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.08 0.08 0.07 0.06 0.08 0.06 0.05 0.32 0.05 0.09 0.39 0.08 Crit Moves * * ** * * ** * * ** * * ** ******###******##}#***##*#*######**************** * # * # * * * * * * * * * # # # * * * * * * * * * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page 12 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.563 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ----------- -I - - -- --------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Prot +Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 - - -- --------------- II--------------- II--------- ------ II---------- - - - - - I Volume Module: Base Vol: 100 107 84 75 78 61 33 948 103 86 863 44 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: 100 107 84 75 78 61 33 948 103 86 863 44 Added Vol: 0 0 0 0 0 0 0 47 0 0 22 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 100 107 84 75 78 61 33 995 103 86 885 44 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: 100 107 84 75 78 61 33 995 103 86 885 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 100 107 84 75 78 61 33 995 103 86 885 44 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: 100 107 84 75 78 61 33 995 103 86 885 44 ------------ --------------- II--------------- II--------------- II---------- - -- - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.56 0.44 1.00 1.00 1.00 1.00 1.81 0.19 1.00 1.91 0.09 Final Sat.: 1600 896 704 1600 1600 1600 1600 2900 300 1600 3048 152 -- ---------- I -- - - - - -- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.12 0.12 0.05 0.05 0.04 0.02 0.34 0.34 0.05 0.29 0.29 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:03 Page 12 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length B) Method (Future Volume Alternative) Intersection #8 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.663 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II--------------- I Control: Permitted Permitted Prot +Permit Prot +Permit_ Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------ --------------- II--------------- II--------------- II------ ---- - - - - - I Volume Module: Base Vol: 79 97 69 84 98 62 84 939 91 109 1320 75 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: 79 97 69 84 98 62 84 939 91 109 1320 75 Added Vol: 0 0 0 0 0 0 0 36 0 0 59 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 79 97 69 84 98 62 84 975 91 109 1379 75 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 PHE Volume: 79 97 69 84 98 62 84 975 91 109 1379 75 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 79 97 69 84 98 62 84 975 91 109 1379 75 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: 79 97 69 84 98 62 84 975 91 109 1379 75 ------------ --------------- II--------------- II------------ --- II---------- - - - - - I Saturation Flow Module: - Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.58 0.42 1.00 1.00 1.00 1.00 1.83 0.17 1.00 1.90 0.10 Final Sat.: 1600 935 665 1600 1600 1600 1600 2927 273 1600 3035 165 ------------ I --------------- II--------------- II-- ------ -- ---- -II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.05 0.10 0.10 0.05 0.06 0.04 0.05 0.33 0.33 0.07 0.45 0.45 Crit Moves: * * ++ * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page 13 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 09 Riverside Avenue (NS) at West Coast Highway (EW) *###*#*#**##********##****####* k*#}*#}#}#*}**#*** * * * * * * * * * * * * # * # * # * * * * * * * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.776 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 11 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - -- - I Volume Module: Base Vol: 2 2 3 65 0 342 263 2262 11 13 1233 58 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 2 2 3 65 0 342 286 2285 11 13 1245 59 Added Vol: 0 0 0 0 0 0 0 16 0 0 6 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 2 3 65 0 342 286 2301 11 13 1251 59 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 2 3 65 0 342 286 2301 11 13 1251 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 65 0 342 266 2301 11 13 1251 59 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 2 3 65 0 342 286 2301 11 13 1251 59 Ov1Adj Vol: 56 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 457 457 686 1600 0 1600 1600 3185 15 1600 4800 1600 ------------ i --------------- II--------------- II--------------- II---------- - -- - - I Capacity Analysis Module: Vol /Sat: MO 0.00 0.00 0.04 0.00 0.21 0.18 0.72 0.72 0.01 0.26 0.04 Ov1AdjV /S: 0.04 Crit Moves: * # ** * * ** * * *# * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:03 Page 13 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.793 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II--------------- I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ -------------- -II-------- -------- II - - -- - ---- ----- - - - - -I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 9 12 12 73 4 441 249 1568 13 37 2436 56 Added Vol: 0 0 0 0 0 0 0 11 0 0 21 0 PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 9 12 12 73 4 441 249 1579 13 37 2457 56 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: 9 12 12 73 4 441 249 1579 13 37 2457 56 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 73 4 441 249 1579 13 37 2457 56 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: 9 12 12 73 4 441 249 1579 13 37 2457 56 Ov1AdjVol: 192 ------------ I --------------- II--------------- II------ --------- II-- -------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Ad3ustment: 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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 436 582 562 1517 83 1600 1600 3174 26 1600 4800 1600 ------------ I ----- ------ ---- II----------- - - - -II ---- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.50 0.50 0.02 0.51 0.03 Ov1Adj V /S: 0.12 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page 14 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection 410 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.766 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II------_-------- II --------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1 0 0 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ --------------- II--------------- II--------------- II----- -- --- - - - - - I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 0 1 0 42 0 15 25 2321 0 0 1315 35 Added Vol: 0 0 0 0 0 0 0 16 0 0 6 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 0 1 0 42 0 15 25 2337 0 0 1321 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 1 0 42 0 15 25 2337 0 0 1321 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 25 2337 0 0 1321 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 1 0 42 0 15 25 2337 0 0 1321 35 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08 Final Sat.: 0 1600 0 1179 0 421 1600 3200 0 0 4675 125 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.73 0.00 0.00 0.28 0.28 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:03 Page 14 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU I(LOSS as Cvcle Length %) Method (Future Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Can.(X): 0.613 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R 1. - T - R ------------ --------------- II--------------- II--------------- II ---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 i 0 0 0 2 1 0 ------------ --------------- II--------------- II----------- ---- II---------- - - - - - I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bee: 2 1 0 37 2 25 64 1591 5 0 2491 40 Added Vol: 0 0 0 0 0 0 0 11 0 0 21 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 1 0 37 2 25 64 1602 5 0 2512 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: 2 1 0 37 2 25 64 1602 5 0 2512 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 64 1602 5 0 2512 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: 2 1 0 37 2 25 64 1602 5 0 2512 40 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I 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: 0.67 0.33 0.00 0.56 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 1067 533 0 925 50 625 1600 3190 10 0 4724 76 ------------ I --------------- II--------------- II--------------- II---- ------ - - -- - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.50 0.50 0.00 0.53 0.53 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page 15 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 411 Irvine Avenue (NS) at 19th Street/Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.526 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II ------------- -- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------- I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 40 780 12 132 738 18 64 155 28 12 101 240 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 41 796 12 135 753 16 64 155 28 12 101 240 Added Vol: 2 9 0 0 27 0 0 0 3 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 43 805 12 135 780 16 64 155 31 12 101 240 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: 43 805 12 135 780 18 64 155 31 12 101 240 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 805 12 135 780 18 64 155 31 12 101 240 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: 43 805 12 135 780 18 64 155 31 12 101 240 ---- ----- - - -I-- ------ II--------------- II---- --- ---- ----II--------- -- - ---I 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 0.83 0.17 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1333 267 1600 1600 1600 ----- I --------------- II--------------- II------- -------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.25 0.01 0.08 0.24 0.01 0.04 0.12 0.12 0.01 0.06 0.15 Crit Moves: **** **** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:03 Page 15 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #11 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.623 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------------- II--------------- II--------------- II--------- - - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ---- --------------- II--------------- II--------------- II---- ------ - - - - - I Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 162 234 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 99 671 42 162 1209 70 48 109 63 30 182 234 Added Vol: 3 36 0 0 16 0 0 0 2 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 102 707 42 162 1225 70 48 109 65 30 182 234 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: 102 707 42 162 1225 70 48 109 65 30 182 234 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 102 707 42 162 1225 70 48 109 65 30 182 234 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: 102 707 42 162 1225 70 48 109 65 30 182 234 ----- --- - - - -I- ------ II--------------- II--------------- II-------- -- - - - - -I 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 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1002 598 1600 1600 1600 ------------ I --------------- II--------------- II-- ------------- II-- --- -- -- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.22 0.03 0.10 0.38 0.04 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:30 Page 16 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #12 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.482 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (Sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--_------------ II ------ _-------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 280 516 38 182 447 135 230 478 180 39 389 62 Added Vol: 10 8 0 6 23 0 0 27 20 0 12 3 PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 290 524 38 188 470 135 230 505 200 39 401 65 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: 290 524 38 188 470 135 230 505 200 39 401 65 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 290 524 38 188 470 135 230 505 200 39 401 65 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: 290 524 38 188 470 135 230 505 200 39 401 65 ------------ I --------------- II--------------- II--------------- II--- ------- -- -- - I 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 1.43 0.57 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2292 908 1600 2754 446 ------- ----- I --- ---- -------- II - - - -- -- II----- ---------- II------- --- - - - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.16 0.02 0.06 0.15 0.08 0.07 0.22 0.22 0.02 0.15 0.15 Crit Moves: * * ** * * ** * * ** * * ** T_ra'ifix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:03 Page 16 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour Level Of Service Computation Report 1CU 1(LOS3 as Cycle Length 8) Method (Future Volume Alternative) Intersection #12 Irvine Avenue (NS) at 17th Street / Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.732 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------------------------- II--------------- 11--------------- II--------- - - - - - -I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 318 468 47 173 596 534 246 472 218 81 554 87 Added Vol: 25 31 0 4 15 0 0 20 16 0 35 8 Pa3serByVo1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 343 499 47 177 611 534 248 492 234 81 589 95 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: 343 499 47 177 611 534 248 492 234 81 589 95 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 343 499 47 177 611 534 248 492 234 81 589 95 POE Adj: 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: 343 499 47 177 611 534 248 492 234 81 589 95 --- I --------------- II--------------- II-- --------- ---- II---------- - - --- I 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 1.36 0.64 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2169 1031 1600 2756 444 ------------ I --------------- II--------------- II--------------- II--------- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.11 0.16 0.03 0.06 0.19 0.33 0.08 0.23 0.23 0.05 0.21 0.21 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:31 Page 17 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.438 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II-- ---- ---- ----- II---------- - - - - - I Volume Module: Base Vol: 362 411 0 0 472 ill 67 0 509 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: 362 411 0 0 472 ill 67 0 509 0 0 0 Added Vol: 27 0 0 0 0 3 2 0 9 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 389 411 0 0 472 114 69 0 518 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: 389 411 0 0 472 114 69 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 389 411 0 0 472 114 69 0 0 0 0 0 PCE Adj: i.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: 389 411 0 0 472 114 69 0 0 0 0 0 ------------ --------------- II--------------- II--- ------ ------ II---------- - - - - - I 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 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.12 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** ** ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:03 Page 17 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.447 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 --- --------- ------- ------ - -II -- -- II--------------- II---------- - - - - -I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 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: 550 543 0 0 369 103 121 0 503 0 0 0 Added Vol: 17 0 0 0 0 2 3 0 36 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 567 543 0 0 369 105 124 0 539 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: 567 543 0 0 369 105 124 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 567 543 0 0 369 105 124 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.OG 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 567 543 0 0 369 105 124 0 0 0 0 0 ------------ I --------- ------ II--------- --- - - -II II---------- - - - --I 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 ------------- I--------------- II--------------- II--------- -- ---- 11---------- - - -- -I Capacity Analysis Module: Vol /Sat: 0.18 0.17 0.00 0.00 0.23 0.07 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** # + *# * * #* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:31 Page 18 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU I(Loss as Cycle Length 9) Method (Future Volume Alternative) **************#*#**#***************************** * * * * * * * * * * * * *k *k # # * * * * * * * * * * # ** Intersection #14 Dover Drive (NS) at 166th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.509 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ I --------------- II--------------- II----- ---------- II---- ------ - - - -- I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 87 718 43 40 907 50 29 21 209 44 10 59 Added Vol: 12 27 0 0 9 0 0 0 5 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 99 745 43 40 916 50 29 21 214 44 10 59 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 -00 1.00 1.00 1.00 PHF Volume: 99 745 43 40 916 50 29 21 214 44 10 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 99 745 43 40 916 50 29 21 214 44 10 59 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FiralVolume: 99 745 43 40 916 50 29 21 214 44 10 59 ------------ --------------- II--------------- II--------------- II---------- - - --- I 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 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 928 672 1600 1600 1600 1600 ------------ I --------------- II--------------- II----- --------- -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.23 0.03 0.03 0.29 0.03 0.02 0.03 0.13 0.03 0.01 0.04 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2009 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:03 Page 18 -1 Westclif£ Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU !(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #14 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.511 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 - --------------- II--------------- II ------- II---------- - - - - -I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Mir.. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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 1017 45 79 816 23 34 23 153 52 14 50 Added Vol: 9 17 0 0 36 0 0 0 16 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 145 1034 45 79 852 23 34 23 169 52 14 50 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 1034 45 79 852 23 34 - 23 169 52 14 50 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 145 1034 45 79 852 23 34 23 169 52 14 50 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 1034 45 79 852 23 34 23 169 52 14 50 ------ - - - - -- ---------- - - - - -H --------------- II --------------- II ---------- - - - - - I 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 0.60 0.40 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 954 646 1600 1600 1600 1600 ------------ I------- ----- --- II------------ - - -11- - II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.32 0.03 0.05 0.27 0.01 0.02 0.04 0.11 0.03 0.01 0.03 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:31 Page 19 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) *******#***********++#***#**###*+*##****#**#*+*** + + + + # # * # # # * * * * * * * * + * * * * * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.620 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II-_------------- II--------------- II---------- - - - - - I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 24 45 42 904 44 182 147 1862 21 17 1229 698 Added Vol: 0 0 0 6 0 6 16 0 0 0 0 24 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 45 42 912 44 188 163 1862 21 17 1229 722 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 45 42 912 44 188 163 1862 21 17 1229 0 Reduct Vol: 0 0 0 0 0 0 D 0 0 0 0 0 Reduced Vol: 24 45 42 912 44 188 163 1862 21 17 1229 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 45 42 912 44 188 163 1862 21 17 1229 0 ------------ I--------------- II----- ------- - - - -II -------- II---------- - - - - -I 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 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4745 55 1600 4800 1600 ------------ I --------------- II--------------- II------ --- ------ II-- ------- - -- - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.19 0.03 0.12 0.05 0.39 0.39 0.01 0.26 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:03 Page 19 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.691 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ---_-------- I --------------- II------_-------- II--------------- II---------- - - - - - I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II------ -- ------- II--- ---- -- -- - - - - I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 16 32 50 840 49 136 121 1507 22 49 2095 1194 Added Vol: 0 0 0 31 0 21 11 0 0 0 0 15 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 16 32 50 871 49 157 132 1507 22 49 2095 1209 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: 16 32 50 871 49 157 132 1507 22 49 2095 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 871 49 157 132 1507 22 49 2095 0 PCE Adj: 1.00 i.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: 16 32 50 871 49 157 132 1507 22 49 2095 0 ------------ I --------------- II--------------- II--------------- II---- ------ - - - - - I 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 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4730 70 1600 4800 1600 ------------ I --------------- II----------- - - - -II - -- II-- --- ----- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.18 0.03 0.10 0.04 0.32 0.32 0.03 0.44 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:07:31 Page 20 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method ;Future Volume Alternative) Intersection 416 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.653 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II---_----------- II--------------- II---------- - - - -- I 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 Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II--------- ------ II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 383 13 25 30 5 36 31 2470 306 38 1506 15 Added Vol: 0 0 0 0 0 0 0 8 0 0 24 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 383 13 25 30 5 36 31 2478 306 38 1530 15 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: 363 13 25 30 5 36 31 2478 306 38 1530 15 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 383 13 25 30 5 36 31 2478 306 38 1530 15 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: 383 13 25 30 5 36 31 2478 306 38 1530 15 ------------ I --------------- II--------------- II----- ---------- II------- --- - - - - - I 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: 2.73 0.09 0.18 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4367 148 285 1600 195 1405 1600 4800 1600 1600 6337 63 ------------ I ----------- ---- II---------- --- - -II --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.02 0.03 0.03 0.02 0.52 0.19 0.02 0.24 0.24 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:08:03 Page 20 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Project Evening Peak Hour ___ ______ _____________ ______ __ _ _ __ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.621 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II --------------- I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 -- I -------- ------- II------------- - -II --------------- --------------- Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 410 8 29 23 16 38 51 1933 483 58 2921 23 Added Vol: 0 0 0 0 0 0 0 31 0 0 15 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 410 8 29 23 16 38 51 1964 483 58 2936 23 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: 410 8 29 23 16 38 51 1964 483 58 2936 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 410 8 29 23 16 38 51 1964 483 58 2936 23 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: 410 8 29 23 16 38 51 19664 483 58 2936 23 --- --------------- II--------------- II--------------- II---------- - - - - - I 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: 2.76 0.05 0.19 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4403 86 311 1600 474 1126 1600 4800 1600 1600 6349 51 ---------- ----- II----------- -- - -II -- - II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.01 0.03 0.03 0.03 0.41 0.30 0.04 0.46 0.46 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2016) + Approved Proiects Default Scenario Thu May 15, 2014 09:25:43 Page 4 -1 Wes *_cliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length 3) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.855 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 -- I--------------- II--------------- II ---- ----------- II_--------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ I --------------- II--------------- II--------------- II------ ---- - - - - - I Volume Module: Base Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 30 3371 36 145 2813 518 806 213 7 55 147 205 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 30 3371 36 145 2813 518 806 213 7 55 147 205 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 PUP Adj: 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: 30 3371 36 145 2813 518 806 213 7 55 147 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 3371 36 145 2813 518 806 213 7 55 147 205 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 i.00 1.00 1.00 FinalVOlu_me: 30 3371 36 145 2813 518 806 213 7 55 147 205 -I ------- II--------------- II------------- -- II---------- - - - - - I 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 3.96 0.04 1.00 4.00 1.00 3.00 1.00 1.00 1.00 2.00 2 -00 Final Sat.: 1600 6333 67 1600 6400 1600 4800 1600 1600 1600 3200 3200 ------------ I ------- -------- II-------- ------- II --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.02 0.53 0.53 0.09 0.44 0.32 0.17 0.13 0.00 0.03 0.05 0.06 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 4 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.772 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II-----------_--- II--------------- II ---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ I --------------- II------- ------ - -II --------------- ---------------- Volume Module: Base Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 2709 38 186 2882 1009 701 237 103 56 340 175 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 49 2709 38 186 2882 1009 701 237 103 56 340 175 User Adj: i.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: 49 2709 38 186 2862 1009 701 237 103 56 340 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 2709 38 186 2882 1009 701 237 103 56 340 175 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: 49 2709 38 186 2882 1009 701 237 103 56 340 175 ------------ --------------- ------- II--------------- II---------- - - --- I 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 3.95 0.05 1.00 3.70 1.30 2.99 1.01 1.00 1.00 2.64 1.36 Final Sat.: 1600 6312 88 1600 5926 2074 4783 1617 1600 1600 4225 2175 ------------ I --------------- II--------------- II--------------- II------ -- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.43 0.43 0.12 0.49 0.49 0.15 0.15 0.06 0.04 0.08 0.08 Crit Moves: * * ** * * *# * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 5 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour ------------------------------------------------------------_------------------ Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.730 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ ------------ --- II--- ---- -------- II ---- II --- -I Volume Module: Base Vol: 278 3318 0 0 2742 24 46 0 454 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 284 3385 0 0 2797 24 46 0 454 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 284 3385 0 0 2797 24 46 0 454 0 0 0 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: 284 3385 0 0 2797 24 46 0 454 0 0 0 Reduce Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 284 3365 0 0 2797 24 46 0 454 0 0 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 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: 284 3385 0 0 2797 24 46 0 454 0 0 0 0v1AdjVOl: 170 ------------ I --------------- II--------------- II------------- - -II -- - -- - - -I 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 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 4.00 0.00 0.00 2.97 0.03 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4758 42 1600 0 3200 0 0 0 ------------ I --------------- II--------------- II-------- ------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.53 0.00 0.00 0.59 0.59 0.03 0.00 0.14 0.00 0.00 0.00 Ov1AdjV /S: 0.05 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 5 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour --------------------------------------------------------------------------_---- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.786 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- li ---- ------- ---- II---------- - -- - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include OV1 Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ I --------------- il--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 508 2790 0 0 2715 72 51 0 522 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 518 2846 0 0 2770 73 51 0 522 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 518 2846 0 0 2770 73 51 0 522 0 0 0 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: 518 2846 0 0 2770 73 51 0 522 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 518 2846 0 0 2770 73 51 0 522 0 0 0 PCE Adj: i.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: i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 518 2846 0 0 2770 73 51 0 522 0 0 0 OvlAdjVO1: 4 ------------ I --------------- II--------------- II--------------- II--------------- I 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 4.00 0.00 0.00 2.92 0.08 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4676 124 1600 0 3200 0 0 0 ------------ I --------------- II----------- - - - -II--------------- --------------- Capacity Analysis Module: Vol /Sat: 0.16 0.44 0.00 0.00 0.59 0.59 0.03 0.00 0.16 0.00 0.00 0.00 Ov1AdjV /S: 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 6 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) *****#********************+*******+***********++* * * * * * * * * * * * * * * * * * * * * * * * * * * + * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.775 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II --_------------ II--------------- II---------- - - - - - i Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 --- --------------- II--------------- II-------- ------ -II---------- - - - - - I Volume Module: Base Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 53 3158 23 62 2980 124 224 57 38 4 54 27 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 53 3158 23 62 2980 124 224 57 38 4 54 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 53 3158 23 62 2980 124 224 57 38 4 54 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 53 3158 23 62 2980 124 224 57 38 4 54 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 53 3158 23 62 2980 124 224 57 38 4 54 27 ------------ I --------------- II--------------- II--------------- II- --------- - - - - - I 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 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.67 0.33 Final Sat.: 1600 6353 47 1600 4800 1600 3200 1600 1600 1600 1067 533 ------------ I --------------- II--------------- II--------------- II------ ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.50 0.50 0.04 0.62 0.08 0.07 0.04 0.02 0.00 0.05 0.05 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 6 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 43 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.875 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II ----_---------- II ------------ -- -II--- ------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ --------------- II--------------- II------- -------- II---------- - - - - - I Volume Module: Base Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 2873 18 123 3106 118 274 83 53 27 79 51 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Ent: 98 2873 18 123 3106 118 274 83 53 27 79 51 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.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 '_.00 1.00 1.00 i.00 PHF Volume: 98 2873 18 123 3106 118 274 83 53 27 79 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 2873 18 123 3106 118 274 83 53 27 79 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 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: 98 2873 18 123 3106 118 274 83 53 27 79 51 ------------ I--------------- II--------------- II--------------- II------- --- - - - - - I 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 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.61 0.39 Final Sat.: 1600 6359 411 1600 4800 1600 3200 1600 1600 1600 972 628 ------------ I --------------- II--------------- II---- --- -- ------ II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.45 0.45 0.08 0.65 0.07 0.09 0.05 0.03 0.02 0.08 0.08 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 7 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) Intersection ff4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.767 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ l--------------- II--------------- II--------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ --------------- II--------------- il--------------- II------ ---- - - - - - i Volume Module: Base Vol: 41 1908 151 574 1579 498 818 443 36 149 346 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 1946 154 586 1611 508 818 443 36 149 346 136 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 1946 154 586 1611 508 81.8 443 36 149 346 136 User Adj: 1.00 1.00 1.00 1.00 i.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: 42 1946 154 586 1611 508 818 443 36 149 346 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 1946 154 586 1611 506 818 443 36 149 346 136 PCE Ad]: 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: 42 1946 154 586 1611 508 818 443 36 149 346 136 ------------ I --------------- II--------------- II--- -- --------- -II--------- - - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.O0 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 3.71 0.29 2.00 3.00 1.00 3.00 1.85 0.15 2.00 3.00 1.00 Final Sat.: 1600 5931 469 3200 4800 1600 4800 2959 241 3200 4800 1600 ------------ I ---------------- II--------------- II--------------- !I---------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.03 0.33 0.33 0.18 0.34 0.32 0.17 0.15 0.15 0.05 0.07 0.09 Crit Moves: * * ** * * ** * * ** * * ** Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 7 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour --------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Future Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.760 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R T - T - R L - T - R L - T - R ------------ I --------------- il--------------- II--------------- II_--------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ I ------ --------- II----------- -- - -II --- ---- II---------- - - - - -I Volume Module: Base Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 1540 149 720 1658 355 715 498 58 302 468 136 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 46 1540 149 720 1658 355 715 498 58 302 468 136 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: 46 1540 149 720 1658 355 715 498 58 302 468 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1540 149 720 1658 355 715 498 58 302 468 136 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: 46 1540 149 720 1658 355 715 498 58 302 468 136 ----------- --------------- II--------------- II---- ----------- II--------- - - - - - - I 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 3.65 0.35 2.00 3.00 1.00 3.00 1.79 0.21 2.00 3.00 1.00 Final Sat.: 1600 5836 564 3200 4800 1600 4800 2866 334 3200 4800 1600 ------------ I --------------- il--------------- II----- ---------- II----- ----- - -- - - I Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.26 0.23 0.35 0.22 0.15 0.17 0.17 0.09 0.10 0.09 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 8 -1 Westcliff Drive Medical Offices Existing (Year 2G14) + Growth (Year 2016) + Approved Projects Morning Peak Hour -------------------------------------------------------------------- - ---- - - - - -- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.514 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II--------- - - - -- I Control: Prot +permit Prot +Permit Prot +permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- II----- ------- - - -II--------------- --------------- Volume Module: Base Vol: 140 137 37 138 114 97 46 999 113 48 852 93 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 B3e: 140 137 37 138 114 97 46 999 113 48 852 93 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 140 137 37 138 114 97 46 999 113 48 852 93 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 i.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 140 137 37 138 114 97 46 999 113 48 852 93 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 140 137 37 138 114 97 46 999 113 48 852 93 PCE Adj: i.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: i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 140 137 37 138 114 97 46 999 113 48 852 93 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.02 0.09 0.07 0.06 0.03 0.31 0.07 0.03 0.27 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 6 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection 95 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.626 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II -_------------- II --------------- II---------- - - - - - I Control: Prot +permit Prot +permit Prot +permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ I --------------- 11 --------------- ;--------------- II--------------- I Volume Module: Base Vol: 160 175 63 169 173 104 78 943 137 88 1159 176 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: 160 175 63 169 173 104 78 943 137 88 1159 176 Added Vol: 0 0 0 0 0 D 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 160 175 63 169 173 104 78 943 137 88 1159 176 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: 160 175 63 169 173 104 78 943 137 88 1159 176 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 160 175 63 169 173 104 78 943 137 68 1159 176 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: 160 175 63 169 173 104 78 943 137 88 1159 176 ------------ I --------------- II--------------- II--------------- II------- --- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- II---- ---- -- -- --- II----------- - - - -II --- --- ---- - - - - -I Capacity Analysis Module: Vol /Sat: 0.10 0.11 0.04 0.11 0.11 0.07 0.05 0.29 0.09 0.06 0.36 0.11 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 9 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour --------------------------.------------------------------------------------------ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.405 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II --------------- II---------- - - - - - I Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------ i--------------- II--------------- II--------------- II------- --- - - - - - I Volume Module: Base Vol: 28 11 38 16 5 22 59 1074 21 52 969 45 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: 28 11 38 16 5 22 59 1074 21 52 969 45 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 28 11 38 16 5 22 59 1074 21 52 969 45 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: 28 11 38 16 5 22 59 1074 21 52 969 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 11 38 16 5 22 59 1074 21 52 969 45 PCE Adi: 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 Ad3: 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: 28 11 38 16 5 22 59 1074 21 52 969 45 ------------ I --------------- II--------------- II--- --- --------- II- --------- - - - - - I 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: 0.72 0.28 1.00 0.76 0.24 1.00 1.00 1.96 0.04 1.00 1.91 0.09 Final Sat.: 1149 451 1600 1219 361 1600 1600 3139 61 1600 3058 142 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.01 0.01 0.01 0.04 0.34 0.34 0.03 0.32 0.32 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 9 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour Level Of Service Computation Report_ ICU l(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.557 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- If---------- ----- II---------- - - - - - I Control: Permitted Permitted Prot +permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 - 0 1 0 1 1 0 --------------------------- I1--------------- II---- -------- -- II--------- -- - - --I Volume Module: Base Vol: 84 15 67 51 16 46 56 1019 55 94 1315 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bee: 84 15 67 51 16 46 56 1019 55 94 1315 55 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 84 15 67 51 16 46 56 1019 55 94 1315 55 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 84 15 67 51 16 46 56 1019 55 94 1315 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 84 15 67 51 16 46 56 1019 55 94 1315 55 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 84 15 67 51 16 46 56 1019 55 94 1315 55 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I 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 11.00 1.00 Lanes: 0.85 0.15 1.00 0.76 0.24 1.00 1.00 1.90 0.10 1.00 1.92 0.08 Final Sat.: 1358 242 1600 1218 382 1600 1600 3036 164 1600 3072 128 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.05 0.06 0.04 0.03 0.04 0.03 0.04 0.34 0.34 0.06 0.43 0.43 Crit Moves **** **** **** **** *****************}**********************}****}}** * * * * * * * * * * * * * * } * * * * * * * * * * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 10 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak ;four Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Santa Ana Avenue (NS) at 17th Street (EW) ***#********************************************* * * # * * * * * * * * * * * * * * * * * * * # * * * * * *** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.464 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------------------------- II--- ------- ----- 11 - - - - -- II-------- -- - - - - -I Control: Permitted Permitted Prot-Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 94 79 86 65 92 68 32 1018 51 48 909 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: 94 79 86 85 92 68 32 1018 51 48 909 52 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0' 0 0 0 Initial Fut: 94 79 86 85 92 68 32 1018 51 48 909 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: 94 79 86 65 92 68 32 1018 51 48 909 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 94 79 86 85 92 68 32 1018 51 48 909 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: 94 79 86 85 92 68 32 1016 51 48 909 52 ------------ I --------------- II--------------- II---- ---- ------- II-- ------ --- -- - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 16600 ------------ I --------------- II--------------- II-- ------- --- ---II- --------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.05 0.05 0.05 0.06 0.04 0.02 0.32 0.03 0.03 0.28 0.03 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 10 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection V Santa Ana Avenue (NS) at 17 *_h Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.587 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ I --------------- II--------------- II------ --------- II-- -------- - - - -- I Volume Module: Base Vol: 126 128 111 92 133 98 78 979 77 136 1204 125 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: 126 128 111 92 133 98 78 979 77 136 1204 125 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 126 128 111 92 133 98 78 979 77 136 1204 125 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: 126 128 111 92 133 98 76 979 77 136 1204 125 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 128 111 92 133 98 78 979 77 136 1204 125 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: 126 128 111 92 133 98 78 979 77 136 1204 125 ------------ --------------- II--------------- II-- --- ---------- II--- ----- -- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- II--------------- II------ --- ------ I!---------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.08 0.08 0.07 0.06 0.08 0.06 0.05 0.31 0.05 0.09 0.38 0.08 Crit Moves * * ** * * ** * * ** * * ** ***#*##*#**** Y#*********#####*#**#*##+******#**** * * ** # # * * # # # # + * # * * # * * * * * # * # * # * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 11 -1 Westclif£ Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.548 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 -----_------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Prot +Fermit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------ I --- --- --------- II-------- --- - - - -II --- II---------- - - - - -I Volume Module: Base Vol: 100 107 84 75 78 61 33 948 103 86 863 44 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: 100 107 84 75 78 61 33 948 103 86 863 44 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 100 107 84 75 78 61 33 948 103 86 863 44 User Adj: 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHI Adj: 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: 100 107 84 75 78 61 33 948 103 86 863 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 100 107 84 75 78 61 33 948 103 86 863 44 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: 100 107 84 75 78 61 33 948 103 86 863 44 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.56 0.44 1.00 1.00 1.00 1.00 1.80 0.20 1.00 1.90 0.10 Final Sat.: 1600 896 704 1600 1600 1600 1600 2686 314 1600 3045 155 ------------ I --------------- II-------------- II------ --------- II---------- - - - --I Capacity Analysis Module: Vol /Sat: 0.06 0.12 0.12 0.05 0.05 0.04 0.02 0.33 0.33 0.05 0.28 0.28 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 11 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour ------------------ --- - ------- ----- ---- - - - -- -- ---------- - - - -- --- ----- ----- Level Of Service Computation Report ICU 1(Loss as Cycle Length S) Method (Future Volume Alternative) Intersection #8 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.645 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ ! ----- ---------- II-------- ----- - -II -- ---- II---------- - - - - -I Control: Permitted Permitted Prot +permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II----------- -- -- II---------- - - - - - I Volume Module: Base Vol: 79 97 69 84 98 62 84 939 91 109 1320 75 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: 79 97 69 84 98 62 84 939 91 109 1320 75 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 79 97 69 84 98 62 84 539 91 109 1320 75 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: 79 97 69 84 98 62 84 939 91 109 1320 75 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 79 97 69 84 98 62 84 939 91 109 1320 75 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: 79 97 69 84 98 62 84 939 91 109 1320 75 ------------ --------------- II--------------- II-------- -------- II---------- -- - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.58 0.42 1.00 1.00 1.00 1.00 1.82 0.18 1.00 1.89 0.11 Final Sat.: 1600 935 665 1600 1600 1600 1600 2917 283 1600 3028 172 ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.05 0.10 0.10 0.05 0.06 0.04 0.05 0.32 0.32 0.07 0.44 0.44 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 12 -1 Westcli£f Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour ------------------------------------------------------------------------------ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.821 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II --------------- II --------------- II ---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 --- --- - -- - - -i ----- II--------------- 11--- ------------ 11---------- - - - - -I Volume Module: Base Vol: 2 2 3 65 0 342 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 2 2 3 65 0 342 Added Vol: 0 0 0 0 0 0 Approved: 0 0 0 1 0 1 Initial Fut: 2 2 3 66 0 343 User Adj: 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 PHF Volume: 2 2 3 66 0 343 Reduct Vol: 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 343 PCE Adj: 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 FinalVOlume: 2 2 3 66 0 343 Ov1AdjVOl: 51 ------------ I --------------- II --------------- Saturation Flow Module: 283 2262 1.03 1.03 292 2331 0 0 0 111 292 2442 1.00 1.00 1.00 1.00 292 2442 0 0 292 2442 1.00 1.00 1.00 1.00 292 2442 11 13 1233 58 1.03 1.03 1.03 1.03 11 13 1270 60 0 0 0 0 0 0 99 0 11 13 1369 60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11 13 1369 60 0 0 0 0 11 13 1369 60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11 13 1369 60 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: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 457 457 686 1600 0 1600 1600 3185 15 1600 4800 1600 ------------ I --------------- Capacity Analysis Module: II --------------- II -- ------------- II---------- - - - - - I Vol /Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.18 0.77 0.77 0.01 0.29 0.04 Ov1Adj V /S: 0.03 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 12 -1 Westcliff Drive Medical Offices Existing (Year 201-4) + Growth (Year 2016) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #9 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.828 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - _ - R L - T - R ------------ I--------------- II--------------- II ------------- il---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ov1 Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II--------------- II---- -- ----- ---- II---------- - - -- - I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 12 73 4 441 254 1599 13 38 2485 57 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 0 0 0 2 0 0 1 140 0 0 138 1 Initial Fut: 9 12 12 75 4 441 255 1739 13 38 2623 58 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 12 12 75 4 441 255 1739 13 38 2623 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 75 4 441 255 1739 13 38 2623 58 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 9 12 12 75 4 441 255 1739 13 38 2623 58 Ov1Adj VOl: 186 ------------ --------------- II--------------- II--------------- II----- ----- - - - - - I 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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 436 582 582 1519 81 1600 1600 3176 24 1600 4800 1600 ------------ I --------------- II--------------- II - - - - -- ---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.55 0.55 0.02 0.55 0.04 Ov1AdjV /S: 0.12 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2009 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 13 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length) Method (Future Volume Alternative) +** t*******************************! k************ *** * * * * * **** * * **** * + ** # *** * * + ++ Intersection 410 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.811 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ---- I --------------- II----_---_------ II--------------- II---- ------ - -- - - I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- ll------ --------- II------- --- - - - - - I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2368 0 0 1341. 36 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 0 0 0 0 0 0 0 115 0 0 99 0 Initial Fut: 0 1 0 42 0 15 26 2483 0 0 1440 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.G0 1.00 1.00 PHF Volume: 0 1 0 42 0 15 26 2483 0 0 1440 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2483 0 0 1440 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: 0 1 0 42 0 15 26 2483 0 0 1440 36 ------------ I -------------- ll--------------- II--------------- II-------- -- - - - -- I 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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat.: 0 1600 0 1179 0 421 1600 3200 0 0 4683 117 ---- I -------------- II--------------- II--- ------ ----- -II------ ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.78 0.00 0.00 0.31 0.31 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 13 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Future Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.649 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II --------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 --- --------------- II--------------- II-------------- -II---- --- --- --- - - I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 65 1623 5 0 2541 41 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 0 0 0 0 0 0 0 142 0 0 140 0 Initial Fut: 2 1 0 37 2 25 65 1765 S 0 2681 41 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: i.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 1 0 37 2 25 65 1765 5 0 2681 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 65 1765 5 0 2681 41 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 1 0 37 2 25 65 1765 5 0 2681 41 ------------ ------------- -- II------------ - - -II--------------- --------------- 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: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 1067 533 0 925 50 625 1600 3191 9 0 4727 73 ------------ I --------------- II--------------- II--- ------------ II---------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.55 0.55 0.00 0.57 0.57 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 14 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Los5 as Cycle Length 3) Method (Future Volume Alternative) Intersection #11 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.535 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II--------------- II----------- -_-- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ --------------- II--------------- il--- ------------ II--------- --- - - - I Volume Module: Base Vol: 40 780 12 132 738 18 64 155 28 12 101 240 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 812 12 137 768 19 64 155 28 12 101 240 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 1 2 0 4 3 0 0 0 0 0 1 4 Initial Fut: 43 814 12 141 771 19 64 155 28 12 102 244 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: 43 814 12 141 771 19 64 155 28 12 102 244 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 814 12 141 771 19 64 155 28 12 102 244 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: 43 814 12 141 771 19 64 155 28 12 102 244 ------------ --------------- II--------------- li------- -------- II- ---- ----- -- --- I 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 0.85 0.15 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1355 245 1600 1600 1600 ------------ I --------------- II--------------- II-------- -- -- -- -II-------- ------ - I Capacity Analysis Module: Vol /Sat: 0.03 0.25 0.01 0.09 0.24 0.01 0.04 0.11 0.11 0.01 0.06 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 14 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) Intersection #11 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 10o Critical Vol. /Cap.(X): 0.630 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- il-------------- II------ ---- ----- II -- -- ------ - - - -- I Control: Protected Protected Permitted Permitted Rights: Include Include Include include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ----------- I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 685 43 165 1233 72 48 109 63 30 162 234 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 1 4 0 5 5 0 0 0 0 0 1 5 Initial Fut: 102 689 43 170 1238 72 48 109 63 30 183 239 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: i.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: 102 689 43 170 1238 72 48 109 63 30 183 239 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 102 689 43 170 1238 72 48 109 63 30 183 239 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: 102 689 43 170 1238 72 48 109 63 30 183 239 ------------ --------------- II--------------- II------------ --- II---------- - - -- - I 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.O0 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 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1014 586 1600 1600 1.600 ------------ I --------------- II--------------- II--------------- II-- -------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.22 0.03 0.11 0.39 0.04 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 15 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length 1) Method (Future Volume Alternative) ************:**************************.********* * * * * * * * * * * * * * * * * * * * * * * * *. * * * * ** Intersection 412 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.465 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II--------------- 11---- ----------- 11- -- ------- - - - - -I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II------ --------- II---------- - - - - - I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 285 527 39 185 456 137 230 478 180 39 389 62 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 1 1 0 3 0 3 1 9 1 0 10 2 Initial Fut: 286 528 39 188 456 140 231 487 181 39 399 64 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: 286 528 39 188 456 140 231 487 181 39 399 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 286 528 39 188 456 140 231 487 181 39 399 64 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 FiralVOlume: 286 528 39 188 456 140 231 487 161 39 399 64 ------------ --------------- II--------------- II--- ---- ------ -- II---------- - - - - - I 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 1.46 0.54 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2333 867 1600 2758 442 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.16 0.02 0.06 0.14 0.09 0.07 0.21 0.21 0.02 0.14 0.14 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 15 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour -- -- - - -- -- -- --- - ------ - -- --- - ---- -- - -- --------- ------ -- ---- - - - - -- - - Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection $12 Irvine Avenue (NS) at 17th Street / Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.731 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------------------------- II--------------- II--------------- 11----- ----- - - - - -I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ --------------- II--------------- II--------------- II---------- - -- - - I Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 325 478 48 177 608 544 248 472 218 81 554 87 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 0 0 0 4 0 4 7 25 0 0 18 4 Initial Fut: 325 478 48 181 608 548 255 497 218 81 572 91 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: 325 478 48 181 608 548 255 497 218 81 572 91 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 325 478 48 181 608 548 255 497 218 81 572 91 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: 325 478 48 181 608 548 255 497 218 81 572 91 ------------ 1--- ------------ II----------- - - - -It - 11-- -- ------ --- - -I 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 1.39 0.61 1.00 1.73 0.27 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2224 976 1600 2761 439 ------------ I--------------- 11--------------- II--------------- 11-- -- --- --- -- -- -I Capacity Analysis Module: Vol /Sat: 0.10 0.15 0.03 0.06 0.19 0.34 0.08 0.22 0.22 0.05 0.21 0.21 Crit Moves: * * ** * * ** * * «* * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 16 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour _ ---------- -------- Y-- - - -___ __ -_ -__ Level Of Service Computation Report ICU 1(LOS3 as Cycle Length $) Method (Future Volume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.436 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II------_-------- II--------------- II-------- -- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 362 411 0 0 472 111 67 0 509 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: 362 411 0 0 472 111 67 0 509 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 6 8 0 C 8 0 0 0 10 0 0 0 Initial Put: 368 419 0 0 480 111 67 0 519 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.O0 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 I.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 368 419 0 0 480 lil 67 0 0 0 0 0 Reduct Vol: 0 0 0 D 0 0 0 0 0 0 0 0 Reduced Vol: 368 419 0 0 480 111 67 0 C 0 0 0 PCE Adj: i.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: 1100 1.00 i.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 368 419 0 0 480 111 67 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II--------------- I 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.12 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 16 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.452 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- Ii---------- -- --- II--- ------- - - - - - I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 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: 550 543 0 0 369 103 121 0 503 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 14 12 0 0 11 0 0 0 16 0 0 0 Initial Fut: 564 555 0 0 380 103 121 0 519 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: 564 555 0 0 380 103 121 0 0 0 0 0 Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 564 555 0 0 380 103 121 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: 564 555 0 0 380 103 121 0 0 0 0 0 ------------ --------------- II--------------- II--- ------------ II- --------- - - - - - I 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 ---- I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.18 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 17 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour - -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #14 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.505 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 87 718 43 40 907 50 29 21 209 44 10 59 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 2 10 1 1 16 0 0 0 4 1 2 4 Initial Fut: 89 728 44 41 923 50 29 21 213 45 12 63 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 PH? Adj: 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: 89 728 44 41 923 50 29 21 213 45 12 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 89 726 44 41 923 50 29 21 213 45 12 63 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 89 728 44 41 923 50 29 21 213 45 12 63 ------------ --------------- Il--------------- II-------- ------- II---------- - - - - - I 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 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 928 672 1600 1600 1600 1600 -- I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.23 0.03 0.03 0.29 0.03 0.02 0.03 0.13 0.03 0.01 0.04 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 17 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 414 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.510 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ ------ ---- ----- Il----- -------- - - II --------------- --------------- Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 So 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 1017 45 79 816 23 34 23 153 52 14 50 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 4 31 2 4 23 0 0 1 4 0 1 4 Initial Put: 140 1048 47 83 839 23 34 24 157 52 15 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: 140 1048 47 83 839 23 34 24 157 52 15 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 140 1048 47 83 839 23 34 24 157 52 15 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: 140 1048 47 83 839 23 34 24 157 52 15 54 ------------ --------------- II--------------- II---------- -- -- -II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.59 0.41 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 938 662 1600 1600 16600 1600 ------------ I --------------- II--------------- II--------------- II----- ----- - -- -- I Capacity Analysis Module: Vol /Sat: 0.09 0.33 0.03 0.05 0.26 0.01 0.02 0.04 0.10 0.03 0.01 0.03 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 18 -1 Westcli£f Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + AD p roved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.654 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II----------- - - --II ------- II ---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Greer,: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II ---------- - - - - - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 24 45 42 904 44 182 150 1899 22 18 1254 712 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 29 0 9 9 102 0 0 89 1e Initial Fut: 24 45 42 933 44 191 159 2001 22 16 1343 730 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 45 42 933 44 191 159 2001 22 18 1343 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 933 44 191 159 2001 22 18 1343 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 45 42 933 44 191 159 2001 22 18 1343 0 ------------ ----- -- -------- II------------- - -II --------------- --------------- 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 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4748 52 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.033 0.19 0.03 0.12 0.05 0.42 0.42 0.01 0.28 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 18 -1 Westclif£ Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOS3 as Cycle Length 8) Method (Future Volume Alternative) Intersection 415 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.731 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II --------------- II---------- - - - - - 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I--------------- II--------------- 11--------------- II---------- - - - --I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: i6 32 50 840 49 136 124 1537 23 50 2137 1218 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 0 0 0 22 0 16 27 119 0 0 133 37 Initial Put: 16 32 50 862 49 152 151 1656 2.3 50 2270 1255 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: 16 32 50 862 49 152 151 1656 23 50 2270 0 Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 862 49 152 151 1656 23 50 2270 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: 16 32 50 862 49 152 151 1656 23 50 2270 0 ------------ I --------------- II------------ --- II--------------- II - - -- - -I 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 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4735 65 1600 4800 1600 ------------ I -------- ------- II-------------- -II - -- --- 11 - - - -- -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.18 0.03 0.10 0.05 0.35 0.35 0.03 0.47 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:43 Page 19 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Morning Peak Hour - - - -- -- - ---- -- -- - - --- -- ----- - --- - -- ----- ---------- - ` - - -- -- - --- -- -- ------ - Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection 416 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.707 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II----------_---- II--------------- II ---------- - - - - - I 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 Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II--- -- -- -- ------ II------- --- - - - -- I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 383 13 25 30 5 36 31 2519 312 39 1536 16 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 1 6 1 62 3 41 72 55 0 0 56 15 Initial Put: 384 19 26 92 8 77 103 2574 312 39 1592 31 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.D0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 384 19 26 92 8 77 103 2574 312 39 1592 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 19 26 92 8 77 103 2574 312 39 1592 31 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: 384 19 26 92 8 77 103 2574 312 39 1592 31 ------------ --------------- II--------------- II-- ---- -- --- ---- II---------- -- -- - I 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: 2.69 0.13 0.18 1.00 0.09 0.91 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4297 213 291 1600 151 1449 1600 4800 1600 1600 6279 121 ------------ I --------------- II--------------- II-------- ------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.05 0.05 0.06 0.54 0.20 0.02 0.25 0.25 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:25:06 Page 19 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects Evening Peak Hour __ ___ _____ __ ______________________ _ ______ ___ _ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (E'W) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.746 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II--------------- I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- --------------- --------------- --------------- Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 410 8 29 23 16 38 52 1972 492 59 2979 24. Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Approved: 3 6 0 98 7 80 71 52 2 0 77 30 Initial Fut: 413 14 29 121 23 118 123 2024 494 59 3056 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: 413 14 29 121 23 118 123 2024 494 59 3056 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 14 29 121 23 118 123 2024 494 59 3056 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: 413 14 29 121 23 118 1.23 2024 494 59 3056 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.G0 1.00 Lanes: 2.72 0.09 0.19 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4347 147 305 1600 261 1339 1600 4800 1600 1600 6289 111 ------------ I --------------- II--------------- II-------- ------- II-- ---- ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.10 0.10 0.09 0.08 0.09 0.09 0.08 0.42 0.31 0.04 0.49 0.49 Crit Moves: * * ** * + ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2016) + Approved Projects + Project Default Scenario Thu May 15, 2014 09:26:54 Page 5 -1 Westclif£ Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (Sec): 100 Critical Vol. /Cap.(X): 0.856 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II---- ----------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Irclude Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 30 3371 36 145 2813 518 806 213 7 55 147 205 Added Vol: 0 5 0 0 10 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 30 3376 36 145 2823 518 806 213 7 55 147 205 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.0O 1.00 1.00 PHF Adj: 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 30 3376 36 145 2823 518 806 213 7 55 147 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 3376 36 145 2823 518 806 213 7 55 147 205 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: 30 3376 36 145 2823 518 806 213 7 55 147 205 ------------ --------------- II--------------- II--------------- II-- -------- - - - - - I 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 3.96 0.04 1.00 4.00 1.00 3.00 1.00 1.00 1.00 2.00 2.00 Final Sat.: 1600 6333 67 1600 6400 1600 4800 1600 1600 1600 3200 3200 ------------ I--------------- II--------------- 11-------- ------ -II----- --- -- - - - - -I Capacity Analysis Module: Vo'_ /Sat: 0.02 0.53 0.53 0.09 0.44 0.32 0.17 0.13 0.00 0.03 0.05 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowl--ng Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:24 Page 5 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour ---------- ---------------------- --------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection Rl Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.774 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 -------- - - - - I - -- II--------------- II------ --------- 11--------- - - - - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ I --------------- II--------------- II--------------- II------- --- - - - - - I Volume Module: Base Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 2709 38 166 2882 1009 701 237 103 56 340 175 Added Vol: 0 11 0 0 7 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 49 2720 38 186 2889 1009 701 237 103 56 340 175 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: 49 2720 38 186 2889 1009 701 237 103 56 340 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 2720 38 186 2889 1009 701 237 103 56 340 175 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: 49 2720 38 186 2889 1009 701 237 103 56 340 175 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 3.95 0.05 1.00 3.71 1.29 2.99 1.01 1.00 1.00 2.64 1.36 Final Sat.: 1600 6312 88 1600 5929 2071 4783 1617 1600 1600 4225 2175 - - - - -I ----- II--------------- II--------------- II- --------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.43 0.43 0.12 0.49 0.49 0.15 0.15 0.06 0.04 0.08 0.08 Crit Moves: * * ** * * ** * * ** * * ** ***********************###*********************** * * * * * * * * * * * * * # # * * # * # * # * * * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZ_NAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 6 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project _ Morning Peak Hour ------ ----- --- ------------------------ - - - - -- Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.734 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II-------- _------ II-------- _- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 278 3318 0 0 2742 24 46 0 454 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 284 3385 0 0 2797 24 46 0 454 0 0 0 Added Vol: 3 5 0 0 10 0 0 0 7 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 287 3390 0 0 2807 24 46 0 461 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 i.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: 287 3390 0 0 2807 24 46 0 461 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 287 3390 0 0 2807 24 46 0 461 0 0 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 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.00 1.00 1.00 1.00 FinalVOlume: 287 3390 0 0 2807 24 46 0 461 0 0 0 OV1AdjVol: 174 ------------ --------------- II--------_------ II--------------- II---------- - - - - - I 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 4.00 0.00 0.00 2.97 0.03 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4758 42 1600 0 3200 0 0 0 ------------ I --------------- II-------------_- II------------ _-- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.53 0.00 0.00 0.59 0.59 0.03 0.00 0.14 0.00 0.00 0.00 OVlAdjV /S: 0.05 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:24 Page 6 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU !(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.790 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --- --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ --------------- II--------------- II-------------- -II---------- - - - - - I Volume Module: Base Vol: 508 2790 0 0 2715 72 51 0 522 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 518 2846 0 0 2770 73 51 0 522 0 0 0 Added Vol: 7 11 0 0 7 0 0 0 5 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 525 2857 0 0 2777 73 51 0 527 0 0 0 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: 525 2857 0 0 2777 73 51 0 527 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 525 2857 0 0 2777 73 51 0 527 0 0 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 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: 525 2857 0 0 2777 73 51 0 527 0 0 0 OvlAdjVol: 2 ------------ I --------------- II--------------- II --------------- --------------- 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 4.00 0.00 0.00 2.92 0.08 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4676 124 1600 0 3200 0 0 0 --- I --------------- II--------------- II----------- ---- II---------- - - -- - I Capacity Analysis Module: Vol /Sat: 0.16 0.45 0.00 0.00 0.59 0.59 0.03 0.00 0.16 0.00 0.00 0.00 Ov1AdjV /S: 0.00 Crit_ Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 7 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour Level Of Service Computation Report ICU !(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.778 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II----- ---------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------- 1 --------------- 11--------------- 11--------------- II--------------- I Volume Module: Base Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial B5e: 53 3158 23 62 2980 124 224 57 38 4 54 27 Added Vol: 0 9 0 0 17 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 53 3167 23 62 2997 124 224 57 38 4 54 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 53 3167 23 62 2997 124 224 57 36 4 54 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 53 3167 23 62 2997 124 224 57 38 4 54 27 ICE Adj: 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 3167 23 62 2997 124 224 57 38 4 54 27 ------------ I --------------- II--------------- II-------- ------- II---------- - - - - - I 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 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.67 0.33 Final Sat.: 1600 6353 47 1600 4800 1600 3200 1600 1600 1600 1067 533 ------------ I --------------- II--------------- II---------- ----- ll---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.50 0.50 0.04 0.62 0.08 0.07 0.04 0.02 0.00 0.05 0.05 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:24 Page 7 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour - - -- ---------- - - - -- - Level Of Service Computation Report ICU 1(Loss as Cycle Length $) Method (Future Volume Alternative) *******#***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.878 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II --------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ I --------------- II--------------- II--------------- II- --------- - - - - - I Volume Module: Base Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 2873 18 123 3106 118 274 83 53 27 79 51 Added Vol: 0 19 0 0 12 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 98 2892 18 123 3118 118 274 83 53 27 79 51 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 2892 18 123 3118 118 274 83 53 27 79 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 2892 18 123 3118 118 274 83 53 27 79 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 98 2892 18 123 3118 118 274 83 53 27 79 51 ------------ --------------- II--------------- II----- ---------- II---------- - - - - - I 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 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.61 0.39 Final Sat.: 1600 6360 40 1600 4800 1600 3200 1600 1600 1600 972 628 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.45 0.45 0.08 0.65 0.07 0.09 0.05 0.03 0.02 0.08 0.08 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 8 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Leve1 Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) *.*.*.***************************************+*** * * * ** * * ** * * * ** * * * * * * * * ** * * * * * ** Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.778 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------------------------- II--------------- II--------------- 11---------- - - - - -I Control: Protected Protected Solit Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ I--------------- II --------------- II --------- ------ II ---------- - - - - - I Volume Module: Base Vol: 41 1908 151 574 1579 498 818 443 36 149 346 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 1946 154 586 1611 508 818 443 36 149 346 136 Added Vol: 0 0 0 17 0 0 0 3 0 0 2 9 PasserByVO1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 1946 154 603 1611 508 818 446 36 149 348 145 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: 42 1946 154 603 1611 508 818 446 36 149 348 145 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 1946 154 603 1611 508 818 446 36 149 348 145 PCE Adi: 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: 42 1946 154 603 1611 508 818 446 36 149 348 145 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I 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 3.71 0.29 2.00 3.00 1.00 3.00 1.85 0.15 2.00 3.00 1.00 Final Sat.: 1600 5931 469 3200 4800 1600 4800 2961 239 3200 4800 1600 ------------ I --------------- II--------------- II------------- -- II- --- -- ---- -- -- - I Capacity Analysis Module: Vol /Sat: 0.03 0.33 0.33 0.1.9 0.34 0.32 0.17 0.15 0.15 0.05 0.07 0.09 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2009 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:24 Page 8 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.765 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ --------------- II--------------- II--------------- II--------- - - -- - - I Volume Module: Base Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 1540 149 720 1658 355 715 498 58 302 468 136 Added Vol: 0 0 0 12 0 0 0 2 0 0 4 19 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 46 1540 149 732 1658 355 715 500 58 302 472 155 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 PHE Adj: 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: 46 1540 149 732 1658 355 715 500 58 302 472 155 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1540 149 732 1658 355 715 500 58 302 472 155 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 i.00 1.00 1.00 1.00 FinalVolume: 46 1540 149 732 1658 355 715 500 58 302 472 155 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 3.65 0.35 2.00 3.00 1.00 3.00 1.79 0.21 2.00 3.00 1.00 Final Sat.: 1600 5836 564 3200 4800 1600 4800 2867 333 3200 4800 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.26 0.23 0.35 0.22 0.15 0.17 0.17 0.09 0.10 0.10 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 9 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length &) Method (Future Volume Alternative) Intersection #5 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.522 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- --------------- --------------- --------------- Control: Prot +Permit Prot +permit Prot +permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 140 137 37 138 114 97 46 999 113 48 652 93 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: 140 137 37 138 114 97 46 999 113 48 B52 93 Added Vol: 0 0 2 2 0 0 0 20 0 1 10 1 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 140 137 39 140 114 97 46 1019 113 49 862 94 User Adj: 1.00 1.00 1.00 i.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: 140 137 39 140 114 97 46 1019 113 49 862 94 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 140 137 39 140 114 97 46 1019 113 49 862 94 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 i.00 1.00 FinalVoiume: 140 137 39 1-40 114 97 46 1019 113 49 862 94 ------------ I --------------- Il--------------- II--------------- II--------------- I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I ----------- ---- II----- ------- - --II--------------- --------------- Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.02 0.09 0.07 0.06 0.03 0.32 0.07 0.03 0.27 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZM.AN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:24 Page 9 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.633 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II-------_------- II --------------- II---------- - - - - - I Control: Prot +Permit Prot +Permit Prot +permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- II----------- - - - -II ------- II---------- - - - - -I Volume Module: Base Vol: 160 175 63 169 173 104 78 943 137 88 1159 176 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: 160 175 63 169 173 104 78 943 137 88 1159 176 Added Vol: 0 0 1 1 0 0 0 14 0 2 22 2 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 160 175 64 170 173 104 78 957 137 90 1181 178 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: 160 175 64 170 173 104 78 957 137 90 1181 178 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 160 175 64 170 173 104 78 957 137 90 1181 178 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: 160 175 64 170 173 104 78 957 137 90 1181 178 --- I--------------- II--------------- II--------------- II--------- - - - - -- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1-600 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 16600 3200 1600 1600 3200 1600 ------------ I --------------- II--------------- II--- ------ -- -- -- II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.10 0.11 0.04 0.11 0.11 0.07 0.05 0.30 0.09 0.06 0.37 0.11 Crit Moves: * * ** * * *# * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 10 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) +xxxxxxxxx * * *,rx +x *x * *;t+ *xxxx * + * * +x * ** xxx +*xxxxxxxxxxxxxxxxxx * *x * + * * * ++. +: *xxxx *x ** Intersection #6 Westminster Avenue (NS) at 17th Street (EW) +++xxxxxx xxxxxx+ ++xxxxxxxxxxxxxx * * * + ** +xxxxxx++ *xxx *x +xxx + * *+ **+xxxxxx *+ +xxxx**+ Cycle (sec): 100 Critical Vol. /Cap.(X): 0.413 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A xxxx +xxx xxxx xxxxxxxxxxxxxxxxxxxxxx+ xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II-------------_- II --------------- II---------- - - - - - I Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------ --------------- II--------------- II ---------- ----- II---------- - - - - - I Volume Module: Base Vol: 28 11 38 16 5 22 59 1074 21 52 969 45 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: 28 11 38 16 5 22 59 1074 21 52 969 45 Added Vol: 0 0 0 0 0 0 0 24 0 0 13 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 28 11 38 16 5 22 59 1098 21 52 982 45 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: 28 11 38 16 5 22 59 1098 21 52 982 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 11 38 16 5 22 59 1098 21 52 982 45 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: 28 11 38 16 5 22 59 1098 21 52 982 45 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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: 0.72 0.28 1.00 0.76 0.24 1.00 1.00 1.96 0.04 1.00 1.91 0.09 Final Sat.: 1149 451 1600 1219 381 1600 1600 3140 60 1600 3060 140 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.01 0.01 0.01 0.04 0.35 0.35 0.03 0.32 0.32 Crit Moves xxxx xxxx xxxx xxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx *xxxx+.+ xxxxxx =xxx xxx *+.xxxxxxxxxxxxxx *xxxxxx++++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 10 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.565 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------_------ II--------------- II---------- - - - - - I Control: Permitted Permitted Prot +permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------ I --------------- II---------------!--------------- II---------- - - - - - I Volume Module: Base Vol: 84 15 67 51 16 46 56 1019 55 94 1315 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 84 15 67 51 16 46 56 1019 55 94 1315 55 Added Vol: 0 0 0 0 0 0 0 17 0 0 25 0 PasserByVo1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 84 15 67 51 16 46 56 1036 55 94 1340 55 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 84 15 67 51 16 46 56 1036 55 94 1340 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 84 15 67 51 i6 46 56 1036 55 94 1340 55 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 84 15 67 51 16 46 56 1036 55 94 1340 55 ----------- - - - - -- II--------------- II--------------- II---------- - - - - - I 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: 0.85 0.15 1.00 0.76 0.24 1.00 1.00 1.90 0.10 1.00 1.92 0.08 Final Sat.: 1358 242 1600 1218 382 1600 1600 3039 161 1600 3074 126 ------------ I --------------- II--------------- II------- -------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.05 0.06 0.04 0.03 0.04 0.03 0.04 0.34 0.34 0.06 0.44 0.44 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May i5, 2014 09:26:54 Page 11 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Santa Ana Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.473 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- If--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Prot +permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ I --------------- II--------------- II--------------- II-- -------- - - - - - I Volume Module: Base Vol: 94 79 86 85 92 68 32 1018 51 48 909 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: 94 79 86 85 92 68 32 1018 51 48 909 52 Added Vol: 0 0 2 2 0 0 0 24 0 1 13 1 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 94 79 88 87 92 68 32 1042 51 49 922 53 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: 94 79 88 87 92 68 32 1042 51 49 922 53 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 94 79 88 87 92 68 32 1.042 51 49 922 53 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: 94 79 88 87 92 68 32 1042 51 49 922 53 ------------ I --------------- II-----_--------- II--------------- II---------- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I--------------- II--------------- 11---------- --- --II---------- - - ---I Capacity Analysis Module: Vol /Sat: 0.06 0.05 0.06 0.05 0.06 0.04 0.02 0.33 0.03 0.03 0.29 0.03 Crit Moves: * * ** * * ++ * + ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 11 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Santa Ana Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.595 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Prot +permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ---- --------------- II--------------- II------ --------- II---------- - -- - - I Volume Module: Base Vol: 126 128 111 92 133 98 78 979 77 136 1204 125 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: 126 128 111 92 133 98 78 979 77 136 1204 125 Added Vol: 0 0 1 1 0 0 0 17 0 2 25 2 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 126 128 112 93 133 98 78 996 77 138 1229 127 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: 126 128 112 93 133 98 78 996 77 138 1229 127 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 128 112 93 133 98 78 996 77 138 1229 127 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 Final-Volume: 126 128 112 93 133 98 78 996 77 138 1229 127 ------------ I ---------------l--------------- II---- -- --------- II----- -- --- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ---- I --------------- II--------------- II-- ----- ---- ---- II------- --- - - - - - I Capacity Analysis Module: Vol /Sat: 0.08 0.08 0.07 0.06 0.08 0.06 0.05 0.31 0.05 0.09 0.38 0.08 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 12 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.557 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 - - -- I --------------- II--------------- II--------------- II--------------- I Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - -- I Volume Module: Base Vol: 100 107 84 75 78 61 33 948 103 86 863 44 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: 100 107 84 75 78 61 33 948 103 86 863 44 Added Vol: 0 0 0 0 0 0 0 28 0 0 15 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Ent: 100 107 84 75 78 61 33 976 103 86 878 44 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: 100 107 84 75 78 61 33 976 103 86 878 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 100 107 84 75 78 61 33 976 103 86 878 44 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 M.LF Adj: 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: 100 107 84 75 78 61 33 976 103 86 878 44 ------------ --------------- II--------------- II--------------- II-- -------- - - - - - I 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.O0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.56 0.44 1.00 1.00 1.00 1.00 1.81 0.19 1.00 1.90 0.10 Final Sat.: 1600 896 704 1600 1600 1600 1600 2895 305 1600 3047 153 ------------ I --------------- II--------------- II---------- --- -II----- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.12 0.12 0.05 0.05 0.04 0.02 0.34 0.34 0.05 0.29 0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 12 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour _ -__ ---------------- -------------- ------ ----- Level Of Service Computation Report ICU !(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.654 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II--------------- I Control: Permitted Permitted Prot +Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - -- I Volume Module: Base Vol: 79 97 69 84 98 62 84 939 91 109 1320 75 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: 79 97 69 84 98 62 84 939 91 109 1320 75 Added Vol: 0 0 0 0 0 0 0 19 0 0 29 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 79 97 69 84 98 62 84 958 91 109 1349 75 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: 79 97 69 84 98 62 84 958 91 109 1349 75 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 79 97 69 84 98 62 84 958 91 109 1349 75 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: 79 97 69 84 98 62 84 958 91 109 1349 75 ------------ --------------- II--------------- II----------- -- -- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.58 0.42 1.00 1.00 1.00 1.00 1.83 0.17 1.00 1.89 0.11 Final Sat.: 1600 935 665 1600 1600 1600 1600 2922 278 1600 3031 169 - I --------------- II--------------- II----------- -- -- II--- -- --- -- - - -- - I Capacity Analysis Module: Vol /Sat: 0.05 0.10 0.10 0.05 0.06 0.04 0.05 0.33 0.33 0.07 0.45 0.44 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 13 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.823 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 -- ---- --- -- - I -- II--------------- II--------- --- --- II-- ---- --- ------ I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 292 2331 11 13 1270 60 Added Vol: 0 0 0 0 0 0 0 8 0 0 4 0 Approved: 0 0 0 1 0 1 0 ill 0 0 99 0 Initial Fut: 2 2 3 66 0 343 292 2450 11 13 1373 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: 2 2 3 66 0 343 292 2450 11 13 1373 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 343 292 2450 11 13 1373 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: 2 2 3 66 0 343 292 2450 11 13 1373 60 OvlAdjVOl: 51 -- --------------- II--------------- II--------------- II---------- - - - - - I 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: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 457 457 686 1600 0 1600 1600 3185 15 1600 4800 1600 --------------- II--------------- II---- --- ------ --II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.18 0.77 0.77 0.01 0.29 0.04 OvlAdjV /S: 0.03 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 13 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection ff9 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.830 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- il-------- _------ II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II--------- --- - - -II--------------- --------------- Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bee: 9 12 12 73 4 441 254 1599 13 38 2485 57 Added Vol: 0 0 0 0 0 0 0 6 0 0 10 0 Approved: 0 0 0 2 0 0 1 140 0 0 138 1 Initial Fut: 9 12 12 75 4 441 255 1745 13 38 2633 58 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 12 12 75 4 441 255 1745 13 38 2633 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 75 4 441 255 1745 13 38 2633 58 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 9 12 12 75 4 441 255 1745 13 38 2633 58 OvlAdjVOl: 186 ------------ --------------- II--------------- II---------- ----- II---------- - - - - - I 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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 436 582 582 1519 81 1600 1600 3176 24 1600 4800 1600 ------------ I --------------- II--------------- II--------- ------ II-- ------ -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.55 0.55 0.02 0.55 0.04 OvlAdjV /S: 0.12 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 14 -1 Westcliff Drive Medical Offices Existing (Year .2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour ----------------- - - -- -- _ ____ _ Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 410 Tustin Avenue (NS) at West Coast Highway (EW) *+*+*+##*#**********#***+#*******##*****+******** + * + * # # # * # # * * # * # * * + * * * * * * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.814 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II-------_------- II--------------- II --------- _ - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ --------------- II--------------- II------------- -- II------ ---- - - - - - I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2368 0 0 1341 36 Added Vol: 0 0 0 0 0 0 0 8 0 0 4 0 Approved: 0 0 0 0 0 0 0 115 0 0 99 0 Initial Fut: 0 1 0 42 0 15 26 2491 0 0 1444 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: 0 1 0 42 0 15 26 2491 0 0 1444 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2491 0 0 1444 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: 0 1 0 42 0 15 26 2491 0 0 1444 36 ------------ --------------- II--------------- II------ ----- ---- II---------- - - - - - I 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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat.: 0 1600 0 1179 0 421 1600 3200 0 0 4683 117 ------------ I --------------- II----------- -- - -II - II------- --- - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.78 0.00 0.00 0.31 0.31 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 14 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.651 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II -- -------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ --------------- II--------------- II--------------- II---- ------ - - - - - I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 65 1623 5 0 2541 41 Added Vol: 0 0 0 0 0 0 0 6 0 0 10 0 Approved: 0 0 0 0 0 0 0 142 0 0 140 0 Initial Fut: 2 1 0 37 2 25 65 1771- 5 0 2691 41 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 0 37 2 25 65 1771 5 0 2691 41 Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 65 1771 5 0 2691 41 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 0 37 2 25 65 1771 5 0 2691 41 -- --------------- II--------------- II--------------- II-------- -- - - - - - I 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: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 1067 533 0 925 50 625 1600 3191 9 0 4728 72 ------------ I --------------- II--------------- II----------- ---- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.55 0.55 0.00 0.57 0.57 Crit Moves: * * ** * * ** * * ** * * ** Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 15 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour ______ _________ _ _ _ ___ __ _________ Level Of Service Computation Report ICU !(Loss as Cycle Length %) Method (Future Volume Alternative) #####*******+#**++*#*#*#***+**#*##*#*#*#*######## * # + # # * * # # * * # * * * * # # * * * * * * * *a # # *+ Intersection 411 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /cap.(X): 0.537 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II--------------- II--------------- II--------------- I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ ---------------!--------------- II--------------- II---------- - - - -- I Volume Module: Base Vol: 40 780 12 132 738 18 64 155 28 12 101 240 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 812 12 137 768 19 64 155 28 12 101 240 Added Vol: 1 5 0 0 12 0 0 0 2 0 0 0 PasserByVol: 1 2 0 4 3 0 0 0 0 0 1 4 Initial Fut: 44 819 12 141 783 19 64 155 30 12 102 244 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: 44 819 12 141 783 19 64 155 30 12 102 244 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 44 819 12 141 783 19 64 155 30 12 102 244 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: 44 819 12 141 783 19 64 155 30 12 102 244 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 0.84 0.16 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1341 259 1600 1600 1600 ------ ------ I ------------ --- II - - -- - II-- ------------- II-- ------ -- - - - - -I Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.01 0.09 0.24 0.01 0.04 0.12 0.12 0.01 0.06 0.15 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 15 -1 - --- ---- --------------------- ------ --- ------ Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ***##********************###***####*#***#***#*#+# * * * * * * * * * * * * * * * * * * * * * # * * * * * * * ** Intersection #11 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.634 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II---- ------ - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ --------------- II--------------- II--------------- II--------- - - - -- - I Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 685 43 165 1233 72 48 109 63 30 182 234 Added Vol: 2 16 0 0 8 0 0 0 1 0 0 0 Approved: 1 4 0 5 5 0 0 0 0 0 1 5 Initial Fut: 104 705 43 170 1246 72 48 109 64 30 183 239 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: 104 705 43 170 1246 72 48 109 64 30 183 239 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 104 705 43 170 1246 72 48 109 64 30 183 239 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: 104 705 43 170 1246 72 48 109 64 30 183 239 ------------ --------------- II--------------- II---------- ----- II---------- - - - - - I 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 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1008 592 1600 1600 1600 ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.22 0.03 0.11 0.39 0.04 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Mav 15, 2014 09:26:54 Page 16 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU !(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #12 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.479 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- il--------------- 11 --------------- II--------------- I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 i 1 0 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 285 527 39 185 456 137 230 478 180 39 389 62 Added Vol: 7 5 0 3 11 0 0 15 12 0 8 2 Approved: 1 1 0 3 0 3 1 9 1 0 10 2 Initial Fut: 293 533 39 191 467 140 231 502 193 39 407 66 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: 293 533 39 191 467 140 231 502 193 39 407 66 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 293 533 39 191 467 140 231 502 193 39 407 66 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 FinalVOl�sme: 293 533 39 191 467 140 231 502 193 39 407 66 ------------ I --------------- II--------------- II-- ---- --------- II------ ---- - - - - - I 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 1.44 0.56 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2311 869 1600 2753 447 ------------ I --------------- II--------------- II------------ ---II- ----- ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.17 0.02 0.06 0.15 0.09 0.07 0.22 0.22 0.02 0.15 0.15 Crit Moves' * * ** * * ** * # ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 16 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour Level C£ Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *12 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.741 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II ----------_---- II --------------- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ---- I --------------- II --------------- II --------------- II ---------- - - - - - I Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 initial Bse: 325 478 48 177 608 544 248 472 218 81 554 87 Added Vol: 12 14 0 2 7 0 0 it 9 0 16 4 Approved: 0 0 0 4 0 4 7 25 0 0 18 4 Initial Fut: 337 492 48 183 615 548 255 508 227 81 588 95 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: 337 492 48 183 615 548 255 508 227 81 588 95 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 337 492 48 183 615 548 255 508 227 81 588 95 PCE Ad3: 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: 337 492 48 183 615 548 255 508 227 81 588 95 ------------ I ---------------- II--------------- II-- ------------- II---------- - - - - - I 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 1.38 0.62 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2212 988 1600 2755 445 ------------ I --------------- --------------- H --------------- 11 --------------- I Capacity Analysis Module: Vol /Sat: 0.11 0.15 0.03 0.06 0.19 0.34 0.08 0.23 0.23 0.05 0.21 0.21 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 17 -1 Westcli£f Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection 413 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.440 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - _ - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II --------------- I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II ---------- - - - - - I Volume Module: Base Vol: 362 411 0 0 472 111 67 0 509 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: 362 411 0 0 472 111 67 0 509 0 0 0 Added Vol: 12 0 0 0 0 2 1 0 5 0 0 0 Approved: 6 8 0 0 8 0 0 0 10 0 0 0 Initial Fut: 380 419 0 0 480 113 68 0 524 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: 380 419 0 0 480 113 66 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 380 419 0 0 480 i13 68 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: 380 419 0 0 480 113 68 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 ------------ I --------- --- ---II----------- - - - - II ------- II------- --- - - - - -I Capacity Analysis Module: Vol /Sat: 0.12 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 17 -1 Westcli£f Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour ----------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.455 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II-------------_- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 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: 550 543 0 0 369 103 121 0 503 0 0 0 Added Vol: 8 0 0 0 0 1 2 0 16 0 0 0 Approved: 14 1-2 0 0 it 0 0 0 16 0 0 0 Initial Fut: 572 555 0 0 380 104 123 0 535 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: 572 555 0 0 380 104 123 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 572 555 0 0 380 104 123 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 FinalVoluale: 572 555 0 0 380 104 123 0 0 0 0 0 ------- ----- -- ------ ------- II--- - - - - -- ----- II---------- ---- -II-- -- ------ - - - --I 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 ------------ I ---------- ----- II--------- -- - - --II ----- II--------- - - - - - -I Capacity Analysis Module: Vol /3at: 0.18 0.17 0.00 0.00 0.24 0.07 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * *+ * * ** Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 18 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour --------------------------- Level Of Service Computation Report_ ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #14 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.513 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal. Cycle: 100 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 -------_---- I --------------- II --------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 --------------- 11--------------- II---- ----------- II---------- - - - - -I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 87 718 43 40 907 50 29 21 209 44 10 59 Added Vol: 7 12 0 0 5 0 0 0 3 0 0 0 Approved: 2 10 1 1 16 0 0 0 4 1 2 4 Initial Fut: 96 740 44 41 928 50 29 21 216 45 12 63 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: 96 740 44 41 928 50 29 21 216 45 12 63 Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 96 740 44 41 928 50 29 21 216 45 12 63 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: 96 740 44 41 928 50 29 21 216 45 12 63 ------------ I --------------- II--------------- II--- ------------ II---------- - - - - - I 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 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 928 672 1600 1600 1600 1600 ------------ I --------------- II--------------- II------------- -- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.23 0.03 0.03 0.29 0.03 0.02 0.03 0.14 0.03 0.01 0.04 Crit Moves: **** **** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 18 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #14 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.517 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ ----._---------- II--------------- II ------- -------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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 1017 45 79 816 23 34 23 153 52 14 50 Added Vol: 5 8 0 0 16 0 0 0 7 0 0 0 Approved: 4 31 2 4 23 0 0 1 4 0 1 4 Initial Fut: 145 1056 47 83 855 23 34 24 164 52 15 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: 145 1056 47 83 855 23 34 24 164 52 15 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 145 1056 47 83 855 23 34 24 164 52 15 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: 145 1056 47 83 855 23 34 24 164 52 15 54 ------------ I--------------- II--------------- II--------------- II-- -- ---- -- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.59 0.41 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 938 662 1600 1600 1600 1600 ------------ I --------------- II--------------- II--- ------------ II---------- - - -- - I Capacity Analysis Module: Vol /Sat: 0.09 0.33 0.03 0.05 0.27 0.01 0.02 0.04 0.10 0.03 0.01 0.03 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 19 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.655 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- --------------- --------------- 11 --------------- 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ----- I--------------- II--------------- II--------------- 11- --------- - - - - -I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 24 45 42 904 44 182 150 1899 22 18 1254 712 Added Vol: 0 0 0 5 0 4 8 0 0 0 0 11 PasserByVO1: 0 0 0 29 0 9 9 102 0 0 89 18 Initial Fut: 24 45 42 938 44 195 167 2001 22 18 1343 741 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 45 42 938 44 i95 167 2001 22 18 1343 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 938 44 195 167 2001 22 18 1343 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 45 42 938 44 195 167 2001 22 18 1343 0 ------------ I --------------- II--------------- II-------------- -II---------- - - - - - I 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 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4748 52 1600 4800 1600 ------------ I--------------- II--------------- II------ --------- 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.20 0.03 0.12 0.05 0.42 0.42 0.01 0.28 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 19 -1 Westcli£f Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.736 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 - - -- --------------- II--------------- II--------------- II---------- - - - - - I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II- --------- - -- - - I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1..00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 16 32 50 840 49 136 124 1537 23 50 2137 1218 Added Vol: 0 0 0 14 0 10 6 0 0 0 0 7 Approved: 0 0 0 22 0 16 27 119 0 0 133 37 Initial Put: 16 32 50 876 49 162 157 1656 23 50 2270 1262 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: 16 32 50 876 49 162 157 1656 23 50 2270 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 876 49 162 157 1656 23 50 2270 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: 16 32 50 876 49 162 157 1656 23 50 2270 0 ------------ I--------------- II--------------- II-- ------------- 11---------- - - - - -I 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 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4735 65 1600 4800 1600 ------------ I --------------- II--------------- 11 --------------- 11-- ----- -- - --- --I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.18 0.03 0.10 0.05 0.35 0.35 0.03 0.47 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:54 Page 20 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.708 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II------_-----_-- II --------------- II---------- - - - - - I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II-------------- -II------- --- - - -- - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 383 13 25 30 5 36 31 2519 312 39 1536 16 Added Vol: 0 0 0 0 0 0 0 5 0 0 11 0 Approved: 1 6 1 62 3 41 72 55 0 0 56 15 Initial Fut: 384 19 26 92 8 77 103 2579 312 39 1603 31 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: 384 19 26 92 8 77 103 2579 312 39 1603 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 19 26 92 8 77 103 2579 312 39 1603 31 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: 384 19 26 92 8 77 103 2579 312 39 1603 31 ------------ ---------------- II--------------- II--------------- II--- ------- - - - - - I 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: 2.69 0.13 0.18 1.00 0.09 0.9i 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4297 213 291 1600 151 1449 1600 4800 1600 1600 6280 120 --- I --------------- II--------------- II --------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.05 0.05 0.06 0.54 0.20 0.02 0.26 0.26 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMA.N ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:26:25 Page 20 -1 Westcliff Drive Medical Offices Existing (Year 2014) + Growth (Year 2016) + Approved Projects + Project Evening Peat Hour ______________ ________________ _______ ________ _ Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.747 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II--------------- II--------------- II--------------- I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I--------------- II--------------- II--------------- II-- -------- - - - -- I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 410 8 29 23 16 38 52 1972 492 59 2979 24 Added Vol: 0 0 0 0 0 0 0 14 0 0 7 0 Approved: 3 6 0 98 7 80 71 52 2 0 77 30 Initial Fut: 413 14 29 121 23 118 123 2038 494 59 3063 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 413 14 29 121 23 118 123 2038 494 59 3063 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 14 29 121 23 118 123 2038 494 59 3063 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: 413 14 29 121 23 118 123 2038 494 59 3063 54 ------------ --------------- II--------------- II------- -------- II--- ------- - - - - - I 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: 2.72 0.09 0.19 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4347 147 305 1600 261 1339 1600 4800 1600 1600 6289 111 ------------ I --------------- II--------------- II--------------- II---------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.10 0.10 0.09 0.08 0.09 0.09 0.08 0.42 0.31 0.04 0.49 0.49 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNSMAN ASSOC, ORANGE CA Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Default Scenario Thu May 15, 2014 09:43:17 Page 5 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU !(Loss as Cycle Length b) Method (Future Volume Alternative) +++***************++****************+****«*+***„# + * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.908 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ----- I --------------- II--------------- II -- ------------- II---- ------ - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ I --------------- II--------------- II--------------- il---------- - - - - - I Volume Module: Base Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 30 3371 36 145 2813 518 806 213 7 55 147 205 Added Vol: 0 331 0 0 141 2 9 5 0 0 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 30 3702 36 145 2954 520 815 218 7 55 148 205 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: 30 3702 36 145 2954 520 815 218 7 55 148 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 3702 36 145 2954 520 815 218 7 55 148 205 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: 30 3702 36 145 2954 520 815 218 7 55 148 205 ------------ I --------------- II--------------- II--------- ------ II---------- - - -- - I 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 3.96 0.04 1.00 4.00 1.00 3.00 1.00 1.00 1.00 2.00 2.00 Final Sat.: 1600 6339 61 1600 6400 1600 4800 1600 1600 1600 3200 3200 ------------ I--------------- 11--------------- II--------- -- ---- II-------- -- - - - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.56 0.58 0.09 0.46 0.33 0.17 0.14 0.00 0.03 0.05 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 5 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour ______ ___________ ___________ _______ __ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 41 Newport Boulevard (NS) at 19th Street (EW) ***#*#**************##*************************** * * * * * * * * * # * # * # * # # * * * * * * * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.819 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 -- ------ --------- II----- ------ - - - -II II- --------- - - -- -I Volume Module: Base Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 2709 38 186 2882 1009 701 237 103 56 340 175 Added Vol: 0 289 0 0 426 9 5 3 0 0 5 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 49 2998 38 186 3308 1018 706 240 103 56 345 175 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: 49 2998 38 186 3308 1018 706 240 103 56 345 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 2998 38 186 3308 1018 706 240 103 56 345 175 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVoi me: 49 2998 38 186 3308 1018 706 240 103 56 345 175 ------------ I --------------- il--------------- II-- -- ----------- II---------- - - - - - I 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 3.95 0.05 1.00 3.62 1.18 2.99 1.01 1.00 1.00 2.65 1.35 Final Sat.: 1600 6320 80 1600 6118 1882 4776 1624 1600 1600 4246 2154 --------------- il--------------- II--------------- II--------------- I Capacity Analysis Module: Vol /Sat: 0.03 0.47 0.47 0.12 0.54 0.54 0.15 0.15 0.06 0.04 0.08 0.08 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 1-5, 2014 09:43:17 Page 6 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) ##******************************#******+.******** * * * * * * * * * * * * * ** * * * * * * * * * * * * * * ** Intersection 42 Newport Boulevard (NS) at Harbor Boulevard (EW) *******#**#*****#*#****************************** * * * * * * * * * * * * * * * # # # # # * * * * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.760 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Hound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 D 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II---------- - -- - - I Volume Module: Base Vol: 278 3318 0 0 2742 24 46 0 454 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 284 3385 0 0 2797 24 46 0 454 0 0 0 Added Vol: 1 331 0 0 141 0 0 0 2 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 285 3716 0 0 2938 24 46 0 456 0 0 0 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: 285 3716 0 0 2938 24 46 0 456 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 285 3716 0 0 2938 24 46 0 456 0 0 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 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: 285 3716 0 0 2938 24 46 0 456 0 0 0 OvlAdjVOl: 171 ------------ --------------- II--------------- II--------------- II --- ------- - - - - - I 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 4.00 0.00 0.00 2.98 0.02 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4760 40 1600 0 3200 0 0 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.58 0.00 0.00 0.62 0.62 0.03 0.00 0.14 0.00 0.00 0.00 Ov1Adj V /S: 0.05 Crit Moves: * * ** * * ** * * ** *****************************************#******* * *# * * * * * * * * * * * # * * * * * * * * * * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 6 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.875 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ ---------------!----------- ---- II---- ----------- II - - - - -- -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ov1 Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ --------------- II--------------- II - - -- ------- --- - - - - -I Volume Module: Base Vol: 508 2790 0 0 2715 72 51 0 522 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 518 2846 0 0 2770 73 51 0 522 0 0 0 Added Vol: 2 289 0 0 426 0 0 0 2 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 520 3135 0 0 3196 73 51 0 524 0 0 0 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: 520 3135 0 0 3196 73 51 0 524 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 520 3135 0 0 3196 73 51 0 524 0 0 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 1.00 MLF Ad3: 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: 520 3135 0 0 3196 73 51 0 524 0 0 0 Ov1AdjVO1: 4 ------------ --------------- II--------------- II-- ------------- II---------- - - - - - I 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 4.00 0.00 0.00 2.93 0.07 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4692 108 1600 0 3200 0 0 0 ------------ I --------------- II--------------- II-------- ------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.16 0.49 0.00 0.00 0.68 0.68 0.03 0.00 0.16 0.00 0.00 0.00 OvIAdjV /S: 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 7 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) *******#****************##*********************** * * * * * } * # * * * * * * * * * * * * * * * * * * } # # ## Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.804 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- il------------ --- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ ----- ---------- II------ ------ - - -II- --- ------- - - - - -I Volume Module: Base Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 53 3158 23 62 2980 124 224 57 38 4 54 27 Added Vol: 0 333 0 0 143 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 53 3491 23 62 3123 124 224 57 38 4 54 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 53 3491 23 62 3123 124 224 57 38 4 54 27 Reduct Vol: 0 0 0 0 0 0 0 0- 0 0 0 0 Reduced Vol: 53 3491 23 62 3123 124 224 57 38 4 54 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 53 3491 23 62 3123 124 224 57 38 4 54 27 ------------ I --------------- II--------------- II--------------- II- --------- - - - -- I 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 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.67 0.33 Final Sat.: 1600 6357 43 1600 4800 1600 3200 1600 1600 1600 1067 533 ------------ I --------------- II--------------- II --------------- II-- -------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.55 0.55 0.04 0.65 0.08 0.07 0.04 0.02 0.00 0.05 0.05 Crit Moves: * * ** * * ** * * ** * * ** *#************#*#******************}*}*********** # * * * * * * * * * * * * * * * # * # * * * * * * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to P.UNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 7 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.964 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II--------------- II--------------- II-- __- ________ -_I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ----- --------------- II--------------- II--------------- II---------- - - - -- I Volume Module: Base Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 2873 18 123 3106 118 274 83 53 27 79 51 Added Vol: 0 291 0 0 428 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 98 3164 18 123 3534 118 274 83 53 27 79 51 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.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: 98 3164 18 123 3534 118 274 83 53 27 79 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 3164 18 123 3534 118 274 83 53 27 79 51 PCE Adj: i.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: 98 3164 18 123 3534 118 274 83 53 27 79 51 ------------ I --------------- II--------------- II---- ----- ------ II---------- - - - - - I 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 3.98 0.02 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.61 0.39 Final Sat.: 1600 6363 37 1600 4800 1600 3200 1600 1600 1600 972 628 ------------ I --------------- II--------------- fl---- --------- -- II-- -------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.50 0.50 0.08 0.74 0.07 0.09 0.05 0.03 0.02 0.08 0.08 Crit Moves: * * ** * * ** * * ** * * ** Traf_`ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 8 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour - - -- - -- - - --- -- -- -- -- - - -- --- -- - - - - - -- - -- - - -- ------------- - - - --- ---- - - - - -- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.831 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 41 1908 151 574 1579 498 818 443 36 149 346 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 1946 2.54 586 1611 508 818 443 36 149 346 136 Added Vol: 0 134 0 0 65 77 199 81 0 0 73 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 2080 154 586 1676 585 1017 524 36 149 419 136 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: 42 2080 154 586 1676 585 1017 524 36 149 419 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 2080 154 586 1676 585 1017 524 36 149 419 136 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: 42 2080 154 586 1676 585 1017 524 36 149 419 136 ------------ I--------------- II--------------- II----------- --- -II---- ---- -- - - -- - I 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 3.72 0.28 2.00 3.00 1.00 3.00 1.87 0.13 2.00 3.00 1.00 Final Sat.: 1600 5959 441 3200 4800 1600 4800 2994 206 3200 4800 1600 ------------ I --------------- II--------------- II----------- ---- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.35 0.35 0.18 0.35 0.37 0.21 0.18 0.17 0.05 0.09 0.09 Crit Moves: * * ** * * ** * * }* * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 8 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.839 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ---------------- II--------------- II--- --------- --- II--- ------- - - - - -I Volume Module: Base Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 1540 149 720 1658 355 715 498 56 302 468 136 Added Vol: 0 117 0 0 164 263 174 113 0 0 120 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 46 1657 149 720 1822 618 889 611 58 302 588 136 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: 46 1657 149 720 1822 618 869 611 58 302 588 136 Radnor Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1657 149 720 1822 618 889 611 58 302 568 136 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 FinalVclume: 46 1657 149 720 1822 618 889 611 58 302 588 136 --- --------- --- ---II---- ------ ---- -II--------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Ad3ustment: 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 3.67 0.33 2.00 3.00 1.00 3.00 1.83 0.17 2.00 3.00 1.00 Final Sat.: 1600 5872 528 3200 4800 1600 4800 2923 277 3200 4800 1600 ----- -- --- -- I --------------- II - - -- --- II--------------- II-- ------ -- - - - - -I Capacity Analysis Module: Vol /Sat: 0.03 0.28 0.28 0.23 0.38 0.39 0.19 0.21 -0.21 0.09 0.12 0.09 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 9 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(LOSs as Cycle Length %) Method (Future Volume Alternative) Intersection 45 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.539 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II-------------_- II--------------- II---------- - - - - - I Control: Prot +permit Prot +Permit Prot +Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 140 137 37 138 114 97 46 999 113 48 852 93 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: 140 137 37 138 114 97 46 999 113 48 852 93 Added Vol: 0 0 0 0 0 0 0 81 0 0 73 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 140 137 37 138 114 97 46 1080 113 48 925 93 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: 140 137 37 138 114 97 46 1080 113 48 925 93 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 140 137 37 138 114 97 46 1080 113 48 925 93 PCE Adj: 1.00 1.00 1.00 1.00 1.00 i.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: 140 137 37 138 114 97 46 1080 113 48 925 93 ------------ --------------- II--------------- II--------------- II--- ------- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- II --------------- II--- ------------ II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.02 0.09 0.07 0.06 0.03 0.34 0.07 0.03 0.29 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 9 -1 Westclif£ Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Can.(X): 0.663 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- II--------------- II --------------- !I--------------- I Control: Prot +Permit Prot +Permit Prot +permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- II--------------- II--------------- II-------- -- - - - - - I Volume Module: Base Vol: 160 175 63 169 173 104 78 943 137 88 1159 176 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: 160 175 63 169 173 104 78 943 137 88 1159 176 Added Vol: 0 0 0 0 0 0 0 113 0 0 120 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 160 175 63 169 173 104 78 1056 137 68 1279 176 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: 160 175 63 169 173 104 78 1056 137 88 1279 176 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 160 175 63 169 173 104 78 1056 137 68 1279 176 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: 160 175 63 169 173 104 78 1056 137 88 1279 176 ------------ --------------- II--------------- II-------- ------- II-- ----- --- -- - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 16600 3200 1600 1600 3200 1600 ------------ I --------------- II--------------- II------------- -- II- --------- - - -- - I Capacity Analysis Module: Vol /Sat: 0.10 0.11 0.04 0.11 0.11 0.07 0.05 0.33 0.09 0.06 0.40 0.11 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 10 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length `'s) Method (Future Volume Alternative) Intersection ff6 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.431 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II ---------- - - - - - I control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------ --------------- II--------------- II--------------- II ---------- - - - - - I Volume Module: Base Vol: 28 11 38 16 5 22 59 1074 21 52 969 45 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: 28 11 38 16 5 22 59 1074 21 52 969 45 Added Vol: 0 0 0 0 0 0 0 81 0 0 73 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 28 11 38 16 5 22 59 1155 21 52 1042 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 PHF Ad3: 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: 28 11 38 16 5 22 59 1155 21 52 1042 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 11 38 16 5 22 59 1155 21 52 1042 45 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: 28 11 38 16 5 22 59 1155 21 52 1042 45 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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: 0.72 0.28 1.00 0.76 0.24 1.00 1.00 1.96 0.04 1.00 1.92 0.08 Final Sat.: 1149 451 1600 1219 381 1600 1600 3143 57 1600 3068 132 ------------ I -------------- -II-------------- -II --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.01 0.01 0.01 0.04 0.37 0.37 0.03 0.34 0.34 Crit Moves * * ** # * ** * * ** * * *# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUHZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 10 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) ****#*k**************+******#+** k**************** k * # * # * # * * * * + * * * * + * * * * * * * # * * * * ** Intersection #6 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.595 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A #+#***** k**************************************** * * * * * * * * * * ** * ** + * * * * * * * * * * * * * ** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II-----_--------- II--------------- II ---------- - - - - - I Control: Permitted Permitted Prot +permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 -- -- --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 84 15 67 51 16 46 56 1019 55 94 1315 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 84 15 67 51 16 46 56 1019 55 94 1315 55 Added Vol: 0 0 0 0 0 0 0 113 0 0 120 0 PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 84 15 67 51 16 46 56 1132 55 94 1435 55 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 84 15 67 51 16 46 56 1132 55 94 1435 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 84 15 67 51. 16 46 56 1132 55 94 1435 55 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 84 15 67 51 16 46 56 1132 55 94 1435 55 ------------ I --------------- II--------------- II--- ---------- -- II--- ------- - - - - - I 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: 0.85 0.15 1.00 0.76 0.24 1.00 1.00 1.91 0.09 1.00 1.93 0.07 Final Sat.: 1358 242 1600 1218 382 1600 1600 3052 148 1600 3082 118 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.05 0.06 0.04 0.03 0.04 0.03 0.04 0.37 0.37 0.06 0.47 0.47 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 11-1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Santa Ana Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.490 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A *********#*********************+***************** * + * * * * * * * * *k * * # * *3 * * * * * * * * * * * ** Approach: North Bound South Bound East_ Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I--------------- II-- --------- - - - -II --------------- --------------- Control: Permitted Permitted Prot +Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ I --------------- II--------------- II--- ------- ----- II---------- - - - - - I Volume Module: Base Vol: 94 79 86 85 92 68 32 1018 51 48 909 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 Sse: 94 79 86 85 92 68 32 1018 51 48 909 52 Added Vol: 0 0 0 0 0 0 0 81 0 0 73 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 94 79 86 85 92 68 32 1099 51 48 982 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: 94 79 86 85 92 68 32 1099 51 48 982 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 94 79 86 85 92 68 32 1099 51 48 982 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 i.00 1.00 1.00 1.00 FinalVolume: 94 79 86 85 92 68 32 1099 51 48 982 52 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 I --------------- II--------------- II------------- -- II--------- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.05 0.05 0.05 0.06 0.04 0.02 0.34 0.03 0.03 0.31 0.03 Crit Moves * * ** * * ** * * ** * * ** * * * * * * * * * *k * * * * * * *k *k ** *kkk *k * * * * * * * * * * * * * # * +* kkk *k * * * ** *kkk * * * * * * * * * * * * * *kk * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 11 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) #**}*}*}#**#****#}#**********# kk*##*#*## X#}#*#*# X # * * * * # * * * * * * * * * # * # * * # # } # #k # # } ** Intersection 47 Santa Ana Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.624 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Prot +permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ I --------------- II--------------- II--- ------------ II-- ---- -- -- - - - - - I Volume Module: Base Vol: 126 128 111 92 133 98 78 979 77 136 1204 125 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: 126 128 111 92 133 98 78 979 77 136 1204 125 Added Vol: 0 0 0 0 0 0 0 113 0 0 120 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 126 128 111 92 133 98 76 1092 77 136 1324 125 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: 126 128 111 92 133 98 78 1092 77 136 1324 125 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 128 111 92 133 98 78 1092 77 136 1324 125 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: 126 128 111 92 133 98 78 1092 77 136 1324 125 ------------ --------------- II--------------- II---- ----------- II---- ------ - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I--------------- II--------------- 11---- --- ----- --- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.08 0.08 0.07 0.06 0.08 0.06 0.05 0.34 0.05 0.09 0.41 0.08 Crit Moves: * * ** * * ** * * ** * * *} Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 12 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ** kkk+ k*+###* k* k # * *k +k *k * * *rt *rt *kkkkkkkk # #kk # #+ *kkkkkkk *kkkkk * # # * #k *k +k + * #* +kkkkk Intersection #8 Tustin Avenue (NS) at 17th Street (EW) #*+#*#*#*#* k* k*+# k*+* k* * # # * # # * * * * * * * * # # * # + #k #k # +k * * * #k #kkk #k* +kkkkkkk * # # + # *k * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.574 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A + k** k#** k# k*## * # * *kkkkkkkkkkkkkk + # # # + # # # * # # ++ kkk ## #kkkkkkk * * * # * #k # # * # #+ *kkkkkkk* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II --------- ------ II--------- - - - - - - I Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------ --------------- --------------- II--------------- II-- -------- - - - - - I Volume Module: Base Vol: 100 107 84 75 78 61 33 948 103 86 663 44 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: 100 107 84 75 78 61 33 948 103 86 863 44 Added Vol: 0 0 0 0 0 0 0 81 0 0 73 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 100 107 84 75 76 61 33 1029 103 86 936 44 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: 100 107 84 75 76 61 33 1029 103 86 936 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 100 107 84 75 78 61 33 1029 103 86 936 44 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: 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 100 107 84 75 78 61 33 1029 103 86 936 44 ------------ --------------- II--------------- II--------------- II-- ------- - - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.56 0.44 1.00 1.00 1.00 1.00 1.82 0.18 1.00 1.91 0.09 Final Sat.: 1600 896 704 1600 1600 1600 1600 2909 291 1600 3056 144 ----- -- -- - --I - II--------------- II------ ------- -- II------- --- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.12 0.12 0.05 0.05 0.04 0.02 0.35 0.35 0.05 0.31 0.31 Crit Moves: *kk* +k ++ kk *k kk #* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 12 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour ------------------------------------------------------------------- ------- - - ---- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %1 Method (Future Volume Alternative) Intersection 48 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.662 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- 11--------------- II--------------- I Control: Permitted Permitted Prot +Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Volume Module: Base Vol: 79 97 69 84 98 62 84 939 91 109 1320 75 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: 79 97 69 84 98 62 84 939 91 109 1320 75 Added Vol: 0 0 0 0 0 0 0 113 0 0 120 0 PasserByVol: 0 0 0 0 D 0 0 0 0 0 0 0 Initial Fut: 79 97 69 84 98 62 84 1052 91 109 1440 75 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: 79 97 69 84 98 62 84 1052 91 109 1440 75 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 79 97 69 84 98 62 84 1052 91 109 1440 75 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.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: 79 97 69 84 98 62 84 1052 91 109 1440 75 ------- - - - - -I ------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.58 0.42 1.00 1.00 1.00 1.00 1.84 0.16 1.00 1.90 0.10 Final Sat.: 1600 935 665 1600 1600 1600 1600 2945 255 1600 3042 158 ------------ I --------------- II--------------- II--- ----- --- ---- II---------- - - -- - I Capacity Analysis Module: Vol /Sat: 0.05 0.10 0.10 0.05 0.06 0.04 0.05 0.36 0.36 0.07 0.47 0.47 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 13 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour ------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.846 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II --------------- II--------------- II--------------- I Control: Permitted Permitted Protected Protected Rights: Include Ovi Include Include Mir.. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I--------------- II--------------- II------------- --11-------- --- - - - -I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 292 2331 11 13 1270 60 Added Vol: 0 0 0 0 0 13 33 83 0 0 162 0 Approved:- 0 0 0 1 0 1 0 ill 0 0 99 0 Initial Fut: 2 2 3 66 0 356 325 2525 li 13 1531 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: 2 2 3 66 0 356 325 2525 11 13 1531 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 356 325 2525 11 13 1531 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 Ad3: 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 2 3 66 0 356 325 2525 11 13 1531 60 OvlAdjVCl: 31 ------------ I --------------- II--------------- II------ ---- - - - - -II -- - - - - -I 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: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 457 457 686 1600 0 1600 1600 3186 14 1600 4800 1600 -- I --------------- II--------------- II------ --- ------ II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.04 0.00 0.22 0.20 0.79 0.79 0.01 0.32 0.04 Ov1AdjV /S: 0.02 Crit Moves: * * ** * * ** * * ** * * ** Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 13 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ********#**#*#**##****************++************* * * * * * * * * * * * * * * * * * * * * * +# * * * * * * ** Intersection #9 Riverside Avenue (NS) at West Coast Highway (EW) ***************************#*********+******+*+#* * * * # * # # # * * * * * * * * * * + # # * * * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.885 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ---_-------- I --------------- II------------- - -II -- --- II-- -------- - - - - -I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II- ------- --- -- --II --- II -------- -- - - - - - I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 12 73 4 441 254 1599 13 38 2485 57 Added Vol: 0 0 0 0 0 43 28 201 0 0 148 0 Approved: 0 0 0 2 0 0 1 140 0 0 138 1 Initial Fut_: 9 12 12 75 4 484 283 1940 13 38 2771 58 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 12 12 75 4 484 283 1940 13 38 2771 58 Reduct Vol: 0 0 0 0 0 0 0- 0 0 0 0 0 Reduced Vol: 9 12 12 75 4 484 283 1940 13 38 2771 58 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 9 12 12 75 4 484 283 1940 13 38 2771 58 Ov1AdjVOi: 201 ------------ --------------- II--------------- II--------------- II---------- - - - -- I 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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 436 582 582 1519 81 1600 1600 3178 22 1600 4800 1600 ------------ I --------------- II--------------- il--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.05 0.05 0.30 0.18 0.61 0.61 0.02 0.58 0.04 Ov1AdjV /8: 0.13 Crit Moves: * * ** * * ** * * ** * + ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 14 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.837 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II -----------_--- II --------------- II ---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min, Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1 0 0 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ --------------- II--------------- II------------- -- II-------- -- - - - - - I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2368 0 0 1341 36 Added Vol: 0 0 0 0 0 0 0 83 0 0 162 0 Approved: 0 0 0 0 0 0 0 115 0 0 99 0 Initial Put: 0 1 0 42 0 i5 26 2566 0 0 1602 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: 0 1 0 42 0 15 26 2566 0 0 1602 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2566 0 0 1602 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: 0 1 0 42 0 15 26 2566 0 0 1602 36 ------------ --------------- II--------------- II----- --- ------- II---------- -- - - - I 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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat.: 0 1600 0 1179 0 421 1600 3200 0 0 4694 106 ------------ I ----- ---------- II----------- - - --II ---- -II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.80 0.00 0.00 0.34 0.34 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 14 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour -------------------------------------------------------------------------------- Leve1 Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection 410 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.680 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- 11 --------------- II--------------- I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ---- I --------------- II--------------- II------- -------- II---- ------ - - - - - I Volume Module: Base Vol: 2 1 0 37 2 25 63 1- -575 5 0 2466 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 65 1623 5 0 2541 41 Added Vol: 0 0 0 0 0 0 0 201 0 0 148 0 Approved: 0 0 0 0 0 0 0 142 0 0 140 0 Initial Fut: 2 1 0 37 2 25 65 1966 5 0 2829 41 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 0 37 2 25 65 1966 5 0 2829 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 D 0 0 Reduced Vol: 2 1 0 37 2 25 65 1966 5 0 2829 41 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 FiralVolume: 2 1 0 37 2 25 65 1966 5 0 2829 41 --- I --------------- II--------------- II----- -- -------- II---------- - - - - - I 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: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat.: 1067 533 0 925 50 625 1600 3192 8 0 4731 69 ------------ I --------------- II--------------- II--------------- II--------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.62 0.62 0.00 0.60 0.60 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 15 -1 Westcli£f Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(LOS3 as Cycle Length %) Method (Future Volume Alternative) Intersection #11 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.536 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II--------------- I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Mir.. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I - II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 40 780 12 132 738 18 64 155 28 12 101 240 Growth Adj: 1.04 1.D4 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 812 12 137 768 19 64 155 28 12 101 240 Added Vol: 0 0 0 1 18 0 0 0 0 0 0 0 PasserByVO1: 1 2 0 4 3 0 0 C 0 0 1 4 Initial Put: 43 814 12 142 789 19 64 155 28 12 102 244 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: 43 614 12 142 789 19 64 155 28 12 102 244 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 814 12 142 789 19 64 155 28 12 102 244 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: 43 814 12 142 789 19 64 155 28 12 102 244 ------------ --------------- II--------------- II-- ------------- II-------- -- - - - - - I 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 0.85 0.15 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1355 245 1600 1600 1600 ------------ I --------------- II--------------- If--------------- II------- --- ---- - I Capacity Analysis Module: Vol /Sat: 0.03 0.25 0.01 0.09 0.25 0.01 0.04 0.11 0.11 0.01 0.06 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 15 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report_ ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #11 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.632 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I ---------------- II--------------- II --------------- II--------------- 1 Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 --- I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 685 43 165 1233 72 48 109 63 30 182 234 Added Vol: 0 18 0 4 4 0 0 0 0 0 0 2 Approved: 1 4 0 5 5 0 0 0 0 0 1 5 Initial Put: 102 707 43 174 1242 72 48 109 63 30 183 241 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: 102 707 43 174 1242 72 48 109 63 30 183 241 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 102 707 43 174 1242 72 48 109 63 30 183 241 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: 102 707 43 174 1242 72 48 109 63 30 183 241 ------------ I --------------- II--------------- II-------- ------- II--- °------ - - - - - I Saturation Flow Module: Sat /T 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 0.63 0.37 1.00 1.00 1.00 F-inal Sat.: 1600 3200 1600 1600 3200 1600 1600 1014 586 1600 1600 1600 ------------ I --------------- II--------------- II--------------- II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.22 0.03 0.11 0.39 0.04 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: **** **** **** **** Traffix 7.9.0215 (c) 2008 Dowling ASSOC. Licensed to KUNZMP.N ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 16 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) *##*****#****###**#*###************************** * * * * * * * * * * # * * * * * * * * * * * * # * * * * * ** Intersection 412 Irvine Avenue (NS) at 17th Street / Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.496 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------------------------- 11--------------- II--------------- II---------- - - - - -I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ ---------- ----- II------------ - - -II- ---------- - - - - -I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 285 527 39 185 456 137 230 478 180 39 389 62 Added Vol: 0 0 0 1 17 0 0 81 0 0 73 0 Approved: 1 1 0 3 0 3 1 9 1 0 10 2 Initial Fut: 286 528 39 189 473 140 231 568 181 39 472 64 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: 286 528 39 189 473 140 231 568 181 39 472 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 286 528 39 189 473 140 231 568 181 39 472 64 PCE Ad3: 1.00 1.00 1.00 1.00 1.00 i.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: 286 528 39 189 473 140 231 568 181 39 472 64 ------------ --------------- II--------------- II--------- ------ II---------- - - - - - I 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 1.52 0.48 1.00 1.76 0.24 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2427 773 1600 2818 382 ------------ I--------------- II--------------- II--------------- 11--- ------- -- - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.16 0.02 0.06 0.15 0.09 0.07 0.23 0.23 0.02 0.17 0.17 Crit Moves: * * ** * * ** * * ** * * ** *#******##********#***************##*****###**### # * # * # # # # * * * # * * # * * * # * * # * # # * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to FUNZM.AN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 16 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 412 Irvine Avenue (NS) at 17th Street / Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.769 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- 11 --------------- II--------------- Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 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: 312 459 46 170 584 523 248 472 218 81 554 87 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 325 478 48 177 608 544 248 472 218 81 554 87 Added Vol: 0 16 0 4 0 0 0 113 0 0 120 2 Approved: 0 0 0 4 0 4 7 25 0 0 18 4 Initial Fut: 325 494 48 185 608 548 255 610 218 81 692 93 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: 325 494 48 185 608 548 255 610 218 81 692 93 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 325 494 48 185 608 548 255 610 218 81 692 93 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 i.00 1.00 1.00 1.00 FinalVolume: 325 494 48 185 608 548 255 610 218 81 692 93 ------------ --------------- II--------------- II--------- ----- II-- -------- - - - - - I 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 1.47 0.53 1.00 1.76 0.24 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2357 843 1600 2821 379 ------------ I --------------- II --------------- II--------------- II ---------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.10 0.15 0.03 0.06 0.19 0.34 0.08 0.26 0.26 0.05 0.25 0.25 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 17 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Future Vclume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.451 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------------------------- II--------------- II--------------- 11---------- - - - - -I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ ---- ----------- II--------- -- -- - -II II---- -- ---- - --- -I Volume Module: Base Vol: 362 411 0 0 472 111 67 0 509 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: 362 411 0 0 472 Ill 67 0 509 0 0 0 Added Vol: 47 0 0 0 1 0 0 0 15 0 0 0 Approved: 6 8 0 0 8 0 0 0 10 0 0 0 Initial Fut: 415 419 0 0 481 Ill 67 0 534 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: 415 419 0 0 483- 111 67 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 415 419 0 0 481 111 67 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 i.00 1.00 0.00 1.00 1.00 1.00 FinalVOlume: 415 419 0 0 481 111 67 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II--------------- I 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 ----- I --------------- II--------------- II------------- --II--- ----- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.13 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** # * #* * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 17 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour ______________ ______ __ ________ ___ Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.468 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II --------------- II--------------- I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II- --------- - - - - - I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 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 Ise: 550 543 0 0 369 103 121 0 503 0 0 0 Added Vol: 34 4 0 0 9 0 0 0 59 0 0 0 Approved: 14 12 0 0 11 0 0 0 16 0 0 0 Initial Fut: 598 559 0 0 389 103 121 0 578 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: 598 559 0 0 389 103 121 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 598 559 0 0 389 103 121 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 i.00 1.00 1.00 FinalVOlume: 598 559 0 0 389 103 121 0 0 0 0 0 ------- - - -- -I -------- II--------------- II--------------- II---------- - -- - - I 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 ------------ I --------------- II--------------- II----------- ---- II --- ------ - - - -- - I Capacity Analysis Module: Vol /Sat: 0.19 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 18 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Protects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 1) Method (Future Volume Alternative) Intersection #14 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.511 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ i--------------- II--------------- II -------- --- ---- II---------- - -- - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 --- --------------- II---------_----- II_-------------- II---- ---- -- - - - - - I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 87 718 43 40 907 50 29 21 209 44 10 59 Added Vol: 0 48 0 0 17 0 0 0 1 0 0 0 Approved: 2 10 1 1 16 0 0 0 4 1 2 4 Initial But: 89 776 44 41 940 50 29 21 214 45 12 63 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: 89 776 44 41 940 SO 29 21 214 45 12 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 89 776 44 41 940 50 29 21 214 45 12 63 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: 89 776 44 41 940 50 29 21 214 45 12 63 ------------ --------------- II-----_--------- II-------- ------- II---------- - - - - - I 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 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 928 672 1600 1600 1600 1600 ------------ I -------------- II--------------- II------- -------- II- ---- ----- - - -- - I Capacity Analysis Module: Vol /Sat: 0.06 0.24 0.03 0.03 0.29 0.03 0.02 0.03 0.13 0.03 0.01 0.04 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:55 Page 18 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #14 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.525 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II ---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ --------------- II-------------- -II --- ---------- -- - - -I Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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 1017 45 79 816 23 34 23 153 52 14 50 Added Vol: 2 39 0 0 68 0 0 0 4 0 0 0 Approved: 4 31 2 4 23 0 0 1 4 0 1 4 Initial Fut: 142 1087 47 83 907 23 34 24 161 52 15 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: 142 1087 47 83 907 23 34 24 161 52 15 54 Reduct Vol: 0 - 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 142 1087 47 83 907 23 34 24 161 52 15 54 PCE Adj: i.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 FinalVOiume: 142 1087 47 83 907 23 34 24 161 52 15 54 ------------ I--------------- II--------------- II------------ --- II--- ------- - - - - -1 Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.59 0.41 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 938 662 1600 1600 1600 1600 ------------ I--------------- II--------------- II--------- ------ 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.34 0.03 0.05 0.28 0.01 0.02 0.04 0.10 0.03 0.01 0.03 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 19 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length `;) Method (Future Volume Alternative) Intersection 415 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.675 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II---- ----------- II---------- - - - - - I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II--------------- li---------- - - - - - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 24 45 42 904 44 182 150 1899 22 18 1254 712 Added Vol: 0 0 0 18 0 0 0 83 0 0 162 48 PasserByVol: 0 0 0 29 0 9 9 102 0 0 89 18 Initial Fut: 24 45 42 951 44 191 159 2084 22 18 1505 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 45 42 951 44 191 159 2084 22 18 1505 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 95i 44 191 159 2084 22 18 1505 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 L.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 951 44 191 159 2084 22 18 1505 0 ------------ --------------- II--------------- II----------- ---- If---------- - - - - - I 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 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4750 50 1600 4600 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.20 0.03 0.12 0.05 0.44 0.44 0.01 0.31 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:56 Page 19 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 415 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.778 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 -- --------------- II --------------- II --------------- II ---------- - - - - - I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ --- ------------ II --- -------- - - - - II ------- 11---------- - - - - -I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 16 32 50 840 49 136 124 1537 23 50 2137 1218 Added Vol: 0 0 0 76 0 0 0 201 0 0 148 43 Approved: 0 0 0 22 0 16 27 119 0 0 133 37 Initial Put: 16 32 SO 938 49 152 151 1857 23 50 2418 1298 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: 16 32 50 938 49 152 151 1857 23 50 2418 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 938 49 152 151 1857 23 50 2418 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: i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 16 32 50 938 49 152 151 1857 23 50 2416 0 ------------ --------------- II-------------- II--------------- II---------- - - -- - I 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 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4742 56 1600 4800 1600 ------------ I--------------- II--------------- II--------------- 11---- ------ - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.20 0.03 0.10 0.05 0.39 0.39 0.03 0.50 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:17 Page 20 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Lenath %) Method (Future Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.728 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 - ----------- I - ------------ - -II-- ------ II--------------- II---------- - - - - -I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II-------- ------- II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 383 13 25 30 5 36 31 2519 312 39 1536 16 Added Vol: 0 0 0 0 0 0 0 101 0 0 210 0 Approved: 1 6 1 62 3 41 72 55 0 0 56 15 Initial Fut: 384 19 26 92 8 77 103 2675 312 39 1802 31 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 PRE Adj: 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: 384 19 26 92 8 77 103 2675 312 39 1802 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 19 26 92 8 77 103 2675 312 39 1802 31 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: 384 19 26 92 8 77 103 2675 312 39 1802 31 ------------ --------------- II--------------- II-- ------ ------- II---------- - - - - - I 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: 2.69 0.13 0.18 1.00 0.09 0.91 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4297 213 291 1600 151 1449 1600 4800 1600 1600 6293 107 ----- I --------------- II--------------- II--------------- II---------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.05 0.05 0.06 0.56 0.20 0.02 0.29 0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:43:56 Page 20 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour --------- ---------- - ----- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 416 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.776 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ i --------------- II--------------- II--------------- II --------------- I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 410 8 29 23 16 38 52 1972 492 59 2979 24 Added Vol: 0 0 0 0 0 0 0 277 0 0 191 0 Approved: 3 6 0 98 7 80 71 52 2 0 77 30 Initial Put: 413 14 29 121 23 118 123 2301 494 59 3247 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: 413 14 29 121 23 118 123 2301 494 59 3247 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 14 29 121 23 118 123 2301 494 59 3247 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: 413 14 29 121 23 118 123 2301 494 59 3247 54 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I 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: 2.72 0.09 0.19 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4347 147 305 1600 261 1339 1600 4800 1600 1600 6295 105 ------------ I -- ------------- II - - -- ---- II--------------- II--- -- --- -- - - -- -I Capacity Analysis Module: Vol /Sat: 0.10 0.10 0.09 0.08 0.09 0.09 0.08 0.48 0.31 0.04 0.52 0.52 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects + Project Default Scenario Thu May 15, 2014 09:44:41 Page 5 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Morning Peak Hour --------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 41 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.910 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ --------------- II--------------- II----- ---------- II---------- - - - - - I Volume Module: Base Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 30 3371 36 145 2813 518 806 213 7 55 147 205 Added Vol: 0 339 0 0 159 2 9 5 0 0 1 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 30 3710 36 145 2972 520 815 218 7 55 148 205 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: 30 3710 36 145 2972 520 815 218 7 55 148 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 3710 36 145 2972 520 815 218 7 55 148 205 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: 30 3710 36 145 2972 520 815 218 7 55 148 205 - - -- I --------------- II--------------- II--------------- II------ ---- - - - - - I 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 3.96 0.04 1.00 4.00 1.00 3.00 1.00 1.00 1.00 2.00 2.00 Final Sat.: 1600 6339 61 1600 6400 1600 4900 1600 1600 1600 3200 3200 ------------ I --------------- II--------------- II------- --- ----- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.59 0.59 0.09 0.46 0.33 0.17 0.14 0.00 0.03 0.05 0.06 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZ14AN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 5 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects+Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length �) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.823 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II --------_------ II ------------- -- II ---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ I--------------- II_-------------- II --------------- II ---------- - - - - - I Volume Module: Base Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 2709 38 186 2882 1009 701 237 103 56 340 175 Added Vol: 0 313 0 0 439 9 5 3 0 0 5 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 49 3022 38 186 3321 1018 706 240 103 56 345 175 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: 49 3022 38 186 3321 1018 706 240 103 56 345 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 3022 38 186 3321 1018 706 240 103 56 345 175 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: 49 3022 38 186 3321 1018 706 240 103 56 345 175 ------------ I--------------- II--------------- II---------- ----- II---------- - - - - - I 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 3.95 0.05 1.00 3.83 1.17 2.99 1.01 1.00 1.00 2.65 1.35 Final Sat.: 1600 6321 79 1600 6123 1877 4776 1624 1600 1600 4246 2154 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.48 0.48 0.12 0.54 0.54 0.15 0.15 0.06 0.04 0.08 0.08 Crit Moves: Traffix 7.9.0215 (c) 2009 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:41 Page 6 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cvcle Length %) Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.767 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II-------- _------ II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ov1 Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II- --------- - - - - - I Volume Module: Base Vol: 278 3318 0 0 2742 24 46 0 454 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 284 3385 0 0 2797 24 46 0 454 0 0 0 Added Vol: 7 339 0 0 159 0 0 0 14 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 291 3724 0 0 2956 24 46 0 468 0 0 0 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 i.00 PHF Volume: 291 3724 0 0 2956 24 46 0 468 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 291 3724 0 0 2956 24 46 0 468 0 0 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 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: 291 3724 0 0 2956 24 46 0 468 0 0 0 OvlAdjVOl: 177 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I 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 4.00 0.00 0.00 2.98 0.02 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4761 39 1600 0 3200 0 0 0 - - -- I --------------- II--------------- II-------------- II--- -- ---- -- ---- I Capacity Analysis Module: Vol /Sat: 0.09 0.58 0.00 0.00 0.62 0.62 0.03 0.00 0.15 0.00 0.00 0.00 OvlAdjV /S: 0.06 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to {UNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 6 -1 Westclif£ Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +project. Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length `s) Method (Future Volume Alternative) *##*#*****#+*********+*#******#*####******#****** * + * # * * * * * * # # * * * * * * * * * * * * # # + * * #* Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.883 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound Sout Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- 11 --------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ov1 Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ I--------------- II--------------- II--------------- 11-------- -- - - - --I Volume Module: Base Vol: 508 2790 0 0 2715 72 51 0 522 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Sse: 518 2846 0 0 2770 73 51 0 522 0 0 0 Added Vol: 18 313 0 0 439 0 0 0 11 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 536 3159 0 0 3209 73 51 0 533 0 0 0 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: 536 3159 0 0 3209 73 51 0 533 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 536 3159 0 0 3209 73 51 0 533 0 0 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 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: 536 3159 0 0 3209 73 51 0 533 0 0 0 OvlAdjVol: 0 --- --------------- II--------------- II--------------- II---------- - - - - - I 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 4.00 0.00 0.00 2.93 0.07 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3200 6400 0 0 4693 107 1600 0 3200 0 0 0 ------------ I --------------- II--------------- II------------- -- II- --------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.17 0.49 0.00 0.00 0.68 0.68 0.03 0.00 0.17 0.00 0.00 0.00 Ov1AdjV /S: 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 7 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.811 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial B3e: 53 3158 23 62 2980 124 224 57 38 4 54 27 Added Vol: 0 345 0 0 174 0 0 0 0 0 0 0 PasserByVC1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 53 3503 23 62 3154 124 224 57 38 4 54 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 53 3503 23 62 3154 124 224 57 38 4 54 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 53 3503 23 62 3154 124 224 57 38 4 54 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 53 3503 23 62 3154 124 224 57 38 4 54 27 ------------ --------------- II--------------- II-------- ------- II- --------- - --- - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 16D0 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 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.67 0.33 Final Sat.: 1600 6357 43 1600 4800 1600 3200 1600 1600 1600 1067 533 ------------ I --------------- II--------------- II ------------- -- II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.55 0.55 0.04 0.66 0.08 0.07 0.04 0.02 0.00 0.05 0.05 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.5.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 7 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation, Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.969 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: *************************************+***+******* * * * * * * * * * + * * * * * * * * * * * * * * * * * * * ** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II --------- - - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ --------------- II--------------- II--------------- II ---------- - - - - - I Volume Module: Base Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 2873 18 123 3106 118 274 83 53 27 79 51 Added Vol: 0 330 0 0 449 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fur: 98 3203 18 123 3555 118 274 83 53 27 79 51 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 3203 18 123 3555 118 274 83 53 27 79 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 3203 18 123 3555 118 274 83 53 27 79 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 98 3203 18 123 3555 118 274 83 53 27 79 51 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Ad3ustment: 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 3.98 0.02 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.61 0.39 Final Sat.: 1600 6364 36 1600 4800 1600 3200 1600 1600 1600 972 628 - I--------------- II--------------- II------- -------- 11- -- --- ---- - - - - -I Capacity Analysis Module: Vol'/Sat: 0.06 0.50 0.50 0.08 0.74 0.07 0.09 0.05 0.03 0.02 0.08 0.08 Crit Moves: * * ** + * +* + + ++ * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 8 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.847 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------- I --------------- I--------------- I- ------ -------- ---------- - - - - - i Volume Module: Base Vol: 41 1908 151 574 1579 498 818 443 36 149 346 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 1946 154 586 1611 508 818 443 36 149 346 136 Added Vol: 0 134 0 31 65 77 199 87 0 0 76 13 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 2080 154 617 1676 585 1017 530 36 149 422 149 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: 42 2080 154 617 1676 565 1017 530 36 149 422 149 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 2080 154 617 1676 585 1017 530 36 149 422 149 FOR Adj: 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: 42 2080 154 617 1676 585 1017 530 36 149 422 149 ------------ --------------- II--------------- II---------- --- -- II-- ----- --- - - - - - I 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 3.72 0.28 2.00 3.00 1.00 3.00 1.87 0.13 2.00 3.00 1.00 Final Sat.: 1600 5959 441 3200 4800 1600 4800 2996 204 3200 4800 1600 ------------ I --------------- II--------------- II--- ------------ -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.35 0.35 0.19 0.35 0.37 0.21 0.18 0.18 0.05 0.09 0.09 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 8 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.849 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II----- --- ------- II-- -------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ I --------------- II--------------- II------------ --- II--------- - - - -- - I Volume Module: Base Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 1540 149 720 1658 355 715 498 58 302 468 136 Added Vol: 0 117 0 22 164 263 174 118 0 0 128 40 PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 46 1657 149 742 1822 618 889 616 58 302 596 176 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 PUP Adj: 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: 46 1657 149 742 1822 618 889 616 58 302 596 176 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1657 149 742 1822 618 869 616 58 302 596 176 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: 46 1657 149 742 1822 618 889 616 58 302 596 176 ------------ I --------------- II--------------- II------------ --- II---------- - -- - - I 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 3.67 0.33 2.00 3.00 1.00 3.00 1.83 0.17 2.00 3.00 1.00 Final Sat.: 1600 5872 528 3200 4800 1600 4800 2925 275 3200 4800 1600 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.28 0.28 0.23 0.38 0.39 0.19 0.21 0.21 0.09 0.12 0.11 Crit Moves: * * ** * * ** * * ** * * ** *###*##***********#******#****#**********#******* * * * * * * * * # * * * * * * * * * * * * * * * * * # * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 9 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length ) Method (Future Volume Al*_eruative) Intersection #5 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.554 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II----__--------- II--------- ------ II---------- - - - - - I Control: Prot +permit Prot +Permit Prot +permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- II--------------- II------ --------- II---------- - -- - - I Volume Module: Base Vol: 140 137 37 138 114 97 46 999 113 48 852 93 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: 140 137 37 138 114 97 46 999 113 48 852 93 Added Vol: 0 0 3 3 0 0 0 118 0 2 88 2 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 140 137 40 141 114 97 46 1117 113 50 940 95 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 ?HE Volume: 140 137 40 141 114 97 46 1117 113 50 940 95 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 140 137 40 141 114 97 46 1117 113 50 940 95 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: 140 137 40 141 114 97 46 1117 113 50 940 95 ------------ --- -- ---------- II----- -- ---- ----II --------------- 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ----- I --------------- II--------------- II--------------- II--- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.03 0.09 0.07 0.06 0.03 0.35 0.07 0.03 0.29 0.06 Crit Moves * * ** * * ** * * ** * * ** Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 9 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #5 Orange Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.680 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ---- --------------- II--------------- II--------------- II---------- - - - - - I Control: Prot +Permit Prot +permit Prot+Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ --------------- II--------------- II--------------- II---- --- --- --- - - I Volume Module: Base Vol: 160 175 63 169 173 104 78 943 137 88 1159 176 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: 160 175 63 169 173 104 78 943 137 88 1159 176 Added Vol: 0 0 2 2 0 0 0 139 0 3 168 3 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 160 175 65 171 173 104 78 1082 137 91 1327 179 User Ad3: 1.00 1.00 L.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: 160 i75 65 171 173 104 76 1082 137 91 1327 179 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 160 175 65 171 173 104 78 1082 137 91 1327 179 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: 160 175 65 171 173 104 78 1082 137 91 1327 179 ------------ I --------------- II--------------- II------ -- ------ -II---------- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I---------------- II--------------- II--------- -- ---- 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.10 0.11 0.04 0.11 0.11 0.07 0.05 0.34 0.09 0.06 0.41 0.11 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 10 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.444 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------_--- i--------------- II--------------- II--------------- II ---- _----- - - - - - I Control: Permitted Permitted Prot +Permit Prot +permit Rights: Include Include Include Include Min. Greer.: 0 0 0 0 0 0 0 0- 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------ I--------------- II--------------- II--------------- II---- ---- -- - - - - - I Volume Module: Base Vol: 28 11 38 16 5 22 59 1074 21 52 969 45 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: 28 11 38 16 5 22 59 1074 21 52 969 45 Added Vol: 0 0 0 0 0 0 0 123 0 0 91 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 28 11 38 16 5 22 59 1197 21 52 1060 45 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 PBF Volume: 28 11 38 16 5 22 59 1197 21 52 1060 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 11 38 16 5 22 59 1197 21 52 1060 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 L.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: 28 11 38 16 5 22 59 1197 21 52 1060 45 - -- ---------------- II--------------- II--------------- II----------- --- - -I 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: 0.72 0.2B 1.00 0.76 0.24 1.00 1.00 1.97 0.03 1.00 1.92 0.08 Final Sat.: 1149 451 1600 1219 38i 1600 1600 3145 55 1600 3070 130 ------------ I --------------- II--------------- II------ ------ --- II --------- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.01 0.01 0.01 0.04 0.38 0.38 0.03 0.35 0.35 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 10 -3 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +project Evening Peak Hour __________ ______________ ______ ______ Level Of Service Computation Report ICU !(Loss as Cycle Length %) Method (Future Volume Alternative) ********************** k*****************##**+**** * * * * * * * *k * * *k # * * * * * * * * * * * * * * * ** Intersection #6 Westminster Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.612 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ ------ --------- II- ------------ - -II -- - - - -I Control: Permitted Permitted Prot +Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 D 1 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 84 15 67 51 16 46 56 1019 55 94 1315 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 84 15 67 51 16 46 56 1019 55 94 1315 55 Added Vol: 0 0 0 0 0 0 0 144 0 0 173 0 PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 84 15 67 51 16 46 56 1163 55 94 1488 55 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 84 15 67 51 16 46 56 1163 55 94 1488 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 64 15 67 51 16 46 56 1163 55 94 1488 55 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 84 15 67 51 16 46 56 1163 55 94 1488 55 ----- ------- I- - - - - -- - II--------------- II---- ----------- II-- ------ -- - -- - -I 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: 0.85 0.15 1.00 0.76 0.24 1.00 1.00 1.91 0.09 1.00 1.93 0.07 Final Sat.: 1358 242 1600 1218 382 1600 1600 3056 144 1600 3086 114 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.05 0.06 0.04 0.03 0.04 0.03 0.04 0.38 0.38 0.06 0.48 0.48 Crit Moves: * * ** * * ** * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 11-1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Santa Ana Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.504 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------!--------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ I--------------- II--------------- II------------- -- II---------- - - - - - I Volume Module: Base Vol: 94 79 86 85 92 68 32 1018 51 48 909 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: 94 79 86 85 92 68 32 1018 51 48 909 52 Added Vol: 0 0 3 3 0 0 0 123 0 2 91 2 PasserByVo1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 94 79 89 88 92 68 32 1141 51 50 1000 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: 94 79 89 88 92 68 32 1141 51 50 1000 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 94 79 89 88 92 68 32 1141 51 50 1000 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: 94 79 89 88 92 68 32 1141 51 SO 1000 54 ------------ I--------------- II--------------- II--------- ------ II---------- -- -- - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 - -- I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.05 0.06 0.06 0.06 0.04 0.02 0.36 0.03 0.03 0.31 0.03 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 11 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peat Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Santa Ana Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.641 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- il--------------- 11 --------------- I Control: Permitted Permitted Prot +Permit Prot +permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1 ------------ I ---------- -- --- II------------ - - -II- - --11--------- - - - - - -I Volume Module: Base Vol: 126 128 111 92 1-33 98 78 979 77 136 1204 125 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: 126 128 111 92 133 98 78 979 77 136 1204 125 Added Vol: 0 0 2 2 0 0 0 144 0 3 173 3 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 126 128 113 94 133 98 78 1123 77 139 1377 128 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: 126 128 113 94 133 98 78 1123 77 139 1377 128 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 128 113 94 133 98 78 1123 77 139 1377 128 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.O0 1.00 FinalVolume: 126 128 113 94 133 98 78 1123 77 139 1377 128 --------------- II--------------- II-------------- II---------- - - - - - I 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 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------ I --------------- II--------------- II----- ---------- II-- ------- -- - - - - I Capacity Analysis Module: Vol /Sat: 0.08 0.08 0.07 0.06 0.08 0.06 0.05 0.35 0.05 0.09 0.43 0.08 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 12 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Morning Peak Four -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.588 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II --------------- I Control: Permitted Permitted Prot +Permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 __-- I --------------- II----------- ---- II --------------- --------------- Volume Module: Base Vol: 100 107 84 75 78 61 33 948 103 86 863 44 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: 100 107 84 75 76 61 33 948 103 86 863 44 Added Vol.: 0 0 0 0 0 0 0 128 0 0 94 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 100 107 84 75 78 61 33 1076 103 86 957 44 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 100 107 84 75 78 61 33 1076 103 86 957 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 100 107 84 75 78 61 33 1076 103 86 957 44 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: 100 107 84 75 78 61 33 1076 103 86 957 44 ------------ I --------------- II--------------- II----- ------ ---- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.56 0.44 1.00 1.00 1.00 1.00 1.83 0.17 1.00 1.91 0.09 Final Sat.: 1600 896 704 1600 1600 1600 1600 2920 280 1600 3059 141 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.12 0.12 0.05 0.05 0.04 0.02 0.37 0.37 0.05 0.31 0.31 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 12 -1 Westcliff Drive Medical Offices Existing+Growth (Year 2016)+Approved Projects+Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) k *k *kkkkkkkkk ** *kkkkkk * ** kkkk* kkkk*+*******+******* kkkkkkkkk *k *kkk4'k' **' *kkki,kkk *k Intersection #8 Tustin Avenue (NS) at 17th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.701 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C * *kk * *k * * * * ** kkkk*** kk* k * * *kk *+ * * * + * + * + * * * * * * * * * * ** * ** *kkk *k *k * * *k * + * * * ** ***kkk* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- ---------- - - - - -I Control: Permitted Permitted Prot +permit Prot +Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 - - - - -I ---- II--------------- II-- ------------- II---------- - - - -- I Volume Module: Base Vol: 79 97 69 84 98 62 84 939 91 109 1320 75 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 Bee: 79 97 69 84 98 62 84 939 91 109 1320 75 Added Vol: 0 0 0 0 0 0 0 149 0 0 179 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 79 97 69 84 98 62 84 1088 91 109 1499 75 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.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: 79 97 69 84 98 62 84 1088 91 109 1499 75 Reduce Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 79 97 69 84 98 62 84 1088 91 109 1499 75 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: 79 97 69 84 98 62 84 1088 91 109 1499 75 -- --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.58 0.42 1.00 1.00 1.00 1.00 1.85 0.15 1.00 1.90 0.10 Final Sat.: 1600 935 665 1600 1600 1600 1600 2953 247 1600 3048 152 ------------ I --------------- II--------------- II------------- -- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.05 0.10 0.10 0.05 0.06 0.04 0.05 0.37 0.37 0.07 0.49 0.49 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 13 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects+Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.851 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------------- II -- ---------- - - -II--------------- --------------- Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II--------------- II------ ----- ---- II--- ------- - - - - - I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 292 2331 11 13 1270 60 Added Vol: 0 0 0 0 0 13 33 99 0 0 168 0 Approved: 0 0 0 1 0 1 0 111 0 0 99 0 Initial Ent: 2 2 3 66 0 356 325 2541 11 13 1537 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 Ad3: 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 2 3 66 0 356 325 2541 11 13 1537 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 356 325 2541 11 13 1537 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: 2 2 3 66 0 356 325 2541 11 13 1537 60 Ov1AdjVol: 31 ----------- --------------- II--------------- II---- ----------- II---------- - - - - - I 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: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 457 457 686 1600 0 1600 1600 3186 14 1600 4800 1600 ------------ I --------------- II------- -------- II --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.04 0.00 0.22 0.20 0.80 0.80 0.01 0.32 0.04 OvlAdjv /S: 0.02 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 13 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016)+Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection k9 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.890 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II ---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II--------------- II----- ---- --- --- II ---------- - - - - - I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 12 73 4 441 254 1599 13 38 2485 57 Added Vol: 0 0 0 0 0 43 28 211 0 0 169 0 Approved: 0 0 0 2 0 0 1 140 0 0 138 1 Initial Put: 9 12 12 75 4 484 283 1950 13 38 2792 58 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.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 PRE Volume: 9 12 12 75 4 484 283 1950 13 38 2792 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 -12 12 75 4 484 283 1950 13 38 2792 58 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 FinalVolume: 9 12 12 75 4 484 283 1950 13 38 2792 58 Ov].Adj Vol : 201 ------------ --------------- II--------------- II--------------- II--- ---- ---- - - - - - I 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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 436 582 582 1519 81 1600 1600 3178 22 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II---------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.05 0.05 0.30 0.18 0.61 0.61 0.02 0.58 0.04 OvlAdjV /S: 0.13 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 14 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016)+Approved Projects +Cumulative Projects +Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection 410 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.842 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II----------- ---- II------ ---- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1 0 0 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ --------------- II--------------- fl--------------- II---------- - - - - - I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2366 0 0 1341 36 Added Vol: 0 0 0 0 0 0 0 99 0 0 168 0 Approved: 0 0 0 0 0 0 0 115 0 0 99 0 Initial Fut: 0 1 0 42 0 15 26 2582 0 0 1608 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 1 0 42 0 15 26 2582 0 0 1608 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2582 0 0 1608 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: 0 1 0 42 0 15 26 2582 0 0 1608 36 ------------ --------------- II--------------- II--------------- II--- -- ----- - - - - - I 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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat.: 0 1600 0 1179 0 421 1600 3200 0 0 4695 105 ------------ I --------------- il--------------- II--------------- II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.81 0.00 0.00 0.34 0.34 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 14 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Leve1 Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.684 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II------------__- II --------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ----- --------------- II--------------- il--------------- II---------- - - - -- I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 65 1623 5 0 2541 41 Added Vol: 0 0 0 0 0 0 0 211 0 0 169 0 Approved: 0 0 0 0 0 0 0 142 0 0 140 0 Initial Put: 2 1 0 37 2 25 65 1976 5 0 2850 41 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 0 37 2 25 65 1976 5 0 2850 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 65 1976 5 0 2850 41 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 Ad3: 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 0 37 2 25 65 1976 5 0 2850 41 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat.: 1067 533 0 925 50 625 1600 3192 8 0 4732 68 --------- - - - I -- ------ II--------------- II--- ----- --- ---- II------ -- -- ---- -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.62 0.62 0.00 0.60 0.60 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 15 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects+Project Morning Peak Hour ------------------------------------------------._----_-------_----------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection ill Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.539 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ --------------- II--------------- II------------ --- il---------- - - - - - I Volume Module: Base Vol: 40 780 12 132 738 18 64 155 28 12 101 240 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 812 12 137 768 19 64 155 28 12 101 240 Added Vol: 2 9 0 1 45 0 0 0 3 0 0 0 PasserByVOl: 1 2 0 4 3 0 0 0 0 0 1 4 Initial Put: 45 823 12 142 816 19 64 155 31 12 102 244 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: 45 823 12 142 816 19 64 155 31 12 102 244 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 45 823 12 142 816 19 64 155 31 12 102 244 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 Ad 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: 45 823 12 142 816 19 64 155 31 12 102 244 ------------ --------------- II--------------- II------ --------- II---------- - -- - - I 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 0.83 0.17 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1333 267 1600 1600 1600 ------------ I ---------------II--------------- II --------------II-------------- Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.01 0.09 0.25 0.01 0.04 0.12 0.12 0.01 0.06 0.15 Crit Moves * * ** * * ** * * ** * * *# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 15 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) ,Intersection #11 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.640 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II-------_------- II--------------- II-------- _- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ --------------- II--------------- II----------- ---- II-- -- -- --- - - - - - I Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 685 43 165 1233 72 48 109 63 30 182 234 Added Vol: 3 54 0 4 21 0 0 0 2 0 0 2 Approved: 1 4 0 5 5 0 0 0 0 0 1 5 Initial Fut: 105 743 43 174 1259 72 48 109 65 30 183 241 User Adj: i.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: 105 743 43 174 1259 72 48 109 65 30 163 241 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 105 743 43 174 1259 72 48 109 65 30 183 241 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: 105 743 43 174 1259 72 48 109 65 30 183 241 ------------ --------------- II--------------- II------------- -- II---------- - - - - - I 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 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1002 598 1600 1600 1600 ------------ I --------------- II--------------- II------ --------- II---- ------ - - - -- I Capacity Analysis Module: Vol /Sat: 0.07 0.23 0.03 0.11 0.39 0.04 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 16 -1 Westcliff Drive Medical Offices Existing+Growth (Year 2016) +Approved Projects +Cumulative Projects +project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #12 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.521 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II------------- -- II------ --- - - - - - - I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial B5e: 285 527 39 185 456 137 230 478 180 39 389 62 Added Vol: 10 6 0 7 40 0 0 108 20 0 85 3 Approved: I 1 0 3 0 3 1 9 1 0 10 2 Initial Put: 296 536 39 195 496 140 231 595 201 39 484 67 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: 296 536 39 195 496 140 231 595 201 39 484 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 296 536 39 195 496 140 231 595 201 39 484 67 POE Adj: 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: 296 536 39 195 496 140 231 595 201 39 484 67 ------------ --------------- II--------------- II--------------- II- ---- -- --- - -- - - I 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 1.49 0.51 1.00 1.76 0.24 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2392 808 1600 2811 389 ------------ I --------------- II--------------- II---------- ----- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.17 0.02 0.06 0.15 0.09 0.07 0.25 0.25 0.02 0.17 0.17 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 16 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +project Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) *#*********************+#*************+*+******** * * * * * * *+k * * * * * * * * * * * * * * * * + * * * ** Intersection 412 Irvine Avenue (NS) at 17th Street / Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.790 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II --------------- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 -- ----- -- - - - -I- ------- II--------------- II---------- ----- II---------- -- - - -I Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 325 478 48 177 608 544 248 472 218 81 554 87 Added Vol: 25 47 0 9 15 0 0 133 16 0 155 10 Approved: 0 0 0 4 0 4 7 25 0 0 18 4 Initial Put: 350 525 48 190 623 548 255 630 234 81 727 101 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 350 525 48 190 623 548 255 630 234 81 727 101 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 350 525 48 190 623 548 255 630 234 81 727 101 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: 350 525 48 190 623 548 255 630 234 81 727 101 ----- ------- -- ------------- II - - -- --- II------------- --- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 i.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 1.46 0.54 1.00 1.76 0.24 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2333 867 1600 2810 390 ------------ I --------------- II--------------- II--------------- II--- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.11 0.16 0.03 0.06 0.19 0.34 0.08 0.27 0.27 0.05 0.26 0.26 Crit Moves: * * +* * * ** * * ** + + ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 17 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.460 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ___I__ __---- II--------------- II--------------- II_- ________ -_ -__I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 D 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II------ --- - - -- - - I Volume Module: Base Vol: 362 411 0 0 472 111 67 0 509 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: 362 411 0 0 472 111 67 0 509 0 0 0 Added Vol: 74 0 0 0 1 3 2 0 25 0 0 0 Approved: 6 8 0 0 8 0 0 0 10 0 0 0 Initial Fut: 442 419 0 0 481 114 69 0 544 0 0 0 User Adj: 1.00 1.00 1.00 i.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: 442 419 0 0 481 114 69 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 442 419 0 0 481 114 69 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: i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Final-Volume: 442 419 0 0 481 114 69 0 0 0 0 0 ------------ --------------- II--------------- II------- -------- II-- --- -- --- -- --- I 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 11600 1600 3200 0 1600 0 0 0 - -- I --------------- II--------------- II--- ---- -------- II---------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.14 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * *** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 17 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU !(Loss as Cycle Length £) Method (Future Volume Alternative) Intersection #13 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.474 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): XXXXXX Optimal Cycle: 100 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 ------------ I --------------- II - - - - -- - il-- ------------- II---------- - - - - -I Control: Protected Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II---- -- ---- - - - - - I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 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: 550 543 0 0 369 103 121 0 503 0 0 0 Added Vol: 51 4 0 0 9 2 3 0 95 0 0 0 Approved: 14 12 0 0 11 0 0 0 16 0 0 0 Initial Fut: 615 559 0 0 389 105 124 0 614 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: 615 559 0 0 389 105 124 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 615 559 0 0 389 105 124 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: 615 559 0 0 389 105 124 0 0 0 0 0 ------------ I --------------- II--------------- II----------- - - - -II -I 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 ---- I --------------- II--------------- II-------- --- ---- II--------- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.19 0.17 0.00 0.00 0.24 0.07 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 18 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #14 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.525 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II-_------------- II--------------- II ---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ I --------------- II--------------- II------ -- ------- II------- ---- - - - - I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 87 718 43 40 907 50 29 21 209 44 10 59 Added Vol: 13 75 0 0 26 0 0 0 6 0 0 0 Approved: 2 10 1 1 16 0 0 0 4 1 2 4 Initial Fut: 102 803 44 41 949 50 29 21 219 45 12 63 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: 102 803 44 41 949 50 29 21 219 45 12 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 102 803 44 41 949 50 29 21 219 45 12 63 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: 102 803 44 41 949 50 29 21 219 45 12 63 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I 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 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 16D0 1600 3200 1600 928 672 1600 1600 1600 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.25 0.03 0.03 0.30 0.03 0.02 0.03 0.14 0.03 0.01 0.04 Crit Moves: * * ** #tt+ * * *+ * + ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 18 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) Intersection #14 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.540 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I--------------- 11--------------- II--------------- II---------- - - - - -I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 --- I --------------- II--------------- II------ -- ------- II- -------- - - - - - - I Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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 1017 45 79 816 23 34 23 153 52 14 50 Added Vol: 11 55 0 0 104 0 0 0 20 0 0 0 .Approved: 4 31 2 4 23 0 0 1 4 0 1 4 Initial Fut: 151 7.103 47 83 943 23 34 24 177 52 15 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: 151 1103 47 83 943 23 34 24 177 52 15 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 151 1103 47 83 943 23 34 24 177 52 15 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 151 1103 47 83 943 23 34 24 i77 52 15 54 ------------ --------------- II--------------- II------------- -- II---------- - - - -- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 31.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.59 0.41 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 938 662 1600 1600 1600 1600 ----------- I --------------- II--------------- II---- ------ ----- II---------- - --- - I Capacity Analysis Module: Vol /Sat: 0.09 0.34 0.03 0.05 0.29 0.01 0.02 0.04 0.11 0.03 0.01 0.03 Crit Moves: * * ** * * ** * * ** ** ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 19 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Lenath %) Method (Future Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.677 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ 1--------------- 11--------------- 11--------------- 11--------------- I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ --------------- II-------------- -II --------------- --------------- Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 24 45 42 904 44 182 150 1899 22 18 1254 712 Added Vol: 0 0 0 26 0 6 16 63 0 0 162 72 PasserByVol: 0 0 0 29 0 9 9 102 0 0 89 18 Initial Fut: 24 45 42 959 44 197 175 2084 22 18 1505 802 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 45 42 959 44 197 175 2084 22 18 1505 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 959 44 197 175 2084 22 18 1505 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 45 42 959 44 197 175 2084 22 18 1505 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adju5tment: 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 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4750 50 1600 4800 1600 ------------ I --------------- II--------------- il----- ------ ---- II-------- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.20 0.03 0.12 0.05 0.44 0.44 0.01 0.31 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 19 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU !(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 415 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.786 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II------------ --- II---------- - - - - - I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 16 32 50 840 49 136 124 1537 23 50 2137 1218 Added Vol: 0 0 0 107 0 21 11 201 0 0 148 57 Approved: 0 0 0 22 0 16 27 119 0 0 133 37 Initial Put: 16 32 50 969 49 173 162 1857 23 50 2418 1312 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: 16 32 50 969 49 173 162 1857 23 50 2418 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 969 49 173 162 1857 23 50 2418 0 POE 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: 16 32 50 969 49 173 162 1857 23 50 2418 0 --------------- 11--------------- 11------ ----- -- --II- --------- - - - - -I 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 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4742 58 1600 4800 1600 --- I--------------- 11--------------- 11------ --------- II--- ------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.20 0.03 0.11 0.05 0.39 0.39 0.03 0.50 0.00 Crit Moves Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:44:42 Page 20 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016)+Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.730 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ I --------------- II--------------- II--------------- II--------------- I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II---- ----------- II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 383 13 25 30 5 36 31 2519 312 39 1536 16 Added Vol: 0 0 0 0 0 0 0 109 0 0 233 0 Approved: 1 6 1 62 3 41 72 55 0 0 56 15 Initial Fut: 384 19 26 92 8 77 103 2683 312 39 1825 31 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: 384 19 26 92 8 77 103 2683 312 39 1825 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 19 26 92 8 77 103 2683 312 39 1825 31 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: 384 19 26 92 8 77 103 2683 312 39 1825 31 - - - - I - ------ II--------------- II--- _----------- II---------- - - - - -I 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: 2.69 0.13 0.18 1.00 0.09 0.91 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4297 213 291 1600 151 1449 1600 4800 1600 1600 6294 106 I- - - -- -- II--------------- II--------------- II--- ------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.05 0.05 0.06 0.56 0.20 0.02 0.29 0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 09:45:13 Page 20 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour --------------------------------------------------------------------------------- Leve1 Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.778 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 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 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II--------------- II------ ---- - - - - - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 410 8 29 23 16 38 52 1972 492 59 2979 24 Added Vol: 0 0 0 0 0 0 0 308 0 0 205 0 Approved: 3 6 0 98 7 80 71 52 2 0 77 30 Initial Fut: 413 14 29 121 23 118 123 2332 494 59 3261 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: 413 14 29 121 23 118 123 2332 494 59 3261 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 14 29 121 23 118 123 2332 494 59 3261 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: 413 14 29 121 23 118 123 2332 494 59 3261 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: 2.72 0.09 0.19 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4347 147 305 1600 261 1339 1600 4800 1600 1600 6296 104 --- I --------------- II --------------- II --------------- II --- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.10 0.10 0.09 0.08 0.09 0.09 0.08 0.49 0.31 0.04 0.52 0.52 Crit Moves: * * ** * * #* * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA APPENDIX D Approved Project Data 24- FEB -14 page:l Traffic Phasing Data Projects Less Than 100% Complete Project Number Project Name Percent 148 FASHION ISLAND EXPANSION 40% 154 TEMPLE BAT YAHM EXPANSION 65 % 555 CIOSA - IRVINE PROJECT 91% 910 NEWPORTOUNES 0% 945 HOAG HOSPITAL PHASE III .0% 949 ST. MARK PRESBYTERIAN CHU 77% 955 2300 NEWPORT BLVD 0 957 NEWPORT EXECUTIVE COURT 0% 958 HOAG HEALTH CENTER 75% 959 NORTH NEWPORT CENTER 0% 960 SANTA BARBARA CONDO (MARR 0% 962 328 OLD NEWPORT MEDICAL 0 0% 964 BAYVIEWMEDICALOFFICE - 0% 965 MARINER'S POINTE 23,015 S 0% 966 4221 DOLPHIN STRIKER - 13 55% 967 SAN JOAQUIN HILLS PLZA RE 0% 968 UPTOWN NEWPORT (PHASE 2) 0% 969 UPTOWN NEWPORT (PHASE 1) 0% 970 MARINA PARK 0% 971 BACK BAY LANDING 300 ECH 0% page:l � E § a2 ;Et § ]E of /k/ � ®t \{ ((£ #7 \ =:r a \�2 r )! , \ LU / ) ` \, *:/ 2;_ /e§) z: Z: &7 \� 2 S�» § W; a ` / \ \ a, / E:- U) $ :m ) \/ a (e : ;f f! \ \m2 \ z / ,\ !;: t f:+ 7 � � mu M: OMI z !! \ „ \ m: \ E:< q. .` \ > / ! ( °. 77 o o LLI: W W; uj: W LU: LJ: E LU: LU: W! W: E U) co; 3: of E 01 c 0 9 >E oar c oo .2 V); co: cl cn: N 1 N to U LU a� 0 m of: 0 Z: Z: Z: U) Z: Z: co Cf zt > LU 0 0 CL M U) Z: Z: 0 Z: ( LU Ld 0 .0 w ` E: F- > E: ,\ M: cn z:T C3; m � Lu N m M: F-- M; Z; z z:w Z�co �: 5; C: cr :> 1 � 0 :< �:o C: 0 LLJ 0 uj: LLJ: uj: :mm Z 2;= M� M: m 0 Z : Zm z! N Z Z: < APPENDIX E Regional Traffic Annual Growth Rate CITY OF NEWPORT BEACH REGIONAL TRAFFIC ANNUAL GROWTH RATE COAST HIGHWAY East city limit to MacArthur Boulevard 1 % MacArthur Boulevard to Jamboree Road l % Jamboree Road to Newport Boulevard 1% Newport Boulevard to west city limit 1% IRVINE AVENUE All l% Coast Highway to San Joaquin Hills Road 1% San Joaquin Hills Road to Bison 1 % Bison to Bristol 1% Bristol to Campus 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. APPENDIX F TPO One - Percent Analysis Calculation Worksheets 1% TRAFFIC VOLUME ANALYSIS INTERSECTION I: NEWPORT BOULEVARD & 19TH STREET Existing Trujfic Volumes Based on Year 1012 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 3369 68 0 3437 34 8 Southbound 3408 69 0 3477 35 19 Eastbound 1026 0 0 1026 10 0 Westbound 407 0 0 407 4 0 Project Traffic is esEmaRE to be less than 1% of Projected Peak Hour Traffic Volumes. �P.1.0 Tnffle is eaEmalk to be M.al to or 8no.terthan lA of Proles ed Peak Hour TraMc Volumes. mtersertion Capacity utllluann liCIN Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTIONI: NEWPORT BOULEVARD & 19TH STREET Existing Traffic Volumes Based on Year 2012.2013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 2741 55 0 2796 28 24 Southbound 3996 80 0 4075 41 13 Eastbound 1041 0 0 1041 10 0 Westbound 577 0 0 571 6 0 �Pro)ttt Traffic is es4mated to balms than 1% of Pra:eRed Peak Hour Traffic Volumes, Project Traffic is o0orro Ito be equal to or Brea sr than 1% of Projected Peak Hour Traffic Volumes. Imersebon Capacity Unlizabon(ICU) Analysis is required. PROJECT: 2043 Westcliff DATE: 5/4/2014 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 2: NEWPORT BOULEVARD& HARBOR BOULEVARD Existing Traffic Volumes Based on Year 1012 -1013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 3596 72 0 3668 37 13 Southbound 2766 56 0 2822 28 19 Eastbound 500 0 0 500 5 12 Westbound 0 0 0 0 0 0 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traf u is estmaed to be mua l;o orgreater than 1% of Projected Peak Hour Traffic Valuma. Intetsection Capacity Unlodpn JICUI Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 2: NEWPORT BOULEVARD& HARBOR BOULEVARD Existing Traffic Volumes Based on Year 1012 -1013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 3298 66 0 3364 34 40 Southbound 2787 56 0 2843 28 13 Eartbound 573 0 0 573 6 9 westbound 0 0 0 0 0 0 �ProIPR Traffic is estimated to be less than :% of Projected Peak Hour Traffic VPIYmes. Project Traffic is estimatM to be egoalto or greater than 1% of Projected Peak Hour Traffic Volumes. Irrtenection Capacity USliiatlon(ICU) Analysis fie required. PROJECT: 2043 WestcliR DATE: 5/4/2014 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 3: NEWPORT BOULEVARD & 18TH STREET Existing Traffic Volumes eased on Year 2032 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Narthbound 3171 64 0 3235 32 13 Southbound 3104 62 0 3166 32 31 Eastbouncl 319 0 0 319 3 0 Westbound 85 0 0 85 1 0 Project Traffic is estmated to he less than 1% of Projected Peak Hour Traffic Volumes Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Gpocity Utlliin or, (IN) Anakws is resulted. 1% TRAFFIC VOL U ME A NA L YSI S INTERSECTION 3: NEWPORT BOULEVARD & 18TH STREET Existing TrofAc Volumes Based on Year ZOIZ -2013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAKHOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 2930 59 0 2989 30 40 Southbound 3282 66 0 3348 33 22 Eastbound 410 0 0 410 4 0 Westbound 157 0 0 157 2 0 Project Trafic is estimated to be less than 1% of Pmjeaed Peak Hour Tratfi<VOlumev �Prpjett Traf a is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volume. InteracCOn capacity Urliladon!kcal Analysis is require4. PROJECT: 2043 Westcliff DATE: 5/4/2014 1 % TRAFFIC VOLUMEANALYSIS INTERSECTION4: NEWPORT BOULEVARD & 17TH STREET Existing Traffic Volumes Based on Year 2012 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 2100 42 0 2142 21 0 Southbound 2651 53 0 2704 27 31 Eastbound 1297 0 0 1297 13 6 Westbound 631 0 0 631 6 16 �Prblect Traf is is estimated tb he less than 1 % of Pmletted Peak Hour Traffic Volumes. Project TraMc is estimated to be erival to or greater than 1% of Prole Red Peak Hour Traffic volumes. Intersection Capacity UEliaation(ICU) Anahsis is rattired, 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 4: NEWPORT BOULEVARD & 17TH STREET Existing Traffic Volumes Based on Year 2012 -2013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1701 34 0 1735 17 0 Southbound 2679 54 0 2733 27 22 Eastbound 1271 0 0 1271 13 4 Westbound 906 0 0 906 9 48 �Project TnMe is estmated to be less than 1% of Projected Peak Hour Truth Volumes. �Project Traf cis Urinated 1. be tribal to or greaterthan 1 %M Proleoted Peak Hour Traffic Minaret. Interseeton Capacity U51iIDtlon HCtil Analpis is r,.irtd, PROJECT: 2043 Westdiff DATE: 5/4/2014 1% TRAFFIC VOLUME ANALYSIS INTERSECTIONS: ORANGE AVENUE & 17TH STREET Existing Traffic Volumes Based on Year 1011 -1013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 314 0 0 314 3 3 Southbound 349 0 0 349 3 3 Eastbound 1158 0 0 1158 12 37 Westbound 993 0 0 993 10 19 Project Traffic is asdmated to be less than 1% Pf Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equaIto or greater than 1% of ProleRed Peak Hour Traffic Volumes. Intersecllon Capaty Utllitacers UCU) Analsir is re nin" 1% TRAFFIC VOLUMEANALYSIS INTERSECTION 5: ORANGE AVENUE & 17TH STREET Existing Traffic Volumes Based on Year 1011 -1013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 398 0 0 398 4 2 Southbound 446 0 0 446 4 2 Eastbound 1158 0 0 1158 12 26 Westbound 1423 0 0 1423 14 53 �Proitbt Trafficis aernated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal tq or greater than 1% of Projected Peak Hour Traffic ValUma. Intersection Comment, Utilitarian (ICU) Analysis is required. PROJECT: 2043 Westcliff DATE: 5/4/2014 1% TRAFFIC VOLUME ANALYSIS INTER5ECTION 6: WESTMINSTER AVENUE &17TH STREET Existing Traffic Volumes Based on Year2012 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 77 0 0 77 1 0 Southbound 43 0 0 43 0 0 Eastbound 1154 0 0 1154 1 12 42 Westbound 1066 D 0 1066 11 18 Project Traffic is estimated to be less than 1% of Projected Peak Hoer Traffic Volume, Project Traffic is estimated to be equal to or greater than 1% PT Prolecle ] Peak Hour Traffic Volumes, Intnaection Capacity Utfliiation(ICU) An I,his is required. 1% TRAFFIC VOLUMEANALYSIS INTERSECTION 6: WESTMINSTER AVENUE &17TH STREET Existing Traffic Volumes Based an Year2012 -2013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 166 0 0 166 2 0 Southbound 113 0 0 113 1 0 Eastbound 1130 0 0 1130 11 31 Westbound 1464 0 0 1464 15 53 � Project Trafa, is es rr., dto be Its, than 1% of Projected Peak Haw TrafficVolPmes. Reject Traffic is 6Cmatacl to be equal to or greY.er Iban 1 %0, Pm1eR l Peak Hour Traffic Valumex Intersection Capacity Ublizacon(ICU) Analysis is required. PROJECT: 2043 Westddf DATE: 5/4/2014 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 7: SANTA ANA AVENUE &17TH STREET Existing Traffic Volumes Based on Year 1012 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 259 0 0 259 3 3 Southbound 245 0 0 245 2 3 Eastbound 1101 0 0 1101 11 42 Westbound 1009 0 0 1009 30 22 Project Traffic is afHmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is esdmated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utllitatlon (ICU) Arose, is required. 1% TRAFFIC VOLUMEANALYSIS INTERSECTION 7: SANTA ANA AVENUE &17TH STREET Existing Traffic Volumes Based on Yecr2012 -2013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAKHOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 365 0 0 365 4 2 Southbound 323 0 0 323 3 2 Eastbound 1134 0 0 1134 11 31 Westbound 1465 0 0 1465 15 59 �Prefer, Traffic is bEmated to be IeO than 1% of Projected Peak Hour Traffic Volumes, Project Traffic is eadmamd to be equal to or greater than IS of Projected Peak Hour Traffic Vnlumea. Interucdan Ca,61 U3litanan(ICU) Analysis is hoquired. PROJECT: 2043 WestcliR DATE: 5/4/2014 1% TRAFFIC VOLUMEANALYSIS INTERSECTION 9: TUSTIN AVE N UE &17TH STREET Existing Traffic Volumes Based on Year 2011 -1013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 291 0 0 291 3 0 Southbound 214 0 0 214 2 0 Eastbound 1084 0 0 1084 11 47 Westbound 993 0 0 993 10 22 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is eson ated to be equal to or greater than 1 %of Projected Peak Hour Traffic volumes. Intersection GPanry Utllnanon (INS Analnis is required. 1 % TRAFFIC VOLUMEANALYSIS INTERSECTION 9: TUSTIN AVENUE &17TH STREET Existing Traffic Volumes Based on Year 2012 -2013 PM Tmfftc Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 245 0 0 245 2 0 Southbound 244 0 0 244 2 0 Eastbound 1114 0 0 1114 11 36 Westbound 1504 0 0 1504 15 59 Project Traffic is estimated to be less than 1% of Pmiected Peat Hour Traffic Volumes. Pmject Traffic is asconated to be Mual to or greater han 1 %a Projected Peak Hour Traffic Volumes. Intersection Ca,.dq Holliston HCUj Analysis is IncuirM. PROJECT: 2043 Westclfff DATE: 5/4/2014 1% TRAFFIC VOLUME ANALYSIS INTERSECTION B: RNEREID E AVE N U E & W EST COAST HIGHWAY Existing Traffic Volumes Rased on Year 2012 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 7 0 0 7 0 0 Southbound 407 0 2 409 4 0 Eastbound 2556 77 111 2744 27 16 Westbound 1304 40 99 1443 14 6 �Project: Traffic is estimated to be less than I% of Projected Peak Hour Traffic Volumes. �Project Traffic is entrained m he e4ua10 or greater han 1% of ProIMa1 Peak Hour Traf , Volumes. Intersecpon ppacip Urlintion(ICU) Analysts is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 8: RIVERSIDE AVENUE& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 20124013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OP PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 33 0 0 33 0 0 Southbound 518 0 2 520 5 0 Eastbound 1812 55 141 2008 20 it Westbound 2504 76 139 2719 27 21 Project Traffic is as4matcd to be less than 1% of gruleRed Peak Hour Traffic Volumes. �Pralelt Traffic is and mated to be equal to or greater than 1% of ProlettM Peak Hour Traffic Vol.vma. Intersecttan Capaclt, Utlliaation(ICUI Analysis .1 required. PROJECT: 2043 Westcliff DATE: 514/2014 1% TRAFFIC VOLUME ANALYSIS INTER5ELTION10: TUSTIN AVENUE& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 2012 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1 %OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1 0 0 1 0 0 Southbound 57 0 0 57 1 0 Eastbound 2323 70 115 2508 25 16 Westbound 1337 41 99 1477 15 6 Pool. Traffic Is efimacea to be I. ban 1% of Projected Peak Moor Traffic Vawmes. Project Traffic n enimated to be eoua to or greater Men 1% of Projected Peak Moor Traffic Volumes. mteneatlon a,uotV Utlll:atiun pcul Malysls is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION10: TUSTIN AVENUE& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 1012 -2013 PM Traffic Count Worksheets PM PEAK HOUR KPEAK R HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAKHOUR VOLUME PROJECT PEAKHOUR VOLUME 0 0 3 0 0 0 0 64 1 0 Eastbound 1643 50 142 1835 18 11 Westbound 2506 76 140 2722 27 21 CIProject Tran c is esPmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project TraMC is nUmated to be equal to or 8reater than 1% of litheRN Peak Hour Trafic Volumes. Intersection Cottony unlaatlan (ICU) Analysis is rearmed. PROJECT: 2043 Westcliff DATE: 5/4/2014 1% TRAFFIC VOLUMEANALYSIS INTERSECTION 11: IRVINE AVENUE & 19TH STREET -DOVER DRIVE Existing Traffic Volumes Based on Year 2012 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 832 34 3 869 9 it Southbound 888 36 7 931 9 27 Eastbound 247 0 0 247 2 3 Westbountl 353 0 5 356 4 0 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersecdan Capacity UPlinfion (ICU) Analysis is required. 1% TRAFFIC VOLUMEANALYSIS INTERSECTION 11: IRVINE AVENUE & 19TH STREET -DOVER DRIVE Existing Traffic Volumes Based an Year 2012 -2013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 796 32 5 833 8 39 Southbound 1413 57 10 1480 15 17 Eastbound 220 0 0 220 2 2 Westbound 446 0 6 452 5 0 Project Traffic is estimated to be less then t % of Projected Peak Hour Traffic Volume. �Pno c TralfiNs estimated to be equal to or greater than IR of Projected Peak Hour Traffic Volumes. Intersection Capacity Unrndon (ICU) Analysis is required. PROJECT: 2043 Westcliff DATE: 5/4/2014 1% TRAFFIC VOLUMEANALYSIS INTERSECTION 11: IRVINE AVENUE & 17TH STRE ET- WESTCLIFF DRIVE Existing Traffic Volumes Based on Year 1011 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 817 33 2 852 9 18 Southbound 748 30 6 784 8 29 Eastbound 888 0 11 899 9 47 Westbound 490 0 12 502 5 15 Pmjeet Traffic Is estimated to be less than 1% of Pmiesied Peak Hour Tragic Volumes. �Project Tragc is ertlmatM to be et ual to or greater than 1% of ProlMed Peak Hour Traffic Volume. Intersection Capacity Utllicu on(ICU) Analysis is rhouned. 1% TRAFFIC VOLUMEANALYSIS INTERSECTION 11: IRVINE AVENUE & 17TH STREET -W ESTCLIFF DRIVE Existing Traffic Volumes Based on Year 1011 -2013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAKHOUR VOLUME Northbound 817 33 D 850 9 56 Southbound 1277 52 8 1337 13 19 Eastbound 938 0 32 970 10 36 Westbound 722 0 22 744 7 43 Project Traffic is atlmated to be less than 1% of Protected Peak Hour Traffic Volumes. Project Traffic is a ctrared. be e0.al to or 8rhater than 1% of Projected Peak Hour Traffic Volumes. Incersedion Capacity Utilization (ICU) Analysis is repaired. PROJECT: 2043 Westdiff DATE: 5/4/2014 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 13: DOVER DRIVE& WESTCLIFF DRIVE Existing Traffic Volumes Based on Year 2012 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 773 0 14 787 8 27 Southbound 583 0 8 591 6 3 Eastbound 576 0 10 586 6 11 Westbound 0 0 0 0 0 0 Project Traffic is estimated to be less than IS of Pmle6etl Peak Hour Traffic Volumes, Project Traffic Is estlmatetl to be equal to or greater than I% of PmjetteE Peak Hour Traffic Volumes. ImersecUOn Capacity Ui Hedge (10 Mall is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 13: DOVER DRIVE& WESTCLIFF DRIVE Existing Traffic Volumes Based on Year 2012 -2013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1093 0 26 1119 11 17 Southbound 472 0 11 483 5 2 Eastbound 624 0 16 640 6 39 Westbound 0 0 0 0 0 0 Pwlect traffic is estimated to be loo man '% of Projected Peak HOm Traffic Volume, Project: Traffic is cremated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. mtersttGgn Cali u6li1aeon(ICU) Amri ls'.e required. PROJECT: 2043 Westcliff DATE: 5/4/2014 2% TRAFFIC VOLUMEANALYSIS INTERSECTION 14: DOVER DRIVE &15TH STREET Existing Traffic Volumes Based on Year 2012 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OP PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 848 0 13 861 9 39 Southbound 997 0 17 1014 10 9 Easbound 259 0 4 263 3 5 Westbound 113 0 7 120 1 0 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. �Projet, Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumef. Intersection Capacity Utilitadon (ICU) Maims is required 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 14: DOVER DRIVE &16TH STREET Existing Traffic Volumes Based on Year 2011 -2013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1198 0 37 1235 12 26 Southbound 918 0 27 945 9 36 Eastbound 210 0 5 215 2 16 Westbound 116 0 5 121 1 0 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour TnMC Volumes. Intersection Capacty Unlitamn;ICU) Analysis is required. PROJECT: 2043 Westcli(f DATE: 5/4/2014 1% TRAFFIC VOLUME ANALYSIS INTERSECTION IS: DOVER DRIVE& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 111 D 0 111 1 0 Southbound 1130 0 38 1168 12 14 Easbbound 1990 81 111 2182 22 16 westbound 1906 77 107 2090 21 24 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes, Project Traffic is estimated to be e4I to or Posterthan 1% of Projected Peak Hour Traffic Volumes. Inte such- ZrIPiq Udfiraann IICU) Analysis B required. 1% TRAFFIC VOL UME ANALYSIS INTERSECTION 15: DOVER DRIVE& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 1011 -2013 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 98 0 0 98 1 0 Southbound 1025 0 38 1063 11 52 Eastbound 1618 66 146 1830 18 11 Westbound 3272 133 170 3575 36 15 �Prolem Talk is Promoted to be less than 1% of Projected Peak Hour Tra111 c Volumes. �Pmiect Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Trail c Volume, Intersection Capacity UVIiI(ICU) Anaysis is requirM. PROJECT: 2043 Westcliff DATE: 5/4/2014 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 26: BAYSIDE DRIVE& EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 20I2 -2013 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 421 0 8 429 4 0 Southbound 71 0 106 177 2 0 Eastbound 2751 112 127 2990 30 6 Wertbountl 1528 62 71 1661 17 24 Pmlea Traffic is estimated to be less than 1 °b of Projected Peak Haur Traffic Volumes. Project Traffic is emmated to be equal to or greater than 1% of ProjeaeA Peak Hour Traffic volumes. Intersection capacity Utllicatlon (ICU I Analysis is required. 1% TRAFFIC V OL UME A NA L YS IS INTERSECTION 16: BAYSIDE DRIVE& EAST COAST H IGHWAY Existing Tragic Volumes Based on Year 2012 -2013 PM Tro flc Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 447 0 456 5 0 Southbound 77 0 i107 262 3 0 Eastbound 2418 98 2594 26 31 Westbound 2943 119 3169 32 15 Project Traffic is estimated to be lest than 1% at Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic volumes. Intersection capacity utilization ICU) Analysis is required. PROJECT: 2043 Westcliff DATE: 5/4/2014 APPENDIX G Cumulative Project Data Cumulative Project List - February 2014 Projects of significant size to have a potential cumulative impact Note: Highlighted projects do not result in an increase in traffic generation; however, may have other cumulative impacts to consider (i.e. construction, noise, air quality). Newport Beach. 1600 E. Coast Hwy .: 5 res. d.0 Country Club di, .27-hotel units with a 2,048 g.s.f. concierge and guest center, • 3,523 g.s.f.-tennis dub with a 6,718 g.s.f. spa • 51,213 g.s!f.,golf club with accessory facilities 7 tennis courts and a swintmin pool. Banning Ranch 4520 W. Coast Hwy 1,375 d.u., 75,000 g.s.f. commercial retail, 75 -room accommodations, parks, and open s ace. Koll 4343 Von Karman Ave New: • 260 residential d.u. • 3,400 g.s.f. commercial Ba nding 300 E. Coast Hwy New: • 49 residential d.0 • 40,459 .s rcial • g.s.f. office • s dry stack storage Existing: • RV /Boat Storage and Kayak Launch Old City Hall 3300 Newport Blvd and New: Complex 475 32"tl Street 130 hotel rooms with spa/fitness center, Redevelopment / restaurant, bar, lounge areas, pool, retail, and Lido House Hotel meeting space Balboa Marina Southwest corner of New: West Expansion Bayside Dr at E. Coast 16,274 g.s.f restaurant, 200 g.s.f. office, and 36 Hwy marina berths Newport Coast Z: \Users \PB\MShared \TPO Studies \1 -2014 Cumulative Project List.docx Last Update: 2120/2014 Table G -1 Cumulative Project Traffic Generation' Project Peak Hour Daily Morning Evening Inbound I Outbound Total Inbound Outbound Total City of Newport Beach Banning Ranch 251 655 906 866 564 1,430 14,989 Koll -348 338 -10 316 -221 94 2,764 Old City Hall Complex Redevelopment /Lido House Hotel 40 29 69 40 38 78 1,062 Balboa Marina West Expansion 12 4 16 86 43 129 1,573 Newport Coast - TAZ 1 Newport Coast - TAZ 2 Newport Coast - TAZ 3 Newport Coast - TAZ 4 75 91 51 56 243 326 178 186 318 417 229 242 238 326 178 184 159 183 102 113 397 509 280 297 3,926 5,107 2,792 2,953 City of Costa Mesa 17th /Superior Live /Work 4 41 8 7 1 10 17 29 Pacific Gateway Residences 11 46 57 45 25 70 751 Anchor Live /Work 13 1s 28 231 27 50 624 Total 256 2,024 2,280 2,3091 1,0431 3,352 36,570 1 Negative trips were not assigned to traffic analysis. TABLE �I SUMMARY OF PROJECT TRIP GENERATIGNN 111 NEWPORT BANNING RANCH TRIP RATES - Land Use ITE Code Trips per Trio Generation Rates AM Hour PM Peak Hour Dail In _Peak OvY Total Iv Out TotaE Single-Fianfly Detached Housing 210 DU 9.57 0.19 0.56 0.75 0.64 0.37 1 1.01 Residential CondominiuMTownhouse 230 DU 5.81 0.07 0.37 0.44 0.35 0.17 1 0.52 Resort Hotel 330 Room 4.90 0.22 0.09 0.31 0.18 0.24 0.42 Park a 412 Acre 2.28 0.01 0.00 0.01 0.02 0.04 0.06 Soccer Complex 488 Field 71.33 0.70 0.70 L40 14.26 6.41 20.67 Ton nis Courts 490 Courl 31.04 0.84 0.84 1 1.65 1.94 1.94 3.88 Shopping Centers 820 KSF Equation - See Below PROJECT TRIP GENERATION Project Area Land Use Units Trip Generation Estimates AM Peak Hour PM Peak (lour Aaii In Out Total I In Out Total South Family Single- Family Aetached Housin 141 DU 1,349 27 79 106 90 52 142 Village Pack 28 Acre 64 1 0 0 0 1 1 2 Soccer Complex 4 Fields, 285 3 3 6 57 26 83 Tennis Courts 6 Courts 186 5 5 10 12 12 24 Subtotal 1,884 35 87 122 160 91 251 Resort Colony Residential Condominium !Townhouse 87 DU 505 6 32 38 30 15 45 Resort Hotel 75 Rooms 368 17 7 24 14 18 32 Subtotal 873 23 39 62 44 33 77 North Family Single - Family Detached Housin 282 DU 2-1699 94 158 212 180 104 284 Village Residential Condominium / Townhouse 135 DU 784 9 50 59 47 23 70 .Subtotal 3,483 63 208 271 227 127 3S4 Urban Cofoay Residential Condominium/Townhouse 730 DU 4,241 51 270 321 256 124 380 ' Shopping Center 75.0 KSF 5,634 79 51 130 257 268 525 Subtotal 9,875 130 321 451 513 392 905 Total Before Internal Capture/Pass-by Internal Capture 4 Pass By Reduci[on for Shopping Center (10 %) s Total Pro ect TrIps 16,115 251 655 906 1 944 1 643 1 1,587 1126 - 55 23 866 55 24 1 564 110 47 7 430 - _ 14.989 251 1 655 _ 906 Source: Institute of Transportation Engineers publication "Trip Generation ", 81h Edition DU= Dwelling Unit, KSF° 1,000 Square Feet 'ITE Land Use Category 330 Resort Hotel does aotprovide a daily trip tare. ITE Land Use Category 311- A I Suites Hotel was used for daily trips. a Trip generation is based on ITE Land Use County Park (Land Use 412) because this category, ineludes peak hour trip rates. 'Trip rafes for Shopping Center are derived from the following regression equations: T =Trip Ends, X = units in KSF ADT: Ln(T) = 0.65 Ln(X) +5.83 AMPeak Hour. Ln(1)- 0.59Ln(X) +232 PM Peak Hour. Ln(T) =0.67 Ln(X) +3.37 'Source; Inalime ofTrampona6on Engineers (ITE) pubticadon "Trip Generation Handbook ". See Internal Capture Worksheets in Appendix C. ' Note: The ITE publication "Trip Generation Handbook"indicates pass -by for a shopping cemeris 34% in thePM peak hour. ! 0%isassumedhere, fora conservative approach. Pus-by reduction is taken on balance of retail tri s, alter Internal Caotnfe reduction Traffic Impact Analysis - 25 - June,2011 Newport Banning Ranch " elnojuoyr any daill!4M � N - V � eny pie4sng c �r C% U =m x 1S egouBepl U y N p z Y i u � d« O jjy CL 0 N rr U U ad x O Z m m yJ'l, D c � O z A. N P.yg ',aMON N C v I m I 0. -J O m a N 0 4 E 'b o P� NO O o gg � $ a�b 0 b�� AGO CO F 9 m Loa p Moy b e a3sme o PMg ao¢uH O p' LL % any lied any Wla4eUy any euoutod " elnojuoyr any daill!4M � N - V � eny pie4sng c �r C% U =m x 1S egouBepl U y N p z Y i u � d« O jjy CL 0 N rr U U ad x O Z m m yJ'l, D c � O z A. N P.yg ',aMON N C v I m I 0. -J O m a N 0 4 E -29- so Ja \p 1s�64pJ NO O o gg � $ CO F 9 m b (n f a3sme o W X F U L LL % C C -29- N c wo Xd d C O O .O Y N O Y to d C O N d c d CL H d N rn G .N W O`O Ory� O CT t0 � r Q � It o 0 h 0 o 0 � � d rn m 0 v000v =o Y H 0 N 0 F IL ti = O N M Y N N 0 z 7 N cq N Y a G 00 a`6i 0 0) O O O a a N N V O f- C v a> O O O N � � N M V m m O O C O F Iq 7 m 10 m W 2 e m m O m Y ZI LL LL LL F 00 Imo— F 7 N CL d W 0 .N Q r W V N ae X000 d0 N C a- d Li W LL U- 2 r t- d Q N E — mco6 t O C � O N J N C C d LL LL N N v N N Q r m m m m _N d W W LU W m Q) d aL L L W W Ni d L6 W Lb J m m d N N .'o � 3 5 F � O C C l9 J L � N t m d U d C c � O COQ d N rn G .N W d N a d N CL O a` O`O Ory� r Q � It o 0 0 0 o 0 � � 0 v000v =o Y H r N N 0 IL = O N M Y N N 0 0 7 a�0 M M a G 0) O O O a N N V O f- C a> O O O co = Y N M V m m NO a O F 7 m W 2 e m m m Y ZI LL LL LL 00 Imo— F N CL d W .N Q r W N d N N C d Li W LL U- r t- d D N H V t O C d N J N C d N N v N Q r m m m m d W W LU W d C J m .'o m O 5 F d N a d N CL O a` d N T Ul 0 O C O`O Ory� It o 0 0 0 0 v000v =o Y r N N 20 IL 0- a 0 m 0 0 0 0 O M M G 0) O O O O f- O O O = Y N M m m NO a m W e c LL LL LL Imo— F N d W .N d d Li W Lit Lu r t- d V C J E C d N N Q F d N T Ul 0 O C Table 2 Project Trip Generation' 'Source:lnnitpteofTransportation Engineers, Trip Generation. Sth Edition, 2W8, Und Use categories 230, 710, 814, 820, 931, and932. a TSF = Thousand Square Fecp Ou = owetling Units a Instttute of Tnnspamation Engineers, Trio Generation. does net provide morning peak hour trip generation rates for the specialty Retail land use. Therefore, the trip generation rates for Shopping Center (Land Use Category 8201 were used to estimate the morning peak hour trips. a Insitute of Tnnspprtatlan Engineers, Trio Generation does not provide inbound /outbound wilts forthe peak hour of adjacent street traffic (one hour between 7:00 AM - 9U0 AM) for the Quality Restaurant land use. Therefore, the inbound /outbound splits for the AM peak hour of generator were used. a source: Unstop, Uw, and Greenspan, 01 Stack spot Storage, A di 0 -Trip Generation Study D 1007. s Based on trip generation count data for the existing site (see Appendix 01. The "other uses" shown in Table 0 -1 {see Appendix OF include trips from the existing marina, Pearson's Port, and some pa doing from the adjacent residential uses, which will remain after the proposed project is constructed. Source: Institute of Transportation Engineers, Trip Generation liandboak 2nd Edition, 2004. 22 Peak Hour Morning Evening Inbound Outbound I Total Inbound Outbound I Total Land Use Quantity Units' I Daily Trip Generation Rates Specialty Retail' TSF 0.61 0.39 1.00 1.19 1.52 2.71 44.32 Quality Restaurant` TSF 0.66 0.15 0.81 5.02 2.47 7.49 89.95 High Turnover (Sit-Down) Restaurant TSF 5.99 5.53 11.52 6.58 4.57 11.15 127.15 Office TSF 1.36 0.19 1.55 0.25 1.24 1.49 11.01 Enclosed Dry Stack Storages Spaces 0.031 0.017 0.048 0.004 0.044 0.048 0.334 Residential Condominium DU 0.07 037 0.44 0.35 0.17 0.52 5.81 Displaced Existing Trios Generated - - 2 1 3 3 5 8 39 RV /Boat Storage and Kayak launch, Proposed Trios Generated Specialty Retail 32.859 TSF 20 13 33 39 50 89 1,456 Quality Restaurant 4.100 TSF 3 1 4 21 10 31 369 - Pass-By (43% Evening Peak Hour)' 0 0 0 .9 -4 -13 -13 High Turnover (Sit-Down) Restaurant 3.500 TSF 21 19 40 23 16 39 445 - Pass- By (43% Evening Peak Hour) 0 0 0 -10 -7 -17 -17 Office 17.075 TSF 23 3 26 4 21 25 188 Enclosed Dry Stack Storage 140 Spaces 4 2 6 1 6 7 47 Residential Condominium 49 DU 3 18 21 17 8 25 285 Subtotal 74 56 130 86 100 186 2,760 Net New Trios Commercial 69 37 106 66 87 153 2,436 Residential 3 18 21 17 8 25 285 Total 72 55 127 83 95 178 2,721 'Source:lnnitpteofTransportation Engineers, Trip Generation. Sth Edition, 2W8, Und Use categories 230, 710, 814, 820, 931, and932. a TSF = Thousand Square Fecp Ou = owetling Units a Instttute of Tnnspamation Engineers, Trio Generation. does net provide morning peak hour trip generation rates for the specialty Retail land use. Therefore, the trip generation rates for Shopping Center (Land Use Category 8201 were used to estimate the morning peak hour trips. a Insitute of Tnnspprtatlan Engineers, Trio Generation does not provide inbound /outbound wilts forthe peak hour of adjacent street traffic (one hour between 7:00 AM - 9U0 AM) for the Quality Restaurant land use. Therefore, the inbound /outbound splits for the AM peak hour of generator were used. a source: Unstop, Uw, and Greenspan, 01 Stack spot Storage, A di 0 -Trip Generation Study D 1007. s Based on trip generation count data for the existing site (see Appendix 01. The "other uses" shown in Table 0 -1 {see Appendix OF include trips from the existing marina, Pearson's Port, and some pa doing from the adjacent residential uses, which will remain after the proposed project is constructed. Source: Institute of Transportation Engineers, Trip Generation liandboak 2nd Edition, 2004. 22 ry c x x N v m m c m P °a s a S c � bJe� JC Q a boa 0 ac S a� n�Ca b � S N `a ante Baroar'^� _ ,�3a U o�aaV L W E E O U o I h o N Ol O o O �` QI J--I O 0a�y. L � h L � 0 3,0 aAo4 3 a 3fa X33 �3 O_ z U 5` 0 L a e o c v .. c � v r C � n Z c o "> � a c o H a clod IV U N w i a _� Of � U � Q I I O Z Q � w J N y o Z In � W o �FX z ry N G r+ q h W 7 m j a N Qoa � d P a° boa m 5a� o a"c alb N C� C � m anta Babata �` c u C�a, u D O � Q e i u A �'obad .0 o W N e � o O n txo Y ii to aA1JQ lano Q ,C- i, kI v 5� O L CL o e C � •' C 7 j F Q y rJ v a U z N � � 0 0 LL 4 LotlmaN U C E N a J o Q Z o U NFU z N PROPOSED PROJECT The proposed project site is located at the northeast corner of the Newport Boulevard /32nd Street intersection. The proposed project involves the development of a 130 -room Lido House Hotel. Primary vehicular access to the project site is provided at Newport Boulevard via the Finley Avenue intersection. Gated service access is planned to be provided at 32nd Street. The project site is currently developed with administrative office buildings of the former Newport Beach City Hall Complex (now vacated) and the existing Newport Beach Fire Department Fire Station No. 2 (Fire Station No. 2). The former Newport Beach City Hall Complex would be redeveloped and the Fire Station No. 2 would remain in operation with the proposed project. fhe existing fire station access from Finley Avenue would be relocated to Via Oporto. The proposed project is planned to open in 2017, therefore, in accordance with the City of Newport Beach Traffic Phasing Ordinance (TPO), traffic conditions are measured during forecast year 2018 conditions. Exhibit 6 shows the proposed project site plan. Project Trip Generation To calculate trips forecast to be generated by the proposed project, Institute of Transportation Engineers (ITE) trip generation rates were utilized. Table 3 summarizes the ITE trip generation rates used to calculate the number of trips forecast to be generated by the proposed project. Table 3 Proposed Project Trip Generation Rates Land Use (ITE Code) Units AM Peak Hour Rates PM Peak Hour Rates Daily Trip Rate In Out Total In Out Total Hotel (310) Room 0.31 0.22 0.53 0.31 0.29 0.60 8.17 Source: ITE Trip Generation Manual, a Edition, 2012. Table 4 summarizes the trips forecast to be generated by the proposed project utilizing the ITE trip generation rates shown in Table 3. Table 4 Proposed Project Trip Generation As shown in Table 4, the proposed project is forecast to generate approximately 1,062 daily trips, which includes approximately 69 a.m. peak hour trips and approximately 78 p.m. peak hour trips. AM Peak Hour Trips PM Peak Hour Trips Daily Land Use Trips In Out Total In Out Total 130 -room Hotel 40 29 69 40 38 78 1,062 As shown in Table 4, the proposed project is forecast to generate approximately 1,062 daily trips, which includes approximately 69 a.m. peak hour trips and approximately 78 p.m. peak hour trips. Legend: s • i(X% 0 Not to Scale MOM .,® Forecast Percent Trip Distribution of Proposed Project A H9p ta1137Pffi mmiftepoma EmimnrMMI6Techr , aI tliesSaficl &ontls UA@2014 Exhibit ' -� Company Table 2 Project Trip Generation' 1 Source: Institute of Transportation Engineers,Trip Generation, 9th Edition, 2012, Land Use Categories 931, 710, and 420. E TSF = Thousand Square Feet s Institute of Transportation Engineers,Trip Generation does not provide inbound /outbound splits for the peak hour of adjacent street traffic (one hour between 7:00 AM - 9:00 AM) for the Quality Restaurant land use. Therefore, the inbound /outbound splits for the AM peak hour of generator were used. 23 Peak Hour Morning Evening Inbound Outbound Total Inbound Outbound Total Land Use Quantity Units' Daily Trip Generation Rates Quality Restaurant TSF 0.66 0.15 0.81 5.02 2.47 7.49 89.95 Office TSF 1.37 0.19 1.56 0.25 1.24 1.49 11.03 Marina Berth 0.03 0.05 0.08 0.11 0.08 0.19 2.96 Trios Generated Quality Restaurant 16.274 TSF 11 2 13 82 40 122 1,464 Office 0.200 TSF 0 0 0 0 0 0 2 Marina 36 Berth 1 2 3 4 3 7 107 Subtotal 12 4 16 86 43 129 1,573 1 Source: Institute of Transportation Engineers,Trip Generation, 9th Edition, 2012, Land Use Categories 931, 710, and 420. E TSF = Thousand Square Feet s Institute of Transportation Engineers,Trip Generation does not provide inbound /outbound splits for the peak hour of adjacent street traffic (one hour between 7:00 AM - 9:00 AM) for the Quality Restaurant land use. Therefore, the inbound /outbound splits for the AM peak hour of generator were used. 23 « /k & 2& ta BarbaO ¥ K § % 1 k j Apr @® ® _ ------------~ 7 - G aa� r \'� $ ` _ k - « E (\ ^ /§ ! 7\ - �f /2 �k f( m> j \ �& 0 n e m N _ N . p � c c � m N s 2• AJP^d /�7p8 N o a ,R a sa�ea aarta{a° s �, o N O N O O Q r LLL a L 4¢ G. h o o V m � < e � U O K 2 Q W } LL C PJEAdjl108 2° F U 'c 0 C N a J ° < N z o Z3 z Z N TABLE 12- 1W�Ol2S TRIP GENERATION RATES' LAND USE UNITS' PEAK [ ;CUR DAILY AM PM IN OUT IN OUT Condominium(Townhouse DU 1 0.17 0.49 0.47 0.36 8.10 Multi Family Dwelling DU . (x.90: 0.42 0.43 0.20 6.47 Single Family Detached Residential DU 0.20 1 0.40 11.00 State Park (gross acres) AC Y 0.21 0.90 0.29 0.31 19.15 Veit Source: City of Newport Beach Trip Generation Rates ' DU =Dwelling Units AC = Acres U:1Uc.lobs\00636\Exc ll[00636- 02.xls]T 12 -1 12 -2 I� L n TABLE 12.2 PROJECT TRIP GENERATION arc, l TAZ P A Oi REA LAND USE QUANTITYUNITSI PEAK HOUR DAILY A41 PM iN OUT IN OUT 1A jCondominiumlTownhouse 121 DU 1 21 59 57 44 980 18 Single Family Detached Residential 36 DU 7 25 25 14 396 1C CondominiumfTownhouse 888 DU 151 435 417 320 7,193 1 2A Single Family Detached Residential 206 DU 41 144 144 82 2,266 13C Multi Family Dwelling 116 DU 104 49 50 23 751 13D Multi Family D elling 116 DU 104 49 50 23 751 13E Multi Famil Dwelfing DU 104 49 50 23 751 TOTAL FOR TAZ 1 532 810 793 529 13,088 !, 3A 36 Single Family Detached Residential Single Family Detached Residential 347 DU 69 243 243 139 3,817 !! _ 54 0 DU 90 315 315 180 4,950 46 Single Family Detached Residential 587 DU .117 411 411 235 6,457 2 'Multi Family Dwelling 117 DU 105 49 50 23 757 3B Multi Family Dwelling 117 DU 105 49 50 23 757 LjilA 14 Single Family Detached Residential 26 DU 5 16 18 10 286 17 State Park (gross acres 2,807 AC 589 2,526 814 870 53,754 TOTAL FOR TAZ2 1,080 1 3,611 1,901 1,480 70,778 26 Single Family Detached Residential 62 DU 12 43 43 25 682 47 Sin le Family Detached Residential 784 DU 157 549 549 314 8,624 TOTAL FOR TAZ 3 169 592 592 339 9,306 2C ISingle Family Detached Residential 307 I I–u 61 215 215 123 3,377 5 Single Family Detached Residential 300 61 60 210 210 120 3,300 F4 6 Single Family Detached Residential 75 1 DU 15 53 53 30 825 .8 CondominiumlTownhouse 1 289 1 DU 1 49 142 136 104 2,341 �— TOTAL FOR TAZ 4 185 620 614 377 798-4-3—] TOTAL FOR ALL ZONES �� -� 1,966 1 5,633 1 3,900 1 2,725 103 015 DU = Dwelling Units AC = Acres U.\UcJohs\00636\Exa A[00636- 02.xls]T 12.2 -7Ul of DU`S k(?-e 1p�,UIUiT. op,,4 30,/• �h— r�I}GGuMUC,��v+, PST I 1 v 12 -3 12 -6 V a m 0 z �f ( \ \ \ \ \ § \ ) � , z wrl „ -7 m zz M. 0 12_8 L' Table 6 summarizes the forecast trip generation of the proposed 49 live /work unit project alternative when utilizing the ITE trip generation rates shown in Table 5 and accounting for the displaced land uses on the project site. Table 6 Forecast Trip Generation of Proposed Project (49 Live /Work Unit Alternative) Project Component AM Peak Hour Trips PM Peak Hour Trips Daily Trips In Out Total In Out Total Proposed Project 49 -du Condominium 3 18 21 17 8 25 285 6.456 -tsf Office 9 1 10 2 8 10 71 6.456 -tsf Specialty Retail 0 0 0 8 10 18 286 Trip Generation Subtotal 12 19 31 27 26 53 642 10% Mixed Use Trip Reduction -1 -2 -3 -3 -3 -6 -64 Total Trip Generation of Proposed Project 11 17 28 24 23 47 578 Displaced Land Use Commercial/Warehouse Land Uses' -7 -13 -20 -17 -13 -30 -549 Total Forecast Net Trip Generation of Project 4 4 8 7 10 17 29 Source: 2012 ITE Trip Generation Manual, 9'° Edition. Notes: du = dwelling units; tsf = thousand square feet. 1 = Existing trip generation determined from measured traffic counts on August 6, 2013. As shown in Table 6, when accounting for the displaced land uses, the proposed 49 live /work unit project alternative is forecast to generate a total of approximately 29 net new daily trips, which includes approximately 8 net new a.m. peak hour trips and approximately 17 net new p.m. peak hour trips. Legend: DWY Driveway • xxa/4 Trip Percent Distribution O Not to Scale Forecast Trip Percent Distribution of Proposed Project a s >a A H:rpdaW347GMTc9ffl6EMibits AUW013 Exhibit 8 :.. Coin Pany Table 1 Trip Generation and Trip Rate Summary Land Use Trip Generation AM Peak Hour Amount In Out .. PM Peak Hour Out .. • Approved — High Density Residential 113 DU 10 50 60 49 25 74 774 Proposed — Apartments 113 DU 11 46 57 45 25 70 751 Trip Rates High Density Residential' DU .09 .44 .53 .43 .22 .65 6.85 Apartment2 DU .10 .41 .51 .40 .22 .62 6.65 Notes: Costa Mesa Traffic Model (CM "fM) High Density Residential rate (blend 0f ITE rates 210, 220 & 231) 2 Institute of Transportation Engineers ITE Apartment rate 220 ,Tri Generation, 8' Edition, 2008 StantR, let pacgate ayapts_M0112 dcc r Anchor LiveMork Project Initial Study /Mitigated Negative Declaration Notwithstanding, the Project would be subject to compliance with Standard Condition SC 4.16 -1, which requires payment of traffic impact fees. Refer to Response 4.16.E for a discussion of pedestrian and bicycle paths, and mass transit. Table 4.16.2 Forecast Net Trip Generation of Proposed Project Standard Condition: SC 4.16 -1 The Project Applicant shall be responsible for the payment of fees in accordance with Costa Mesa's traffic impact fee program to mitigate project- generated traffic impacts (including regional traffic). Mitigation Measures: No mitigation is required. 4.16.b. Conflict with an applicable congestion management program, including, but not limited to level of service standards and travel demand measures, or other standards established by the county congestion management agency for designated roads or highways? Less Than Significant Impact. The purpose of the Congestion Management Program (CMP) is to develop a coordinated approach to managing and decreasing traffic congestion by linking the various transportation, land use, and air quality planning programs throughout the County, consistent with that of the Southern California Association of Governments (SCAG). The CMP requires review of substantial individual projects, which might on their own impact the CMP transportation system. Specifically, the Congestion Management Program (CMP) Traffic Impact Analysis (TfIA) measures impacts of a proposed Final I January 2013 4.16 -3 TrafficlTransportation APPENDIX H Explanation and Calculation of Intersection Delay EXPLANATION AND CALCULATION OF INTERSECTION LEVEL OF SERVICE USING DELAY METHODOLOGY The levels of service at the unsignalized and signalized intersections are calculated using the delay methodology in the Highway Capacity Manual. This methodology views an intersection as consisting of several lane groups. A lane group is a set of lanes serving a movement. If there are two northbound left turn lanes, then the lane group serving the northbound left turn movement has two lanes. Similarly, there may be three lanes in the lane group serving the northbound through movement, one lane in the lane group serving the northbound right turn movement, and so forth. It is also possible for one lane to serve two lane groups. A shared lane might result in there being 1.5 lanes in the northbound left turn lane group and 2.5 lanes in the northbound through lane group. For each lane group, there is a capacity. That capacity is calculated by multiplying the number of lanes in the lane group times a theoretical maximum lane capacity per lane time's 12 adjustment factors. Each of the 12 adjustment factors has a value of approximately 1.00. A value less than 1.00 is generally assigned when a less than desirable condition occurs. The 12 adjustment factors are as follows: 1. Peak hour factor (to account for peaking within the peak hour) 2. Lane utilization factor (to account for not all lanes loading equally) 3. Lane width 4. Percent of heavy trucks 5. Approach grade 6. Parking 7. Bus stops at intersections 8. Area type (CBD or other) 9. Right turns 10. Left turns 11. Pedestrian activity 12. Signal progression The maximum theoretical lane capacity and the 12 adjustment factors for it are all unknowns for which approximate estimates have been recommended in the Highway Capacity Manual. For the most part, the recommended values are not based on statistical analysis but rather on educated estimates. However, it is possible to use the delay method and get reasonable results as will be discussed below. once the lane group volume is known and the lane group capacity is known, a volume to capacity ratio can be calculated for the lane group. With a volume to capacity ratio calculated, average delay per vehicle in a lane group can be estimated. The average delay per vehicle in a lane group is calculated using a complex formula provided by the Highway Capacity Manual, which can be simplified and described as follows: Delay per vehicle in a lane group is a function of the following: 1. Cycle length 2. Amount of red time faced by a lane group 3. Amount of yellow time for that lane group 4. The volume to capacity ratio of the lane group The average delay per vehicle for each lane group is calculated, and eventually an overall average delay for all vehicles entering the intersection is calculated. This average delay per vehicle is then used to judge Level of Service. The Level of Services are defined in the table that follows this discussion. Experience has shown that when a maximum lane capacity of 1,900 vehicles per hour is used (as recommended in the Highway Capacity Manual), little or no yellow time penalty is used, and none of the 12 penalty factors are applied, calculated delay is realistic. The delay calculation for instance assumes that yellow time is totally unused. Yet experience shows that most of the yellow time is used. An idiosyncrasy of the delay methodology is that it is possible to add traffic to an intersection and reduce the average total delay per vehicle. If the average total delay is 30 seconds per vehicle for all vehicles traveling through an intersection, and traffic is added to a movement that has an average total delay of 15 seconds per vehicle, then the overall average total delay is reduced. The delay calculation for a lane group is based on a concept that the delay is a function of the amount of unused capacity available. As the volume approaches capacity and there is no more unused capacity available, then the delay rapidly increases. Delay is not proportional to volume, but rather increases rapidly as the unused capacity approaches zero. Because delay is not linearly related to volumes, the delay does not reflect how close an intersection is to overloading. If an intersection is operating at Level of Service C and has an average total delay of 18 seconds per vehicle, you know very little as to what percent the traffic can increase before Level of Service E is reached. LEVEL OF SERVICE DESCRIPTION Level Average Total Delay of Per Vehicle (Seconds) Service Description Signalized Unsignalized A Level of Service A occurs when progression is 0 to 10.00 0 to 10.00 extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. B Level of Service B generally occurs with good 10.01 to 20.00 10.01 to 15.00 progression and /or short cycle lengths. More vehicles stop than for Level of Service A, causing higher levels of average total delay. C Level of Service C generally results when there is 20.01 to 35.00 15.01 to 25.00 fair progression and /or longer cycle lengths. Individual cycle failures may begin to appear in this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. D Level of Service D generally results in noticeable 35.01 to 55.00 25.01 to 35.00 congestion. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high volume to capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Level of Service E is considered to be the limit of 55.01 to 80.00 35.01 to 50.00 acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high volume to capacity ratios. Individual cycle failures are frequent occurrences. F Level of Service F is considered to be 80.01 and up 50.01 and up unacceptable to most drivers. This condition often occurs with oversaturation, i.e., when arrival flow rates exceed the capacity of the intersection. It may also occur at high volume to capacity ratios below 1.00 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. ' Source: Highway Capacity Manual Special Report 209, Transportation Research Board, National Research Council, Washington, D.C., 2000. Existing (Year 2014) Default Scenario Thu Mar 27, 2015 1`c:47:11 Page 4 -1 Westcliff Drive Medi -cal Offices - Existinc (Year =9) Morning Peak Hour ___________ ____________ _____________ ___ Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.908 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 17.7 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- II--- --- ------- -- II-------- -- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ I --------------- II--------------- II-- ---------- --- II---------- - - - - - I Volume Module: Base Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 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: 29 3305 35 142 2758 508 806 213 7 55 147 205 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: 29 3305 35 142 2758 508 806 213 7 55 147 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 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 11.00 FinalVOlume: 29 3305 35 142 2758 508 806 213 7 55 147 205 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.89 0.89 0.89 0.91 0.85 0.95 0.83 0.83 Lanes: 1.00 3.96 0.04 1.00 4.00 1.00 3.00 1.00 1.00 1.00 2.00 2.00 Final Sat.: 1805 6837 72 1805 6757 1689 5053 1736 1615 1805 3157 3157 -------- - - - - I - ------ il--------------- II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.48 0.48 0.08 0.41 0.30 0.16 0.12 0.00 0.03 0.05 0.06 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.02 0.53 0.53 0.09 0.60 0.60 0.18 0.18 0.18 0.07 0.07 0.07 Volume /Cap: 0.68 0.91 0.91 0.91 0.68 0.50 0.91 0.70 0.02 0.43 0.65 0.91 Delay /Veh: 66.8 16.4 16.4 73.0 8.7 7.1 34.9 24.7 20.5 28.9 29.9 52.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 66.8 16.4 16.4 73.0 8.7 7.1 34.9 24.7 20.5 28.9 29.9 52.1 LOS by Move: E B B E A A C C C C C D HCM2kAvgQ: 2 20 20 6 11 6 9 5 0 2 3 5 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Defau t Scenario T'-:*� Va_ 27, 2;11 16:47:40 Page 4 -1 'sies_c_. _ Dr've Med' -cal O °'ices Evening Peak Hour __ --------- ------ - -- - -- -- __----------- ___________ -_ Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) intersection #1 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.817 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 17.4 Optimal Cycle: OPTIMIZED 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 -- _--------- I - - - -- -------- ---- - - -II--------------- --------------- Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ I --------------- II--------------- II-- ---- --------- II--- ------ -- -- - - I Volume Module: Base Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 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: 48 2656 37 182 2825 989 701 237 103 56 340 175 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: 48 2656 37 162 2625 989 701 237 103 56 340 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 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: 48 2656 37 162 2825 989 701 237 103 56 340 175 ---- --------------- II--------------- II-------- -- --- -- II--------- -- - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.87 0.87 0.89 0.92 0.85 0.95 0.86 0.86 Lanes: 1.00 3.95 0.05 1.00 3.70 1.30 3.00 1.00 1.00 1.00 2.64 1.36 Final Sat.: 1805 6807 95 1805 6154 2154 5063 1740 1615 1805 4333 2230 ------------ I --------------- II--------------- II-------------- -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.39 0.39 0.10 0.46 0.46 0.14 0.14 0.06 0.03 0.08 0.08 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.03 0.48 0.48 0.12 0.57 0.57 0.17 0.17 0.17 0.10 0.10 0.10 Volume /Cap: 0.81 0.82 0.82 0.82 0.81 0.81 0.82 0.80 0.38 0.32 0.82 0.62 Delay /Veh: 83.1 15.1 15.1 46.0 11.4 11.4 28.7 28.1 23.0 26.4 34.8 34.8 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 83.1 15.1 15.1 46.0 11.4 11.4 28.7 28.1 23.0 26.4 34.8 34.8 LOS by Move: F B B D B B C C C C C C HCM2kAvgQ: 3 14 14 6 15 15 7 7 2 1 5 5 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA D°`ault Sceaar:o Thu Mar 27, 2014 16:47:11 Page 5 -1 Westcli " Drive Medical Offices Ex Lat_r.g ('aa_ 2014) Morning Peak Hour -- ------- - - ---- _ Level Of Service Comoutation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.771 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 7.7 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- II--------------- II --------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ I --------------- --------------- --------------- 11 --------------- Volume Module: Base Vol: 278 3318 0 0 2742 24 46 0 454 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: 278 3318 0 0 2742 24 46 0 454 0 0 0 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: 278 3318 0 0 2742 24 46 0 454 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 278 3318 0 0 2742 24 46 0 454 0 0 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 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 278 3318 0 0 2742 24 46 0 454 0 0 0 ------------ I --------------- II--------------- II--------------- II-- -------- - -- - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.91 1.00 1.00 0.91 0.91 0.95 1.00 0.75 1.00 1.00 1.00 Lanes: 2.00 4.00 0.00 0.00 2.97 0.03 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3502 6916 0 0 5137 45 1805 0 2842 0 0 . 0 ------------ I --------------- II--------------- II------ ------ --- II--- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.08 0.48 0.00 0.00 0.53 0.53 0.03 0.00 0.16 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * #* Green /Cycle: 0.10 0.80 0.00 0.00 0.69 0.69 0.10 0.00 0.21 0.00 0.00 0.00 Volume /Cap: 0.77 0.60 0.00 0.00 0.77 0.77 0.24 0.00 0.77 0.00 0.00 0.00 Delay /Veh: 36.0 2.6 0.0 0.0 7.1 7.1 25.4 0.0 28.6 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 36.0 2.6 0.0 0.0 7.1 7.1 25.4 0.0 28.6 0.0 0.0 0.0 LOS by Move: D A A A A A C A C A A A HCM2kAvgQ: 5 7 0 0 14 14 1 0 7 0 0 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mar 27, 2014 16:47:40 Pace 5 -1 Ir)estcl_ff .._ive aedlCal O -I-CeS _- ' -a_ 20i9� VEvenincPeak Hour Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection 42 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.803 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 9.0 Optimal Cycle: OPTIMIZED 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 ------------ --------------- II-__------------ il--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 C 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 508 2790 0 0 2715 72 51 0 522 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: 508 2790 0 0 2715 72 51 0 522 0 0 0 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: 508 2790 0 0 2715 72 51 0 522 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 508 2790 0 0 2715 72 51 0 522 0 0 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 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: 508 2790 0 0 2715 72 51 0 522 0 0 0 ------------ --------------- II--------------- II------------ --- -II-- --- ----- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.91 1.00 1.00 0.91 0.91 0.95 1.00 0.75 1.00 1.00 1.00 Lanes: 2.00 4.00 0.00 0.00 2.92 0.08 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3502 6916 0 0 5033 133 1805 0 2842 0 0 0 ------------ I --------------- II--------------- II-------------- -II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.15 0.40 0.00 0.00 0.54 0.54 0.03 0.00 0.18 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.18 0.85 0.00 0.00 0.67 0 -67 0.05 0.00 0.23 0.00 0.00 0.00 Volume /Cap: 0.80 0.47 0.00 0.00 0.80 0.80 0.59 0.00 0.80 0.00 0.00 0.00 Delay /Veh: 30.9 1.2 0.0 0.0 8.5 8.5 38.2 0.0 29.1 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 30.9 1.2 0.0 0.0 8.5 8.5 38.2 0.0 29.1 0.0 0.0 0.0 LOS by Move: C A A A A A D A C A A A HCM2kAVgQ: "1 4 0 0 16 16 2 0 8 0 0 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Ma= 27, 2014 16:47:11 Page 6 -1 West--lift Drive Medical Offices Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.809 Loss Time (sec): 8 (Y +R =4.G sec) Average Delay (sec /veh): 9.9 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- il---- ________--- II- ______________I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ I --------------- II--------------- II--------------- II------ ---- - - - - - I Volume Module: Base Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 52 3096 23 61 2921 122 224 57 38 4 54 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 52 3096 23 61 2921 122 224 57 36 4 54 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 52 3096 23 61 2921 122 224 57 38 4 54 27 ----- I --------------- II---- ----------- II---- -------- - - -II- -------- - - - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.91 0.85 0.92 1.00 0.85 0.95 0.95 0.95 Lanes: 1.00 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.67 0.33 Final Sat.: 1805 6858 51 1805 5167 1615 3502 1900 1615 1805 1203 602 ------------ I ------- -------- II -- -- -- fl--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.03 0.45 0.45 0.03 0.56 0.08 0.06 0.03 0.02 0.00 0.04 0.04 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.04 0.68 0.68 0.05 0.70 0.70 0.08 0.08 0.08 0.06 0.06 0.06 Volume /Cap: 0.81 0.66 0.66 0.66 0.81 0.11 0.81 0.38 0.30 0.04 0.81 0.81 Delay /Veh: 80.1 5.9 5.9 44.6 7.8 3.0 43.2 27.8 27.4 27.0 64.9 64.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 80.1 5.9 5.9 44.6 7.8 3.0 43.2 27.8 27.4 27.0 64.9 64.9 LOS by Move: F A A D A A D C C C E E HCM2kAvgQ: 3 10 10 2 16 1 4 1 1 0 4 4 Note: Queue reported is the number of cars per lane. - Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Tiu Mar 27, 204 16:47:40 Page 6 -1 EIEStCIi" ^ -'`i= 3!Edieal OiL2Ce5 vEvening Pea'.k Hour _________________________________________________ ____ ___ _____ __ _______ ____ _ _ _ ___ Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.913 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 16.1 Optimal Cycle: OPTIMIZED 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 ------------ --------------- II--------------- II--------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ --------------- II--------------- II---------- ----- II-- --------- - - - - - I Volume Module: Base Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 96 2816 16 121 3045 116 274 83 53 27 79 51 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 96 2816 18 121 3045 116 274 83 53 27 79 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 96 2816 18 121 3045 116 274 63 53 27 79 51 ------------ --------------- II---------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.91 0.85 0.92 1.00 0.85 0.95 0.94 0.94 Lanes: 1.00 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.61 0.39 Final Sat.: 1805 6865 44 1805 5187 1615 3502 1900 1615 1805 1086 701 ------------ I --------------- II--------------- II-- -------- ----- II--- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.05 0.41 0.41 0.07 0.59 0.07 0.08 0.04 0.03 0.01 0.07 0.07 Crit Moves: * * ** * * *{ * * ** * * ** Green /Cycle: 0.06 0.60 0.60 0.10 0.64 0.64 0.09 0.09 0.09 0.08 0.08 0.08 Volume /Cap: 0.91 0.68 0.68 0.68 0.91 0.11 0.91 0.51 0.38 0.19 0.91 0.91 Delay /Veh: 88.7 8.5 8.5 36.4 13.6 4.2 57.7 26.9 27.7 26.4 77.5 77.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 88.7 8.5 8.5 36.4 13.6 4.2 57.7 28.9 27.7 26.4 77.5 77.5 LOS by Move: F A P. D B A E C C C E E HCM2kAvgQ: 5 11 11 4 23 _ 6 2 1 1 5 5 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Mar 27, 2014 16:47:11 Page 7 -1 West --14 Dr_ve Medical Offices Morning Peak hour --------------------------------------------------------------------- ----- - -- - -- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) *#*****#+****# k+ k**##*##***#*** k*+*+*+ kk** k+*+*** * * + * * + + #k *kk # * # # # * * * * * * + * # + + + ** Cycle (sec): 60 Critical Vol. /Cap.(X): 0.813 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 20.3 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- II--------------- II---------- - - - -- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ I ------ --- ------ II-------- ------ -II --------------- --------------- Volume Module: Base Vol: 41 1906 151 574 1579 498 818 443 36 149 346 136 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: 41 1908 151 574 1579 498 818 443 36 149 346 136 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: 41 1908 151 574 1579 498 818 443 36 149 346 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 1908 151 574 1579 498 818 443 36 149 346 136 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: 41 1908 151 574 1579 498 818 443 36 149 346 136 ------------ I --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.90 0.90 0.92 0.91 0.85 0.92 0.94 0.94 0.92 0.91 0.85 Lanes: 1.00 3.71 0.29 2.00 3.00 1.00 3.00 1.85 0.15 2.00 3.00 1.00 Final Sat.: 1805 6338 502 3502 5187 1615 5253 3302 268 3502 5187 1615 ------------ I--------------- II--------------- II--------------- II---- ------ - - - - -1 Capacity Analysis Module: Vol /Sat: 0.02 0.30 0.30 0.16 0.30 0.31 0.16 0.13 0.13 0.04 0.07 0.08 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.04 0.37 0.37 0.20 0.53 0.53 0.19 0.19 0.19 0.10 0.10 0.10 Volume /Cap: 0.58 0.81 0.81 0.81 0.57 0.58 0.81 0.70 0.70 0.41 0.64 0.81 Delay /Veh: 39.8 19.1 19.1 30.1 9.7 10.5 28.4 25.9 25.9 25.9 28.5 51.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 39.8 19.1 19.1 30.1 9.7 10.5 28.4 25.9 25.9 25.9 26.5 51.6 LOS by Move: D B B C A B C C C C C D HCM2kAvgQ: 2 12 12 8 8 7 8 6 6 2 4 5 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scena -.c Thu �Iar 2-, 2014 16:47:40 Page wesr l_.f -r_ve 'de _'ical v -fices EriS_L -a (Year 2C14i Evening Peak Hour Level Of Service Computation Report 2000 ECM Operations Method (Base Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.797 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 21.6 Optimal Cycle: OPTIMIZED 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 ._----------- I --------------- II--------------- II--------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 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: 45 1510 146 706 1625 348 715 498 58 302 468 136 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: 45 1510 146 706 1625 348 715 498 58 302 468 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 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: 45 1510 146 706 1625 348 715 498 58 302 468 136 ------------ I --------------- II--------------- II---- ----- --- -- -II---- ------ - -- -- I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.90 0.90 0.92 0.91 0.85 0.92 0.93 0.93 0.92 0.91 0.85 Lanes: 1.00 3.65 0.35 2.00 3.00 1.00 3.00 1.79 0.21 2.00 3.00 1.00 Final Sat.: 1805 6224 602 3502 5187 1615 5253 3182 371 3502 5187 1615 ------------ I --------------- II--------------- II-- ----- ---- ---- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.24 0.24 0.20 0.31 0.22 0.14 0.16 0.16 0.09 0.09 0.08 Crit Moves: * * +* * * ** * * ** ** ** Green /Cycle: 0.04 0.30 0.30 0.25 0.52 0.52 0.20 0.20 0.20 0.11 0.11 0.11 Volume /Cap: 0.61 0.80 0.80 0.80 0.61 0.42 0.69 0.80 0.80 0.76 0.80 0.74 Delay /Veh: 41.9 21.4 21.4 26.1 10.6 9.3 24.5 29.4 29.4 34.3 33.5 41.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /veh: 41.9 21.4 21.4 26.1 10.6 9.3 24.5 29.4 29.4 34.3 33.5 41.0 LOS by Move: D C C C B A C C C C C D HCM2kAvgQ: 2 10 10 9 8 4 6 8 8 5 5 4 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Ma- 27, =-4 Pace 6 -1 Wes-cliff Drive "Aediccl_ Offices Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #8 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.775 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 8.4 Optimal Cycle: OPTIMIZED 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 ------------ --------------- II--------------- II--------------- II------ ---- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min, Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 11 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II-------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58 Growth Adj: 1.00 1.00 1 -00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 2 2 3 65 0 342 286 2285 11 13 1245 59 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 2 3 65 0 342 286 2285 11 13 1245 59 Reduct Vol: 0 0 0 0 0 0 0 0 D 0 0 0 Reduced Vol: 2 2 3 65 0 342 286 2285 11 13 1245 59 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 2 2 3 65 0 342 286 2285 11 13 1245 59 ------------ I --------------- II--------------- II-------- ------- II--------- - - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.91 0.91 0.91 0.79 1.00 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.29 0.28 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 495 495 743 1501 0 1615 1805 3589 17 1605 5167 1615 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.16 0.64 0.64 0.01 0.24 0.04 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.07 0.07 0.07 0.07 0.00 0.40 0.33 0.82 0.82 0.01 0.50 0.50 Volume /Cap: 0.06 0.06 0.06 0.63 0.00 0.53 0.48 0.77 0.77 0.77 0.48 0.07 Delay /Veh: 26.3 26.3 26.3 38.9 0.0 14.6 16.6 4.0 4.0 141.6 10.0 7.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 26.3 26.3 26.3 38.9 0.0 14.6 16.6 4.0 4.0 141.6 10.0 7.8 LOS by Move: C C C D A B B A A F A A HCM2kAvgQ: 0 0 0 2 0 5 5 13 13 1 6 1 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario _.._ Ma_ 27, 20. ". 16:47:4 Page 8 -1 G7estc li °' Drive Medical Offs --es Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) w*** k***# w**#**#*****#*#* k* kww* x*+++ w*** k*+ rw* x** *xxx +wkkk * *k * * * # *w * +w # # # #kwkkk* Intersection #8 Riverside Avenue (NS) at West Coast Highway (EW) +w +xk + * * * *w * ** kkkk* xk** k**##***++###* k* kw*#** k*** k *xw * * * * * *x +k * * * * *k *k * * *xx +ww *+ Cycle (sec): 60 Critical Vol. /Cap.(X): 0.825 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 13.5 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II-----_--------- II--------------- II---------- - - - -- I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min: Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II--- -------- ---- II - - - -- - -I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 9 12 12 73 4 441 249 1568 13 37 2436 56 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: 9 12 12 73 4 441 249 1568 13 37 2436 56 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 73 4 441 249 1568 13 37 2436 56 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: 9 12 12 73 4 441 249 1568 13 37 2436 56 ------------ I --------------- II--------------- II-- ----- -------- II- --------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.90 0.90 0.90 0.77 0.77 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3 -00 1.00 Final Sat.: 468 624 624 1383 76 1615 1805 3576 30 1805 5187 1615 ------------ I ----- ---------- II----------- - - - -II--------------- --------------- Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.05 0.05 0.27 0.14 0.44 0.44 0.02 0.47 0.03 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.16 0.16 0.16 0.16 0.16 0.33 0.17 0.70 0.70 0.03 0.57 0.57 Volume /Cap: 0.12 0.12 0.12 0.32 0.32 0.83 0.83 0.62 0.62 0.62 0.83 0.06 Delay /Veh: 21.6 21.6 21.6 23.0 23.0 28.6 40.8 5.2 5.2 47.3 12.5 5.8 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 21.6 21.6 21.6 23.0 23.0 28.6 40.8 5.2 5.2 47.3 12.5 5.8 LOS by Move: C C C C C C D A A D B A HCM2kAVgQ: 1 1 1 2 2 10 7 9 9 2 16 0 Note: Queue reported is the number of cars per lane. kk#*** kk** www+ k# kxk* kx*** k* kkkkx*+* k**##*###*###* * * #x # *kkk *k *kkkkkkw * * *w *k * * *k +w Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITTG6 - Default Scenario Thu Mar 27, 2014 17:03:48 Page 1 -1 Westcliff Drive Medical Cffices Existi ^:g (Year 20_4) Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 75 Critical Vol. /Cap.(X): 0.733 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 24.2 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II ----- -- --- -- --- Ii - - - -- II -------- -- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II--------------- II ---------- - - - - - I Volume Module: Base Vol: 0 0 0 42 0 15 25 2298 0 0 1302 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 0 0 0 42 0 15 25 2321 0 0 1315 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 0 42 0 15 25 2321 0 0 1315 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 42 0 15 25 2321 0 0 1315 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 0 42 0 15 25 2321 0 0 1315 35 ------------ I --------------- II--------------- II--------------- II---------- -- -- - I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.96 1.00 0.96 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 0.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08 Final Sat.: 0 0 0 1350 0 482 1805 3610 0 0 5031 135 ------------ I --------------- II--------------- II--- ----- ------- II------ ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.03 0.01 0.64 0.00 0.00 0.26 0.26 Crit Moves: * * ** * * ** Green /Cycle: 0.00 0.00 0.00 0.03 0.00 0.03 0.63 0.89 0.00 0.00 0.26 0.26 Volume /Cap: 0.00 0.00 0.00 1.02 0.00 1.02 0.02 0.72 0.00 0.00 1.02 1.02 Delay /Veh: 0.0 0.0 0.0 161.5 0.0 161.5 5.1 2.1 0.0 0.0 56.8 56.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 0.0 0.0 0.0 161.5 0.0 161.5 5.1 2.1 0.0 0.0 56.8 56.8 LOS by Move: A A A F A F A A A A E E HCM2kAvgQ: 0 0 0 4 0 4 0 10 0 0 19 19 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MI-IGB - Default Scenario Thu Mar 27, 2014 17:04:27 Page 1 -1 Westcliff Drive Medical Offices EY'_s`=n ("rear 2014) Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.631 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 3.8 Optimal Cycle: OPTIMIZED Level Of Service: A *#**#***#*#***}***+ k**#* t * * + #k #xxx * *xxx #x +x #x } * * * * * *xxx klr *t + # * * * * *k * # * }x # * *k # } +* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---_-------- I --------------- II--------------- II --------------- II---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II---------- ----- II---------- - - - - - I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 2 1 0 37 2 25 64 1591 5 0 2491 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.O0 1.00 1.00 PHF Volume: 2 1 0 37 2 25 64 1591 5 0 2491 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 64 1591 5 0 2491 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: 2 1 0 37 2 25 64 1591 5 0 2491 40 ------------ I --------------- II--------------- II--------- -- ---- II-- -------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 0.83 1.00 0.77 0.77 0.77 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 1056 528 0 844 46 570 1805 3599 11 0 5094 83 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.44 0.44 0.00 0.49 0.49 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.07 0.07 0.00 0.07 0.07 0.07 0.06 0.83 0.83 0.00 0.77 0.77 Volume /Can: 0.03 0.03 0.00 0.63 0.63 0.63 0.63 0.53 0.53 0.00 0.63 0.63 Delay /Veh: 26.1 26.1 0.0 39.3 39.3 39.3 39.9 1.7 1.7 0.0 3.3 3.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 26.1 26.1 0.0 39.3 39.3 39.3 39.9 1.7 1.7 0.0 3.3 3.3 LOS by Move: C C A D D D D A A A A A HCM2kAvgQ: 0 0 0 2 2 2 2 5 5 0 8 8 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Thu Mar 27, 2C "_= 16:47:11 Page 10 -1 W=_stcliff ^ -..ve Medical Offices Existing _ 214) Morning Pea:c Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.659 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 14.4 Optimal Cycle: OPTIMIZED 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 ------------ --------------- II --------------- il--------------- II---------- - - - -- I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ --------------- II --------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 24 45 42 904 44 182 147 1862 21 17 1229 698 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 45 42 904 44 182 147 1862 21 17 1229 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 904 44 182 147 1862 21 17 1229 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 45 42 904 44 182 147 1862 21 17 1229 0 ------------ --------------- II--------------- II--------------- II-- ---- ---- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1805 1733 1617 5253 1900 1615 3502 5118 59 1805 5187 1900 ------ ------ I - - - -- --- II---------------!--- ------ ------ II------ ---- -- - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.03 0.03 0.17 0.02 0.11 0.04 0.36 0.36 0.01 0.24 0.00 Crit Moves: * *** * * ** * * ** * * ** Green /Cycle: 0.04 0.04 0.04 0.26 0.26 0.26 0.09 0.55 0.55 0.01 0.48 0.00 Volume /Cap: 0.34 0.66 0.66 0.66 0.09 0.43 0.49 0.66 0.66 0.66 0.49 0.00 Delay /Veh: 30.9 40.1 40.1 21.0 16.8 19.2 27.5 10.1 10.1 77.4 10.7 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 30.9 40.1 40.1 21.0 16.6 19.2 27.5 10.1 10.1 77.4 10.7 0.0 LOS by Move: C D D C B B C B B - B A HCM2kAvgQ: 1 2 2 6 1 3 2 i0 10 '- 6 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default_ Scenario Th- Mar 27, 2014 16:55:58 Page 1 -1 Wes_cliff Drive �+edical Offices Ex' -st Lac (Year 2314) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.726 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 14.4 Optimal Cycle: OPTIMIZED 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 ------------ I--------------- II-------_------- II--------------- II---------- - - - - - I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I------------- -- II-- --------- - - --II - -II---- ---- -- - --- -I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.OQ 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 16 32 50 840 49 136 121 1507 22 49 2095 1194 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: 16 32 50 840 49 136 121 1507 22 49 2095 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 840 49 136 121 1507 22 49 2095 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 16 32 50 840 49 136 121 1507 22 49 2095 0 ------------ I --------------- II--------------- II--- ------------ II-- -- ---- -- - -- -- I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1805 1641 1641 5253 1900 1615 3502 5101 76 1805 5187 1900 -- ---------- I -------- ---- - - -II- ---- II--- ----- ------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.16 0.03 0.08 0.03 0.30 0.30 0.03 0.40 0.00 Crit Moves: **** * * ** **** **** Green /Cycle: 0.04 0.04 0.04 0.22 0.22 0.22 0.05 0.55 0.55 0.05 0.56 0.00 Volume /Cap: 0.21 0.46 0.73 0.73 0.12 0.38 0.73 0.53 0.53 0.53 0.73 0.00 Delay /Veh: 29.2 30.0 49.2 24.0 18.8 20.6 42.8 8.7 8.7 33.8 10.8 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 29.2 30.0 49.2 24.0 18.8 20.6 42.8 8.7 8.7 33.6 10.8 0.0 LOS by Move: C C D C B C D A A C 3 A HCM2kAvgQ: 1 1 2 7 i 3 3 7 7 2 12 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario mhu Ma- 27, 2014 16:47:-,1 Pace 11 -1 W =_s*_clif" Drive Medical Offices Exis t'_ng (Yea. ZG14) Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.711 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 9.0 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- II--------------- II ---------- - - - - - I 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 Lanes: 2 0 if 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II-- -- ----------- II-- -------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 383 13 25 30 5 36 31 2470 306 38 1506 15 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: 383 13 25 30 5 36 31 2470 306 38 1506 15 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 383 13 25 30 5 36 31 2470 306 38 1506 15 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: 383 13 25 30 5 36 31 2470 306 38 1506 15 ------------ I--------------- II--------------- II----- ---------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.87 0.87 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.77 0.08 0.15 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4847 138 265 1805 201 1448 1805 5187 1615 1805 6840 70 ------------ I --------------- II--------------- II------ --------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.08 0.09 0.09 0.02 0.02 0.02 0.02 0.48 0.19 0.02 0.22 0.22 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.13 0.13 0.13 0.03 0.03 0.03 0.05 0.67 0.67 0.03 0.65 0.65 Volume /Cap: 0.60 0.71 0 -71 0.48 0.71 0.71 0.34 0.71 0.28 0.71 0.34 0.34 Delay /Veh: 25.9 28.9 28.9 34.0 62.5 62.5 29.8 6.9 4.2 65.1 4.8 4.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 25.9 28.9 28.9 34.0 62.5 62.5 29.8 6.9 4.2 65.1 4.8 4.8 LOS by Move: C C C C E E C A A E A A HCM2kAvgQ: 4 5 5 1 2 2 1 12 2 2 4 4 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scana- o _..: Mar 27, 1-- =4 16':47:.,, ?age 11 -1 Westcl i -A- Dr ve _edlcaI Of _ices __. -a_i' (Ya �_ X1411 Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection 416 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.675 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 9.8 Optimal Cycle: OPTIMIZED Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R - T - R L - T - R ------------ I --------------- II--------------- II-! ------------- II---------- - - - -- I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II----------- ---- II - - - -- ---------- - - - --I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 410 8 29 23 16 38 51 1933 483 58 2921 23 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 11.00 1.00 1.00 PHF Volume: 410 8 29 23 16 38 51 1933 483 58 2921 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 410 8 29 23 16 38 51 1933 483 58 2921 23 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: 410 8 29 23 16 38 51 1933 483 58 2921 23 ---- I --------------- II--------------- II--------------- II---- ------ -- - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.89 0.89 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.80 0.04 0.16 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4870 81 293 1805 503 1195 1805 5187 1615 1805 6854 55 ------------ I --------------- II--------------- II------- -- ------ II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.08 0.10 0.10 0.01 0.03 0.03 0.03 0.37 0.30 0.03 0.43 0.43 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.15 0.15 0.15 0.05 0.05 0.05 0.04 0.62 0.62 0.05 0.63 0.63 Volume /Cap: 0.57 0.68 0.68 0.27 0.68 0.68 0.68 0.60 0.48 0.60 0.68 0.68 Delay /Veh: 24.9 27.0 27.0 29.3 48.6 48.6 49.9 7.2 6.6 37.9 7.5 7.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 24.9 27.0 27.0 29.3 48.6 48.6 49.9 7.2 6.6 37.9 7.5 7.5 LOS by Move: C C C C D D D A A D A A HCM2kAvgQ: 4 5 5 1 2 2 2 9 5 2 11 11 Note: Queue reported is the number of cars per lane. *********************# k************##*#*#**##*### * * * * * * * * * * # * * * # * * # * + * # * * * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to YUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Default Scenario Thu May 15, 2014 10:27:01 Page 2. -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at l9th Street (EW) Cycle (sec): 70 Critical Vol. /Cap.(X): 0.957 Loss Tine (sec): 8 (Y+R =4.0 sec) Average Delay (sec /veh): 21.8 Optimal Cycle: OPTIMIZED 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 ------------ I--------------- II----------_---- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ --------------- II--------------- II--------------- II-------- -- - - - - - I Volume Module: Base Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 30 3371 36 145 2813 518 806 213 7 55 147 205 Added Vol: 0 331 0 0 141 2 9 5 0 0 1 0 PasserByVO1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 30 3702 36 145 2954 520 615 218 7 55 148 205 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: 30 3702 36 145 2954 520 815 218 7 55 148 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 3702 36 145 2954 520 815 218 7 55 148 205 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: 30 3702 36 145 2954 520 815 218 7 55 148 205 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.69 0.89 0.89 0.91 0.65 0.95 0.63 0.83 Lanes: 1.00 3.96 0.04 1.00 4.00 1.00 3.00 1.00 1.00 1.00 2.00 2.00 Final Sat.: 1805 6843 66 1605 6764 1691 5053 1736 1615 1805 3157 3157 -------- - -- - I - ----- II--------------- II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.54 0.54 0.08 0.44 0.31 0.16 0.13 0.00 0.03 0.05 0.06 Crit Moves * * ** * * ** * * ** * * ** Green /Cycle: 0.02 0.57 0.57 0.08 0.63 0.63 0.17 0.17 0.17 0.07 0.07 0.07 Volume /Cap: 0.70 0.96 0.96 0.96 0.70 0.49 0.96 0.74 0.03 0.45 0.69 0.96 Delay /Veh: 74.5 21.4 21.4 92.0 9.1 7.1 46.6 29.9 24.3 34.0 35.9 68.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 74.5 21.4 21.4 92.0 9.1 7.1 46.8 29.9 24.3 34.0 35.9 68.1 LOS by Move: E C C F A A D C C C D E HCM2kAvgQ: 2 28 28 7 13 7 it 7 0 2 3 6 Note: Queue retorted is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:59 Page 2 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ************************ k************* k********** * #k * * * *k * * * * * * * * * * * * * * * * * *k * * ** Intersection tl Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.882 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 19.2 Optimal Cycle: OPTIMIZED 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 -__- I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 2709 38 186 2882 1009 701 237 103 56 340 175 Added Vol: 0 289 0 0 426 9 5 3 0 0 5 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 49 2998 38 186 3308 1018 706 240 103 56 345 175 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: 49 2998 38 186 3308 1018 706 240 103 56 345 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 2998 38 186 3308 1018 706 240 103 56 345 175 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: 49 2998 38 186 3308 1016 706 240 103 56 345 175 ------------ --------------- II--------------- II--------------- II- ---- ----- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.88 0.88 0.89 0.92 0.85 0.95 0.86 0.86 Lanes: 1.00 3.95 0.05 1.00 3.82 1.18 3.00 1.00 1.00 1.00 2.65 1.35 Final Sat.: 1805 6816 86 1605 6379 1963 5063 1740 1615 1805 4354 2209 ------------ I ------------- - -II -- --- II-------------- -II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.03 0.44 0.44 0.10 0.52 0.52 0.14 0.14 0.06 0.03 0.08 0.08 Crit_ Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.03 0.50 0.50 0.12 0.59 0.59 0.16 0.16 0.16 0.09 0.09 0.09 Volume /Cap: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.87 0.40 0.35 0.88 0.88 Delay /Veh: 107.9 16.2 16.2 57.3 12.7 12.7 33.4 32.6 23.8 26.9 41.5 41.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 107.9 16.2 16.2 57.3 12.7 12.7 33.4 32.6 23.8 26.9 41.5 41.5 LOS by Move: F B B E B B C C C C D D HCM2kAvgQ: 3 18 18 7 19 19 8 8 2 1 6 6 Note: Queue reported is the number of cars Der lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:01 Page 3 -1 Westclif£ Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.814 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 8.1 Optimal Cycle: OPTIMIZED 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 --------------------------- II--------------- II--------------- 11---------- - - - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ov1 Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 - - -- --------------- II--------------- II--------- -- ---- II ---------- --- - - I Volume Module: Base Vol: 278 3318 0 0 2742 24 46 0 454 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 284 3385 0 0 2797 24 46 0 454 0 0 0 Added Vol: 1 331 0 0 141 0 0 0 2 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 285 3716 0 0 2938 24 46 0 456 0 0 0 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: 285 3716 0 0 2938 24 46 0 456 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 285 3716 0 0 2938 24 46 0 456 0 0 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 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: 285 3716 0 0 2938 24 46 0 456 0 0 0 ------------ I--------------- II--------------- II--- -- ---------- II----- ----- --- - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.91 1.00 1.00 0.91 0.91 0.95 1.00 0.75 1.00 1.00 1.00 Lanes: 2.00 4.00 0.00 0.00 2.98 0.02 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 33502 6916 0 0 5139 43 1805 0 2842 0 0 0 ------------ I --------------- II--------------- II--------------- II- --------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.08 0.54 0.00 0.00 0.57 0.57 0.03 0.00 0.16 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.10 0.80 0.00 0.00 0.70 0.70 0.10 0.00 0.20 0.00 0.00 0.00 Volume /Cap: 0.81 0.67 0.00 0.00 0.81 0.81 0.26 0.00 0.81 0.00 0.00 0.00 Delay /Veh: 40.0 2.8 0.0 0.0 7.7 7.7 25.9 0.0 31.9 0.0 0.0 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 '1.00 1.00 1.00 1.00 Adj Del /Veh: 40.0 2.8 0.0 0.0 7.7 7.7 25.9 0.0 31.9 0.0 0.0 0.0 LOS by Move: D A A A A A C A C A A A HCM2kAvgQ: 5 9 0 0 16 16 1 0 7 0 0 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:59 Page 3 -1 Westclif£ Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report 2000 HCM Ooerations Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.907 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 11.7 Optimal Cycle: OPTIMIZED 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 --------_--- I--------------- II--------------- II--------------- II--- ------ - - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ --------------- II--------------- II------------ --- II---------- - - - - - I Volume Module: Base Vol: 508 2790 0 0 2715 72 51 0 522 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 31.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 518 2846 0 0 2770 73 51 0 522 0 0 0 Added Vol: 2 289 0 0 426 0 0 0 2 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 520 3135 0 0 3196 73 51 0 524 0 0 0 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 520 3135 0 0 3196 73 51 0 524 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 520 3135 0 0 3196 73 51 0 524 0 0 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 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: 520 3135 0 0 3196 73 5"31 0 524 0 0 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.91 1.00 1.00 0.91 0.91 0.95 1.00 0.75 1.00 1.00 1.00 Lanes: 2.00 4.00 0.00 0.00 2.93 0.07 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3502 6916 0 0 5055 116 1805 0 2842 0 0 0 ------------ I --------------- ---- ---- II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.15 0.45 0.00 0.00 0.63 0.63 0.03 0.00 0.18 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.16 0.86 0.00 0.00 0.70 0.70 0.04 0.00 0.20 0.00 0.00 0.00 Volume /Cap: 0.91 0.53 0.00 0.00 0.91 0.91 0.72 0.00 0.91 0.00 0.00 0.00 Delay /Veh: 42.8 1.2 0.0 0.0 11.3 11.3 57.7 0.0 41.4 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 42.8 1.2 0.0 0.0 11.3 11.3 57.7 0.0 41.4 0.0 0.0 0.0 LOS by Move: D A A A B B E A D A A A HCM2kAvgQ: 9 5 0 0 23 23 2 0 9 0 0 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:01 Page 4 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016; + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 60 Critical Vol. /Cao.(X): 0.854 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 10.8 Optimal Cycle: OPTIMIZED 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 --_--------- I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ I --------------- II--------------- II--------------- II---- ------ -- - - - I Volume Module: Base Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 53 3158 23 62 2980 124 224 57 38 4 54 27 Added Vol: 0 333 0 0 143 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 53 3491 23 62 3123 124 224 57 38 4 54 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 53 3491 23 62 3123 124 224 57 38 4 54 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 53 3491 23 62 3123 124 224 57 38 4 54 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 53 3491 23 62 3123 124 224 57 38 4 54 27 ------------ I ----------- ---- II------ ---- - - - - - H ----------- ---- 11---------- - - - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.91 0.85 0.92 1.00 0.85 0.95 0.95 0.95 Lanes: 1.00 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.67 0.33 Final Sat.: 1805 6863 46 1805 5187 1615 3502 1900 1615 1805 1203 602 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.03 0.51 0.51 0.03 0.60 0.08 0.06 0.03 0.02 0.00 0.04 0.04 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.03 0.69 0.69 0.05 0.70 0.70 0.07 0.07 0.07 0.05 0.05 0.05 Volume /Cap: 0.85 0.73 0.73 0.73 0.85 0.11 0.85 0.40 0.31 0.04 0.85 0.85 Celay /Veh: 94.1 6.4 6.4 56.3 8.7 2.9 50.3 28.3 27.8 27.2 77.0 77.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 94.1 6.4 6.4 56.3 8.7 2.9 50.3 28.3 27.8 27.2 77.0 77.0 LOS by Move: F A A E A A D C C C E E HCM2kAvgQ: 3 13 13 3 19 1 5 2 1 0 4 4 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2003 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:59 Page 4 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour - - --- ----- -- - - - - -- -_____ Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection 43 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 90 Critical Vol. /Cap.(X): 0.973 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 23.0 Optimal Cycle: OPTIMIZED 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 --__-------- I ---- ----------- II--------- --- - - -II- ---------- -- - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ I --------------- II--------------- II---------- ----- II--- ------- - - - - - I Volume Module: Base Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 2873 18 123 3106 118 274 83 53 27 79 51 Added Vol: 0 291 0 0 428 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 98 3164 18 123 3534 118 274 83 53 27 79 51 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 3164 18 123 3534 118 274 83 53 27 79 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 3164 18 123 3534 118 274 83 53 27 79 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.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: 98 3164 18 123 3534 118 274 83 53 27 79 51 ------------ --------------- II--------------- II-- ------ ----- -- II---------- - - - - - ! Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.91 0.85 0.92 1.00 0.85 0.95 0.94 0.94 Lanes: 1.00 3.98 0.02 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.61 0.39 Final Sat.: 1805 6869 40 1805 5187 1615 3502 1900 1615 1605 1086 701 ------- ---- - I - --- ---- II--------------- II------ ------ --- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.05 0.46 0.46 0.07 0.68 0.07 0.08 0.04 0.03 0.01 0.07 0.07 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.06 0.66 0.66 0.10 0.70 0.70 0.08 0.08 0.08 0.07 0.07 0.07 Volume /Cap: 0.97 0.70 0.70 0.70 0.97 0.10 0.97 0.54 0.41 0.20 0.97 0.97 Delay /Veh: 123.1 10.2 10.2 51.1 22.3 4.4 87.3 43.8 41.4 39.8 111 110.9 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 123.1 10.2 10.2 51.1 22.3 4.4 87.3 43.8 41.4 39.8 111 110.9 LOS by Move: F B B D C A F D D D F F HCM2kAvgQ: 6 16 16 5 41 1 7 3 2 1 7 7 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:01 Page 5 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection 44 Newport Boulevard (NS) at 17th Street (EW) ****+*****##********#####+#**+*+*********#******* * # * * * * + * # # + # * # # * * * * * * * * * * * * * # #* Cycle (sec): 60 Critical Vol. /Cap.(X): 0.890 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 23.8 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- 11 --------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ I --------------- II--------------- II--------------- II--------- - - - - - I Volume Module: Base Vol: 41 1908 151 574 1579 498 818 443 36 149 346 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 1946 154 586 1611 508 818 443 36 149 346 136 Added Vol: 0 134 0 0 65 77 199 81 0 0 73 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fat: 42 2080 154 586 1676 585 1017 524 36 149 419 136 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: 42 2080 154 586 1676 585 1017 524 36 149 419 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 2080 154 586 1676 585 1017 524 36 149 419 136 POE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 42 2080 154 586 1676 585 1017 524 36 149 419 136 --------- - - -I -- ----- II--------------- II--------------- II--- -- -- --- - - - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 '_900 1900 Adjustment: 0.95 0.90 0.90 0.92 0.91 0.85 0.92 0.94 0.94 0.92 0.91 0.85 Lanes: 1.00 3.72 0.28 2.00 3.00 1.00 3.00 1.87 0.13 2.00 3.00 1.00 Final Sat.: 1805 6375 472 3502 5187 1615 5253 3344 230 3502 5187 1615 ------------ I ---------------- II--------------- II--------------- II---------- - --- - I Capacity Analysis Module: Vol /Sat: 0.02 0.33 0.33 0.17 0.32 0.36 0.19 0.16 0.16 0.04 0.06 0.08 Crit Moves: Green /Cycle: 0.03 0.37 0.37 0.19 0.52 0.52 0.22 0.22 0.22 0.09 0.09 0.09 Volume /Cap: 0.70 0.89 0.89 0.69 0.62 Q.70 0.89 0.72 0.72 0.45 0.85 0.89 Delay /Veh: 58.5 22.3 22.3 37.9 10.6 13.3 31.7 25.1 25.1 26.7 40.4 69.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /veh: 58.5 22.3 22.3 37.9 10.6 13.3 31.7 25.1 25.1 26.7 40.4 69.2 LOS by Move: E C C D B B C C C C D E HCM2kAvgQ: 2 15 15 9 9 9 10 7 7 2 6 5 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowlinc Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:59 Page 5 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection 44 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.890 Loss Time (sec): 8 (Y+R =4.0 sec) Average Delay (sec /veh): 25.3 Optimal Cycle: OPTIMIZED 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 ------------ -- --------- - - - -II ------ II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ --------------- II--------------- II--- ------------ II------ ---- - - - - - I Volume Module: Base Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 1540 149 720 1658 355 715 498 58 302 468 136 Added Vol: 0 117 0 0 164 263 174 113 0 0 120 0 PasserByVO1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 46 1657 149 720 1822 618 889 611 58 302 588 136 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: 46 1657 149 720 1822 618 889 611 58 302 588 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1657 149 720 1822 618 889 611 58 302 588 136 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: 46 1657 149 720 1822 618 889 611 58 302 588 136 ------------ --------------- II--------------- II---- --- --- ----- II------- -- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.90 0.90 0.92 0.91 0.85 0.92 0.94 0.94 0.92 0.91 0.85 Lanes: 1.00 3.67 0.33 2.00 3.00 1.00 3.00 1.83 0.17 2.00 3.00 1.00 Final Sat.: 1805 6270 563 3502 5187 1615 5253 3254 309 3502 5187 1615 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.26 0.21 0.35 0.38 0.17 0.19 0.19 0.09 0.11 0.08 Crit Moves: * * ** * * ** * * ** * * +* Green /Cycle: 0.03 0.30 0.30 0.23 0.50 0.50 0.21 0.21 0.21 0.13 0.13 0.13 Volume /Cap: 0.77 0.89 0.89 0.89 0.71 0.77 0.80 0.89 0.89 0.68 0.89 0.66 Delay /Veh: 74.4 25.5 25.5 34.2 12.7 17.1 26.8 35.7 35.7 29.1 39.9 32.7 User DeiAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Dei /Veh: 74.4 25.5 25.5 34.2 12.7 17.1 26.8 35.7 35.7 29.1 39.9 32.7 LOS by Move: E C C C B B C D D I D C HCM2kAvgQ: 2 13 13 11 11 11 8 10 10 4 7 4 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUHZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:01 Page 6 -1 Westcli£f Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #9 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 65 Critical Vol. /Cap.(X): 0.828 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 9.4 Optimal Cycle: OPTIMIZED 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 ------------ --------------- II --------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------- -- ---I ---- II- -- -------- --- -II - -- II---------- -- - - -I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 292 2331 11 13 1270 60 Added Vol: 0 0 0 0 0 13 33 83 0 0 162 0 Approved: 0 0 0 1 0 1 0 111 0 0 99 0 initial Put: 2 2 3 66 0 356 325 2525 11 13 1531 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 Ad!: 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 2 3 66 0 356 325 2525 11 13 1531 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 356 325 2525 11 13 1531 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: 2 2 3 66 0 356 325 2525 11 13 1531 60 ------------ --------------- II--------------- II----------- ---- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.84 0.84 0.84 1.00 1.00 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 457 457 685 1900 0 1615 1805 3590 16 1805 5187 1615 ------------ I --------------- il--------------- II-- ------------- II------- --- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.22 0.18 0.70 0.70 0.01 0.30 0.04 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.05 0.05 0.05 0.05 0.00 0.37 0.33 0.85 0.85 0.01 0.53 0.53 Volume /Cap: 0.09 0.09 0.09 0.71 0.00 0.59 0.55 0.83 0.83 0.83 0.55 0.07 Delay /Veh: 30.0 30.0 30.0 52.5 0.0 17.9 19.2 4.5 4.5 170.8 10.3 7.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 30.0 30.0 30.0 52.5 0.0 17.9 19.2 4.5 4.5 170.8 10.3 7.4 LOS by Move: C C C D A B B A A F B A HCM2kAvgQ: 0 0 0 3 0 7 6 16 16 _ 8 1 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:59 Page 6 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #9 Riverside Avenue (NS) at West Coast_ Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.927 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 18.1 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- II--------------- II--------------- I Control: Permitted Permitted Protected Protected Rights: Include Ov1 Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 it 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II--- ---- -------- II---------- - - - - - I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 112 73 4 441 254 1599 13 38 2485 57 Added Vol: 0 0 0 0 0 43 28 201 0 0 148 0 Approved: 0 0 0 2 0 0 1 140 0 0 138 1 Initial Fut: 9 12 12 75 4 484 283 1940 13 38 2771 58 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 12 12 75 4 484 283 1940 13 38 2771 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 75 4 484 283 1940 13 38 2771 58 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 9 12 12 75 4 484 283 1940 13 38 2771 58 ------------ I --------------- II--------------- II---------- ---- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.90 0.90 0.90 0.77 0.77 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 468 624 624 1380 74 1615 1805 3582 25 1805 5187 1615 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.05 0.05 0.30 0.16 0.54 0.54 0.02 0.53 0.04 Crit Moves: +. ## *. ** * # *# Green /Cycle: 0.15 0.15 0.15 0.15 0.15 0.32 0.17 0.72 0.72 0.03 0.58 0.58 Volume /Cap: 0.13 0.13 0.13 0.35 0.35 0.93 0.93 0.75 0.75 0.75 0.93 0.06 Delay /Veh: 22.1 22.1 22.1 23.7 23.7 42.3 57.4 6.5 6.5 76.2 17.3 5.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjOei /Veh: 22.1 22.1 22.1 23.7 23.7 42.3 57.4 6.5 6.5 76.2 17.3 5.6 LOS by Move: C C C C C D E A A E B A HCM2kAvgQ: 1 1 1 2 2 14 9 13 13 2 23 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Thu May 15, 2014 10:40:35 Page 1 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report_ 2000 HCM Operations Method (Future Volume Alternative) Intersection. #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 85 Critical Vol./Cap-(X): 0.798 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 43.5 Optimal Cycle: OPTIMIZED Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R T - R L - T - R L - T - R _----------- I--------------- II-------------_- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1 0 0 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ --------------- II--------------- II--------------- II- ------- -- - - -- - I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2368 0 0 1341 36 Added Vol: 0 0 0 0 0 0 0 83 0 0 162 0 Approved: 0 0 0 0 0 0 0 115 0 0 99 0 Initial Fut: 0 1 0 42 0 15 26 2566 0 0 1602 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: 0 1 0 42 0 15 26 2566 0 0 1602 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2566 0 0 1602 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 i.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 1 0 42 0 15 26 2566 0 0 1602 36 ------------ I --------------- II--------------- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.96 1.00 0.96 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat.: 0 1900 0 1350 0 482 1805 3610 0 0 5058 114 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.03 0.01 0.71 0.00 0.00 0.32 0.32 Crit Moves: **** **** Green /Cycle: 0.00 0.03 0.00 0.03 0.00 0.03 0.62 0.90 0.00 0.00 0.2e 0.28 Volume /Cap: 0.00 0.02 0.00 1.14 0.00 1.14 0.02 0.79 0.00 0.00 1.14 1.14 Delay /Veh: 0.0 40.4 0.0 212.3 0.0 212.3 6.1 2.7 0.0 0.0 102 102.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 0.0 40.4 0.0 212.3 0.0 212.3 6.1 2.7 0.0 0.0 102 102.1 LOS by Move: A D A F A F A A A A F F HCM2kAvgQ: 0 0 0 4 0 4 0 14 0 0 29 29 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default_ Scenario Thu May 15, 2014 10:41:50 Page 1 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.703 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 4.2 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II----- ---------- II---------- - - - - - I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 65 1623 5 0 2541 41 Added Vol: 0 0 0 0 0 0 0 201 0 0 148 0 Approved: 0 0 0 0 0 0 0 142 0 0 140 0 Initial Fut: 2 1 0 37 2 25 65 1966 5 0 2829 41 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 i.00 1.00 1.00 1.00 1.00 PHF Volume: 2 1 0 37 2 25 65 1966 5 0 2829 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 65 1966 5 0 2829 41 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 0 37 2 25 65 1966 5 0 2829 41 ------------ --------------- II---------------!---------- ----- II---------- -- - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.89 0.89 1.00 0.80 0.80 0.80 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat.: 1132 566 0 880 48 595 1805 3601 9 0 5102 74 ------------ I --------------- II--------------- II--------------- II- ---- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.55 0.55 0.00 0.55 0.55 Crit Moves: * * ** * * ** * *** Green /Cycle: 0.06 0.06 0.00 0.06 0.06 0.06 0.05 0.84 0.84 0.00 0.79 0.79 Volume /Cap: 0.03 0.03 0.00 0.66 0.68 0.68 0.71 0.65 -0.65 0.00 0.70 0.70 Delay /Veh: 26.5 26.5 0.0 45.3 45.3 45.3 50.0 2.3 2.3 0.0 3.6 3.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 26.5 26.5 0.0 45.3 45.3 45.3 50.0 2.3 2.3 0.0 3.6 3.6 LOS by Move: C C A D D D D A A A A A HCM2kAVgQ: 0 0 0 3 3 3 3 8 8 0 ll 11 Note: Queue reported is the number of cars ner lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:01 Page 8 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.719 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 14.9 Optimal Cycle: OPTIMIZED 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 ------------ --------------- II--------------- II--------------- II---------- - - - - - I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I--------------- II--------------- II--------- ------ II---- ------ - - - - - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 24 45 42 904 44 182 150 1899 22 18 1254 712 Added Vol: 0 0 0 18 0 0 0 83 0 0 162 48 PasserByVol: 0 0 0 29 0 9 9 102 0 0 89 18 Initial Ent: 24 45 42 951 44 191 159 2084 22 18 1505 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 45 42 951 44 191 159 2084 22 18 1505 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 951 44 191 159 2064 22 18 1505 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 45 42 951 44 191 159 2084 22 18 1505 0 ---------------- II------------- -- II------- ------- -II - - -- - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.88 0.68 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1805 1733 1617 5253 1900 1615 3502 5128 54 1805 5187 1900 ------------ I --------------- II--------------- II------------ --- II-------- -- - -- - - I Capacity Analysis Module: Vol /Sat: 0.01 0.03 0.03 0.18 0.02 0.12 0.05 0.41 0.41 0.01 0.29 0.00 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.04 0.04 0.04 0.25 0.25 0.25 0.08 0.57 0.57 0.01 0.50 0.00 Volume /Cap: 0.37 0.72 0.72 0.72 0.09 0.47 0.58 0.72 0.72 0.72 0.58 0.00 Delay /Veh: 31.7 47.4 47.4 22.5 17.3 19.9 29.8 10.4 10.4 98.2 10.9 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 31.7 47.4 47.4 22.5 17.3 19.9 29.8 10.4 10.4 98.2 10.9 0.0 LOS by Move: C D D C B B C B B F B A HCM2kAvgQ: 1 2 2 7 1 4 3 12 12 1 8 0 Note: Queue reported is the number of cars per lane. Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:59 Page 8 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.829 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 16.4 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ---- I -------- ------- II----- ----- --- - -II- -- ---------- - - - - -i Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 16 32 50 840 49 136 124 1537 23 50 2137 1218 Added Vol: 0 0 0 76 0 0 0 201 0 0 148 43 Approved: 0 0 0 22 0 16 27 119 0 0 133 37 Initial Fut: 16 32 50 938 49 152 151 1857 23 50 2418 1298 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: 16 32 50 938 49 152 151 1857 23 50 2418 0 Reduce Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 s0 938 49 152 151 1857 23 50 2418 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 i.00 1.00 1.00 1.00 i.O0 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 938 49 152 151 1857 23 50 2418 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1805 1641 1641 5253 1900 1615 3502 5114 63 1805 5187 1900 ------------ I --------------- II--------------- II--------------- II-------- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.16 0.03 0.09 0.04 0.36 0.36 0.03 0.47 0.00 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.04 0.04 0.04 0.22 0.22 0.22 0.05 0.57 0.57 0.04 0.56 0.00 Volume /Cap: 0.24 0.53 0.83 0.83 0.12 0.44 0.83 0.64 0.64 0.64 0.83 0.00 Delay /Veh: 30.0 31.9 70.3 27.7 19.1 21.3 54.2 9.1 9.1 44.2 12.9 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 30.0 31.9 70.3 27.7 19.1 21.3 54.2 9.1 9.1 44.2 12.9 0.0 LOS by Move: C C E C B C D A A D B A HCM2kAVgQ: 1 1 3 9 1 3 4 9 9 2 16 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:01 Page 9 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.793 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 12.3 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II --------------- II--------------- II---------- - - - - - I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II---------- -- --- II---------- -- - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 383 13 25 30 5 36 31 2519 312 39 1536 16 Added Vol: 0 0 0 0 0 0 0 101 0 0 210 0 Approved: 1 6 1 62 3 41 72 55 0 0 56 15 Initial Put: 384 19 26 92 8 77 103 2675 312 39 1802 31 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: 384 19 26 92 8 77 103 2675 312 39 1802 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 19 26 92 8 77 103 2675 312 39 1802 31 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: 384 19 26 92 8 77 103 2675 312 39 1802 31 ------------ I--------------- II- - - - --- -II-------------- -II- -- -- - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.86 0.86 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.74 0.11 0.15 1.00 0.09 0.91 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4799 193 265 1805 155 1487 1805 5187 1615 1805 6780 115 ------------ I ------ --------- II-------------- -II --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.08 0.10 0.10 0.05 0.05 0.05 0.06 0.52 0.19 0.02 0.27 0.27 Crit Moves * * ** * * ** * * ** * * *k Green /Cycle: 0.12 0.12 0.12 0.07 0.07 0.07 0.12 0.65 0.65 0.03 0.56 0.56 Volume /Cap: 0.65 0.79 0.79 0.78 0.79 0.79 0.48 0.79 0.30 0.79 0.48 0.48 Delay /Veh: 27.2 33.4 33.4 55.3 59.7 59.7 26.3 8.9 4.7 87.4 8.1 8.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 27.2 33.4 33.4 55.3 59.7 59.7 26.3 8.9 4.7 87.4 8 -1 8.1 LOS by Move: C C C E E E C A A F A A HCM2kAvgQ: 4 5 5 4 4 4 2 15 3 2 6 6 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:27:59 Page 9 -1 Westcliff Drive Medical Offices Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.847 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay i5ec /veh): 15.0 Optimal Cycle: OPTIMIZED 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 ------------ I--------------- II--------------- II--------------- il---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Greer.: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II------------_-- II--------------- II-- _------- - - - - - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 410 8 29 23 16 38 52 1972 492 59 2979 24 Added Vol: 0 0 0 0 0 0 0 277 0 0 191 0 Approved: 3 6 0 98 7 80 71 52 2 0 77 30 Initial Fut: 413 14 29 121 23 118 123 2301 494 59 3247 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: 413 14 29 121 23 118 123 2301 494 59 3247 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 14 29 121 23 118 123 2301 494 59 3247 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: 413 14 29 121 23 118 123 2301 494 59 3247 54 ------------ --------------- II--------------- II-- --- ---------- II----- -- -- - - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.67 0.87 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.77 0.07 0.16 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4832 136 282 1805 271 1390 1805 5187 1615 1805 6789 113 ---------_-- I --------------- II--------------- il------------- --II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.10 0.10 0.07 0.08 0.08 0.07 0.44 0.31 0.03 0.48 0.48 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.12 0.12 0.12 0.10 0.10 0.10 0.08 0.60 0.60 0.04 0.56 0.56 Volume /Cap: 0.70 0.85 0.85 0.67 0.85 0.85 0.85 0.74 0.51 0.74 0.85 0.85 Delay /Veh: 28.9 37.7 37.7 35.3 57.7 57.7 61.7 9.6 7.3 58.3 12.8 12.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 28.9 37.7 37.7 35.3 57.7 57.7 61.7 9.6 7.3 58.3 12.8 12.8 LOS by Move: C D D D E E E A A E B B HCM2kAvgQ: 4 6 6 4 5 5 5 13 6 3 17 17 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2003 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2016) + Approved Projects + Cumulative Projects + Project Default Scenario Thu May 15, 2014 10:32:21 Page 2 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ****************}*** k***********#*** it*****#****** * * * *s * * * * * * * * * * * * * * * * * * * * * * * * ** Intersection 41 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 70 Critical Vol. /Cap.(X): 0.958 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 21.8 Optimal Cycle: OPTIMIZED 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 --------------------------- II--------------- II------ -- ------- 11---------- - - - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ----- -- - - -- -I ------ II--------------- II------------- -- II--------- - - - - - - I Volume Module: Base Vol: 29 3305 35 142 2758 508 806 213 7 55 147 205 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 30 3371 36 145 2813 518 806 213 7 55 147 205 Added Vol: 0 339 0 0 159 2 9 5 0 0 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 30 3710 36 145 2972 520 815 218 7 55 148 205 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: 30 3710 36 145 2972 520 815 218 7 55 148 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 3710 36 145 2972 520 815 218 7 55 148 205 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: 30 3710 36 145 2972 520 815 218 7 55 148 205 ----- --------------- II --------------- II --------------- II --------- - - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.89 0.89 0.89 0.91 0.85 0.95 0.83 0.83 Lanes: 1.00 3.96 0.04 1.00 4.00 1.00 3.00 1.00 1.00 1.00 2.00 2.00 Final Sat.: 1805 6843 66 1805 6764 1691 5053 1736 1615 1805 3157 3157 ------ --- - - - I -- ------ 11--------------- il--------------- II--------- - - - - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.54 0.54 0.08 0.44 0.31 0.16 0.13 0.00 0.03 0.05 0.06 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.02 0.57 0.57 0.08 0.63 0.63 0.17 0.17 0.17 0.07 0.07 0.07 Volume /Cap: 0.70 0.96 0.96 0.96 0.70 0.49 0.96 0.75 0.03 0.45 0.69 0.96 Delay /Veh: 75.5 21.5 21.5 92.4 9.2 7.1 47.0 29.9 24.4 34.0 36.0 68.4 User DelAd4: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 75.5 21.5 21.5 92.4 9.2 7.1 47.0 29.9 24.4 34.0 36.0 68.4 LOS by Move: E C C F A A D C C C D E HCM2kAVgQ: 2 28 28 7 13 7 11 7 0 2 3 6 ******}*****#*************##***********}*}******* * * # * * * * * * * * } * * * * * * * * * * * * * * # * * ** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KDNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:41 Page 2 -1 Westciif£ Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects+Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection 41 Newport Boulevard (NS) at 19th Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.884 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 19.3 Optimal Cycle: OPTIMIZED 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 ------------ --------------- II--------------- II--------------- II---------- - - - -_I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 1 1 2 1 1 0 1 1 0 2 1 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 48 2656 37 182 2825 989 701 237 103 56 340 175 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 2709 38 186 2882 1009 701 237 103 56 340 175 Added Vol: 0 313 0 0 439 9 5 3 0 0 5 0 PasserByvol: 0 0 0 0 C 0 0 0 0 0 0 0 Initial Put: 49 3022 38 186 3321 1018 706 240 103 56 345 175 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 ?HE Adj: 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: 49 3022 38 186 3321 1018 706 240 103 56 345 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 3022 38 186 3321 1018 706 240 103 56 345 175 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 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 49 3022 38 186 3321 1018 706 240 103 56 345 175 ------------ --------------- II--------------- II---------- --- -- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.88 0.88 0.89 0.92 0.85 0.95 0.86 0.86 Lanes: 1.00 3.95 0.05 1.00 3.83 1.17 3.00 1.00 1.00 1.00 2.65 1.35 Final Sat.: 1805 6817 85 1805 6385 1957 5063 1740 1615 1805 4354 2209 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.44 0.44 0.10 0.52 0.52 0.14 0.14 0.06 0.03 0.08 0.08 Crit Moves: * * ** Green /Cycle: 0.03 0.50 0.50 0.12 0.59 0.59 0.16 0.16 0.16 0.09 0.09 0.09 Volume /Cap: 0.88 0.88 0.88 0.89 0.88 0.88 0.88 0.87 0.40 0.35 0.88 0.88 Delay /Veh: 108.6 16.3 16.3 58.4 12.8 12.8 33.6 32.8 23.8 26.9 41.8 41.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 108.6 16.3 16.3 58.4 12.8 12.8 33.6 32.8 23.8 26.9 41.6 41.8 LOS by Move: F B B E B B C C C C D D HCM2kAvgQ: 3 18 18 7 19 19 8 8 2 _ 6 6 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:21 Page 3 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.822 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 8.4 Optimal Cycle: OPTIMIZED 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 ------------ ---------------- II --------------- II--------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 C 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II- --------- - - - - - I Volume Module: Base Vol: 278 3318 0 0 2742 24 46 0 454 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 284 3385 0 0 2797 24 46 0 454 0 0 0 Added Vol: 7 339 0 0 159 0 0 0 14 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 291 3724 0 0 2956 24 46 0 468 0 0 0 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: 291 3724 0 0 2956 24 46 0 468 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 291 3724 0 0 2956 24 46 C 468 0 0 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 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: 291 3724 0 0 2956 24 46 0 468 0 0 0 ------------ --------------- II--------------- II--------------- II----- --- -- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.91 1.00 1.00 0.91 0.91 0.95 1.00 0.75 1.00 1.00 1.00 Lanes: 2.00 4.00 0.00 0.00 2.98 0.02 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3502 6916 0 0 5139 43 1605 0 2842 0 0 0 ------------ I --------------- II--------------- II------- ---- -- -- II----- ---- - -- - - - I Capacity Analysis Module: Vol/Sat: 0.08 0.54 0.00 0.00 0.58 0.58 0.03 0.00 0.16 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.10 0.80 0.00 0.00 0.70 0.70 0.10 0.00 0.20 0.00 0.00 0.00 Volume /Cap: 0.82 0.67 0.00 0.00 0.82 0.62 0.26 0.00 0.82 0.00 0.00 0.00 Delay /Veh: 40.7 2.9 0.0 0.0 8.0 8.0 25.7 0.0 32.3 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /veh: 40.7 2.9 0.0 0.0 8.0 8.0 25.7 0.0 32.3 0.0 0.0 0.0 LOS by Move: D A A A A A C A C A A A HCM2kAvgQ: 5 9 0 0 17 17 1 0 7 0 0 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling ASSpC. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:41 Page 3 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #2 Newport Boulevard (NS) at Harbor Boulevard (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.914 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 12.1 Optimal Cycle: OPTIMIZED 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 ------------ I--------------- II--------------- 11--------------- II---------- - - - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 0 0 0 2 1 0 1 0 0 0 2 0 0 0 0 0 ------------ I --------------- --------------- ------ ---------- - - - - -I Volume Module: Base Vol: 508 2790 0 0 2715 72 Si 0 522 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 518 2846 0 0 2770 73 51 0 522 0 0 0 Added Vol: 18 313 0 0 439 0 0 0 11 0 0 0 PasserByVcl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 536 3159 0 0 3209 73 51 0 533 0 0 0 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: 536 3159 0 0 3209 73 51 0 533 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 536 3159 0 0 3209 73 51 0 533 0 0 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 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.00 1.00 1.00 FinalVOlume: 536 3159 0 0 3209 73 51 0 533 0 0 0 ------------ --------------- II--------------- II----------- ---- II---------- - -- - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.91 1.00 1.00 0.91 0.91 0.95 1.00 0.75 1.00 1.00 1.00 Lanes: 2.00 4.00 0.00 0.00 2.93 0.07 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat.: 3502 6916 0 0 5056 116 1805 0 2842 0 0 0 --------------- II--------------- II--------------- II --------------- I Capacity Analysis Module: Vol /Sat: 0.15 0.46 0.00 0.00 0.63 0.63 0.03 0.00 0.19 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.17 0.86 0.00 0.00 0.69 0.69 0.04 0.00 0.21 0.00 0.00 0.00 Volume /Cap: 0.91 0.53 0.00 0.00 0.91 0.91 0.75 0.00 0.91 0.00 0.00 0.00 Delay /Veh: 43.4 1.1 0.0 0.0 11.8 11.8 65.3 0.0 42.2 0.0 0.0 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 43.4 1.1 0.0 0.0 11.8 11.8 65.3 0.0 42.2 0.0 0.0 0.0 LOS by Move: D A A A B B E A D A A A HCM2kAvgQ: 9 5 0 0 24 24 3 0 10 0 0 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:21 Page 4 -1 Westcliff Drive Medical Offices Existing +Growth (Year 20'6) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.861 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 11.0 Optimal Cycle: OPTIMIZED Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R ,. - T - R ------------ --------------- II--------------- II--------------- II---- _----- - - - -- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ ------- -------- II------ --------- II - - -- I---------- - - - - -I Volume Module: Base Vol: 52 3096 23 61 2921 122 224 57 38 4 54 27 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 53 3158 23 62 2980 124 224 57 38 4 54 27 Added Vol: 0 345 0 0 174 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 53 3503 23 62 3154 124 224 57 36 4 54 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 53 3503 23 62 3154 124 224 57 38 4 54 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 53 3503 23 62 3154 124 224 57 38 4 54 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 53 3503 23 62 3154 124 224 57 38 4 54 27 ------- -- - - -I ------ II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.91 0.85 0.92 1.00 0.85 0.95 0.95 0.95 Lanes: 1.00 3.97 0.03 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.67 0.33 Final Sat.: 1805 6863 46 1805 5187 1615 3502 1900 1615 1805 1203 602 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.51 0.51 0.03 0.61 0.08 0.06 0.03 0.02 0.00 0.04 0.04 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.03 0.69 0.69 0.05 0.71 0.71 0.07 0.07 0.07 0.05 0.05 0.05 Volume /Cap: 0.86 0.74 0.74 0.74 0.86 0.11 0.86 0.40 0.32 0.04 0.86 0.86 Delay /Veh: 96.5 6.4 6.4 56.6 8.9 2.8 51.5 28.4 27.8 27.2 79.1 79.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 96.5 6.4 6.4 56.6 8.9 2.8 51.5 28.4 27.8 27.2 79.1 79.1 LOS by Move: F A A E A A D C C C E E HCM2kAvgQ: 3 13 13 3 20 1 5 2 1 0 4 4 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:41 Page 4 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #3 Newport Boulevard (NS) at 18th Street /Rochester Street (EW) Cycle (sec): 90 Critical Vol. /Cap.(X): 0.978 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 23.4 Optimal Cycle: OPTIMIZED 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 ----------- - - - - -- --------------- II --------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 1 0 3 0 1 2 0 1 0 1 1 0 0 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 96 2816 18 121 3045 116 274 83 53 27 79 51 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 2873 18 123 3106 118 274 83 53 27 79 51 Added Vol: 0 330 0 0 449 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 98 3203 18 123 3555 118 274 83 53 27 79 51 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 3203 18 123 3555 118 274 83 53 27 79 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 3203 18 123 3555 118 274 83 53 27 79 51 POE Adj: 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: 98 3203 18 123 3555 118 274 83 53 27 79 51 ------------ --------------- II--------------- II------ --------- II---------- - - - - - i Saturation Flow Module: Sat /Lane: 1900 1900 1900 ?900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.91 0.91 0.95 0.91 0.85 0.92 1.00 0.85 0.95 0.94 0.94 Lanes: 1.00 3.98 0.02 1.00 3.00 1.00 2.00 1.00 1.00 1.00 0.61 0.39 Final Sat.: 1805 6870 39 1805 5187 1615 3502 1900 1615 1805 1086 701 ------------ I --------------- II--------------- II------------ --- II---------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.05 0.47 0.47 0.07 0.69 0.07 0.08 0.04 0.03 0.01 0.07 0.07 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.06 0.66 0.66 0.10 0.70 0.70 0.08 0.08 0.06 0.07 0.07 0.07 Volume /Cap: 0.98 0.71 0.71 0.71 0.98 0.10 0.98 0.55 0.41 0.20 0.98 0.98 Delay /Veh: 124.8 10.3 10.3 51.3 23.1 4.4 88.7 43.9 41.5 39.9 112 112.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 124.8 10.3 10.3 51.8 23.1 4.4 88.7 43.9 41.5 39.9 112 112.4 LOS by Move: F B B D C A F D D D F F HCM2kAvgQ: 6 16 16 5 42 1 8 3 2 1 7 7 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:22 Page 5 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #4 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.910 Loss Time (sec): 8 (Y+R =4.0 sec) Average Delay (sec /veh): 24.8 Optimal Cycle: OPTIMIZED 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 ------------ I--------------- 11----------- - - - -11 - II ---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Mir,. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ------------ I--------------- II--------------- 11--------------- II---------- - - - - -I Volume Module: Base Vol: 41 1908 151 574 1579 498 818 443 36 149 346 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 1946 154 586 1611 508 818 443 36 149 346 136 Added Vol: 0 134 0 31 65 77 199 87 0 0 76 13 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 2080 154 617 1676 585 1017 530 36 149 422 149 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: 42 2080 154 617 1676 585 1017 530 36 149 422 149 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 2080 154 617 1676 585 1017 530 36 149 422 149 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 FiralVolume: 42 2080 154 617 1676 585 1017 530 36 149 422 149 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.90 0.90 0.92 0.91 0.85 0.92 0.94 0.94 0.92 0.91 0.85 Lanes: 1.00 3.72 0.28 2.00 3.00 1.00 3.00 1.87 0.13 2.00 3.00 1.00 Final Sat.: 1805 6375 472 3502 5187 1615 5253 3347 227 3502 5187 1615 ------------ I --------------- II--------------- II----------- --- -II---------- - -- -- I Capacity Analysis Module: Vol /Sat: 0.02 0.33 0.33 0.18 0.32 0.36 0.19 0.16 0.16 0.04 0.08 0.09 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.03 0.36 0.36 0.19 0.52 0.52 0.21 0.21 0.21 0.10 0.10 0.10 Volume /Cap: 0.70 0.91 0.91 0.91 0.62 0.70 0.91 0.74 0.74 0.42 0.80 0.91 Delay /Veh: 59.1 23.9 23.9 40.0 10.7 13.5 34.0 26.1 26.1 26.1 35.0 71.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ad.7Del /Veh: 59.1 23.9 23.9 40.0 10.7 13.5 34.0 26.1 26.1 26.1 35.0 71.6 LOS by Move: E C C D B B C C C C D HCM2kAvgQ: 2 15 15 10 9 10 10 7 7 2 5 6 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:41 Page 5 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Leve1 Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection 44 Newport Boulevard (NS) at 17th Street (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.900 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 26.4 Optimal Cycle: OPTIMIZED 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 ------------------- 11--------------- 11--------------- II----- ----- - - - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 1 0 2 0 3 0 1 3 0 1 1 0 2 0 3 0 1 ----- -- - - - - -I ---- II--------------- 11--------------- II---- ------ - - - - -I Volume Module: Base Vol: 45 1510 146 706 1625 348 715 498 58 302 468 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 1540 149 720 1658 355 715 498 58 302 468 136 Added Vol: 0 117 0 22 164 263 174 118 0 0 128 40 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 46 1657 149 742 1822 618 889 616 58 302 596 176 User Ad!: 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: 46 1657 149 742 1322 618 889 616 58 302 596 176 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1657 149 742 1822 618 889 616 58 302 596 176 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i.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: 46 1657 149 742 1_822 618 889 616 58 302 596 176 --- --------- - -- - -- 11--------------- II--- -- --- -- -- ---II---------- - - - --I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.90 0.90 0.92 0.91 0.85 0.92 0.94 0.94 0.92 0.91 0.85 Lanes: 1.00 3.67 0.33 2.00 3.00 1.00 3.00 1.83 0.17 2.00 3.00 1.00 Final Sat.: 1805 6270 563 3502 5187 1615 5253 3256 307 3502 5187 1615 ------------ I --------------- II--------------- II--------------- II--- ------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.26 0.21 0.35 0.38 0.17 0.19 0.19 0.09 0.11 0.11 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.03 0.29 0.29 0.24 0.50 0.50 0.21 0.21 0.21 0.13 0.13 0.13 Volume /Cap: 0.77 0.90 0.90 0.90 0.71 0.77 0.81 0.90 0.90 0.68 0.90 0.85 Delay /Veh: 74.1 26.4 26.4 35.1 12.7 17.0 27.0 37.0 37.0 29.1 41.2 53.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 74.1 26.4 26.4 35.1 12.7 17.0 27.0 37.0 37.0 29.1 41.2 53.2 LOS by Move: E C C D B B C D D C D D HCM2kAvgQ: 2 13 13 11 11 it 8 10 10 4 8 6 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:22 Page 6 -7 Westcliff Drive Medical Offices Existing +Growth (Year 2016)+Approved Projects +Cumula*_ive Projects +Project Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #8 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 65 Critical Vol. /Cap.(X): 0.832 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 9.5 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- --------------- ---- - II--- ------- - - - - -I Control: Permitted Permitted Protected Protected Rights: Include OVA Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 11 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I ------------ - - -II- ------ II-- ------------- II-- -- ------ - - - - -I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 292 2331 11 13 1270 60 Added Vol: 0 0 0 0 0 13 33 99 0 0 168 0 Approved: 0 0 0 1 0 1 0 111 0 0 99 0 Initial Put: 2 2 3 66 0 356 325 2541 11 13 1537 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: 2 2 3 66 0 356 325 2541 11 13 1537 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 356 325 2541 11 13 1537 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: 2 2 3 66 0 356 325 2541 11 13 1537 60 ------------ --------------- II--------------- li--------------- II- --------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.85 0.85 0.85 1.00 1.00 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 460 460 690 1900 0 1615 1805 3590 16 1805 5187 1615 ------------ I --------------- II--------------- il-------------- -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.22 0.18 0.71 0.71 0.01 0.30 0.04 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.05 0.05 0.05 0.05 0.00 0.37 0.32 0.85 0.85 0.01 0.53 0.53 Volume /Cap: 0.09 0.09 0.09 0.71 0.00 0.59 0.55 0.83 0.83 0.83 0.55 0.07 Delay /Veh: 30.0 30.0 30.0 53.2 0.0 17.9 19.3 4.6 4.6 173.6 10.3 7.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 - 1.00 1.00 1.00 Adj Del /Veh: 30.0 30.0 30.0 53.2 0.0 17.9 19.3 4.6 4.6 173.6 10.3 7.3 LOS by Move: C C C D A B B A A F B A HCM2kAvgQ: 0 0 0 3 0 7 6 17 17 1 8 1 Note: Queue renorted is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:41 Page 6 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #8 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.931 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 18.4 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- II---------- - - - - - H ---------- - - - - -I Control: Permitted Permitted Protected Protected Rights: Include Ov1 Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 It 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II-------- ------- II- ---- -- ------ - - I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 12 73 4 441 254 1599 13 38 2485 57 Added Vol: 0 0 0 0 0 43 28 211 0 0 169 0 Approved: 0 0 0 2 0 0 1 140 0 0 138 1 Initial Fut: 9 12 12 75 4 484 283 1950 13 38 2792 58 User Ad-;: 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: 9 12 12 75 4 484 283 1950 13 38 2792 58 Reduct Vol: 0 0 0 0 0 0 0 0- 0 0 0 0 Reduced Vol: 9 12 12 75 4 484 283 1950 13 38 2792 58 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 9 12 12 75 4 484 283 1950 13 38 2792 58 ------------ --- -- ------ ---- II----------- - ---I! --------------- --------------- Saturation Flow Module: Sat. /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.90 0.90 0.90 0.77 0.77 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 468 624 624 1380 74 1615 1805 3582 25 1805 5187 1615 ------------ I --------------- II----- -- -------- II - - -- ---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.05 0.05 0.30 0.16 0.54 0.54 0.02 0.54 0.04 Crit Moves: * * ** * * ** # * ** Green /Cycle: 0.15 0.15 0.15 0.15 0.15 0.32 0.17 0.72 0.72 0.03 0.58 0.58 Volime /Cap: 0.13 0.13 0.13 0.35 0.35 0.93 0.93 0.76 0.76 0.76 0.93 0.06 Delay /Veh: 22.2 22.2 22.2 23.7 23.7 43.3 58.5 6.5 6.5 77.0 17.6 5.6 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 22.2 22.2 22.2 23.7 23.7 43.3 58.5 6.5 6.5 77.0 17.6 5.6 LOS by Move: C C C C C D E A A E B A HCM2kAvgQ: 1 1 1 2 2 14 9 14 14 2 23 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling ASSOC. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG6 - Default Scenario Thu May 15, 2014 10:40:58 Page 1 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +project Morning Peak Hour --------------------------------------------------------------_------------------ Level Of Service Computation Report 2000 HCM Onerations Method (Future Volume Alternative) Intersection 410 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 85 Critical Vol. /Cap.(X): 0.803 Loss Time (sec): 6 (Y +R =4.0 sec) Average Delay (sec /veh): 44.5 Optimal Cycle: OPTIMIZED 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 ------------ --------------- II--------------- II-- _------------ II---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ --------------- il--------------- II----- ---- ----- -II- ---- ---- -- - -- - I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2368 0 0 1341 36 Added Vol: 0 0 0 0 0 0 0 99 0 0 168 0 Approved: 0 0 0 0 0 0 0 115 0 0 99 0 Initial Fut: 0 1 0 42 0 15 26 2582 0 0 1608 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: 0 1 0 42 0 15 26 2582 0 0 1608 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2582 0 0 1608 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: 0 1 0 42 0 15 26 2562 0 0 1608 36 ------------ I --------------- II --------------- II --- ----- ------- II ---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.96 1.00 0.96 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat.: 0 1900 0 1350 0 482 1805 3610 0 0 5058 113 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.03 0.01 0.72 0.00 0.00 0.32 0.32 Crit Moves: * * ** * * ** Green /Cycle: 0.00 0.03 0.00 0.03 0.00 0.03 0.62 0.90 0.00 0.00 0.28 0.28 Volume /Cap: 0.00 0.02 0.00 1.14 0.00 1.14 0.02 0.79 0.00 0.00 1.15 1.15 Delay /Veh: 0.0 40.4 0.0 214.0 0.0 214.0 6.1 2.6 0.0 0.0 105 104.7 User DelAdi: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 0.0 40.4 0.0 214.0 0.0 214.0 6.1 _ 2.6 0.0 0.0 105 104.7 LOS by Move: A D A F A F A A A A F F HCM2kAvgQ: 0 0 0 5 0 5 0 15 0 0 29 29 *************************# x#********************* * * * * * * * * * * * * * * * * ** * * * * # * * * * * * ** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Thu May 15, 2014 10:42:10 Page 1 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #10 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.707 Loss Time (sec): 6 (Y +R =4,0 sec) Average Delay (sec /veh): 4.3 Optimal Cycle: OPTIMIZED 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 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II------------- -- II---------- - - - - - I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 -03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 65 1623 5 0 2541 41 Added Vol: 0 0 0 0 0 0 0 211 0 0 169 0 Approved: 0 0 0 0 0 0 0 142 0 0 140 0 Initial Fut: 2 1 0 37 2 25 65 1976 5 0 2850 41 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 0 37 2 25 65 1976 5 0 2850 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 65 1976 5 0 2850 41 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 14LF Adj: 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 0 37 2 25 65 1976 5 0 2850 41 ------------ I ----------- ---- II- -------- -- - - - - - H --------- ---- -- 11------- --- - - -- -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.90 0.90 1.00 0.81 0.81 0.81 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat.: 1139 569 0 885 48 598 1805 3601 9 0 5103 74 ------------ I --------------- II--------------- II----------- -- -- II---------- - - -- - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.55 0.55 0.00 0.56 0.56 Crit Moves: * * *# * * ** * * ** Green /Cycle: 0.06 0.06 0.00 0.06 0.06 0.06 0.05 0.84 0.84 0.00 0.79 0.79 Volume /Cap: 0.03 0.03 0.00 0.68 0.68 0.68 0.71 0.65 0.65 0.00 0.71 0.71 Delay /Veh: 26.6 26.6 0.0 45.3 45.3 45.3 50.7 2.3 2.3 0.0 3.7 3.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 26.6 26.6 0.0 45.3 45.3 45.3 50.7 2.3 2.3 0.0 3.7 3.7 LOS by Move: C C A D D D D A A A A A HCM2kAVgQ: 0 0 0 3 3 3 3 8 8 0 11 11 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:22 Page 8 -1 Westclif£ Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +project Morning Peak Pour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.721 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 15.1 Optimal Cycle: OPTIMIZED 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 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 D 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II-------- -- - -- - - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 24 45 42 904 44 182 150 1899 22 18 1254 712 Added Vol: 0 0 0 26 0 6 16 83 0 0 162 72 PasserByVOl: 0 0 0 29 0 9 9 102 0 0 89 18 Initial Fut: 24 45 42 959 44 197 175 2084 22 18 1505 802 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 45 42 959 44 197 175 2084 22 18 1505 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 959 44 197 175 2084 22 18 1505 0 PCE Adj: 1.00 i.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 45 42 959 44 197 175 2084 22 18 1505 0 ------------ I --------------- II--------------- II--------------- II-- -- ------ - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1805 1733 1617 5253 1900 1615 3502 5128 54 1605 5187 1900 ------------ I --------------- II--------------- II-------- -- --- -- II--- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.03 0.03 0.18 0.02 0.12 0.05 0.41 0.41 0.01 0.29 0.00 Crit Moves * * ** * * ** * * ** * * ** Green /Cycle: 0.04 0.04 0.04 0.25 0.25 0.25 0.08 0.56 0.56 0.01 0.49 0.00 Volume /Cap: 0.37 0.72 0.72 0.72 0.09 0.48 0.59 0.72 0.72 0.72 0.59 0.00 Delay /Veh: 31.8 47.7 47.7 22.4 17.2 19.9 29.5 10.5 10.5 98.9 11.2 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 31.8 47.7 47.7 22.4 17.2 19.9 29.5 10.3 10.5 98.9 11.2 0.0 LOS by Move: C D D C B B C B B F B A HCM2kAvgQ: 1 2 2 7 1 4 3 12 12 1 8 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:41 Page 8 -1 Westcliff Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #15 Dover Drive (NS) at West Coast_ Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.839 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 16.9 Optimal Cycle: OPTIMIZED 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 _-- I --------------- II----_---------- II ------ --------- II---------- - - - - - I 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 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ---- ------- - - - -II ----- II--------------- II---------- - - - - - I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 16 32 50 840 49 136 124 1537 23 50 2137 1216 Added Vol: 0 0 0 107 0 21 li 201 0 0 148 57 Approved: 0 0 0 22 0 16 27 119 0 0 133 37 Initial Fut: 16 32 50 969 49 173 162 1857 23 50 2418 1312 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: 16 32 50 969 49 173 162 1857 23 50 2418 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 969 49 173 162 1857 23 50 2418 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: 16 32 50 969 49 173 162 1857 23 50 2418 0 ------------ I -- --- -- II--------------- II--------------- II--------- -- - -- -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1805 1641 1641 5253 1900 1615 3502 5114 63 1805 5187 1900 ------------ I --- ----- II--------------- II--------------- II---------- --- --I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.18 0.03 0.11 0.05 0.36 0.36 0.03 0.47 0.00 Crit Moves. *X ** #*** * # ## # * #* Green /Cycle: 0.04 0.04 0.04 0.22 0.22 0.22 0.06 0.57 0.57 0.04 0.56 0.00 Volume /Cap: 0.24 0.54 0.84 0.84 0.12 0.49 0.84 0.64 0.64 0.64 0.84 0.00 Delay /Veh: 30.1 32.2 73.1 28.0 18.9 21.5 54.6 9.3 9.3 44.8 13.5 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 30.1 32.2 73.1 28.0 18.9 21.5 54.6 9.3 9.3 44.6 13.5 0.0 LOS by Move: C C E C B C D A A D B A HCM2kAVgQ: 1 1 3 9 1 3 4 10 10 2 17 0 **#**********##*#*****#*******************#****## * # # * * * * # * * * * * * * * * * * * * * * * * # * * # #* Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:22 Page 9 -1 Westcliff Drive Medical Offices Existing +Growth (fear 2016) +Approved Projects +Cumulative Projects +project Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.795 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 12.3 Optimal Cycle: OPTIMIZED 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 ------------ --------------- II--------------- II--------------- II---------- -- - - - I 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 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II-- -- -- -- ---- --- II-- ------- - - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 383 13 25 30 5 36 31 2519 312 39 1536 16 Added Vol: 0 0 0 0 0 0 0 109 0 0 233 0 Approved: 1 6 1 62 3 41 72 55 0 0 56 15 Initial Put: 384 19 26 92 8 77 103 2683 312 39 1825 31 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: 384 19 26 92 8 77 103 2683 312 39 1825 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 19 26 92 8 77 103 2683 312 39 1825 31 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: 384 19 26 92 8 77 103 2683 312 39 1825 31 ------------ I --------------- II--------------- II---- ----------- II--- ------- - - - - - I Saturation Flow Module: 5at /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.86 0.86 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.74 0.11 0.15 1.00 0.09 0.91 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4799 193 265 1805 155 1487 1805 5187 1615 1805 6788 114 ------------ I --------------- II --------------- II-_--- -- ----- --- II--- ------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.08 0.10 0.10 0.05 0.05 0.05 0.06 0.52 0.19 0.02 0.27 0.27 Crit Moves: Green /Cycle: 0.12 0.12 0.12 0.07 0.07 0.07 0.12 0.65 0.65 0.03 0.56 0.56 Volume /Cap: 0.65 0.79 0.79 0.78 0.79 0.79 0.48 0.79 0.30 0.79 0.48 0.48 Delay /Veh: 27.3 33.5 33.5 55.6 60.1 60.1 26.4 8.9 4.7 88.0 8.1 8.1 User De1Adj: 1.00 1.00 1.D0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /veh: 27.3 33.5 33.5 55.6 60.1 60.1 26.4 8.9 4.7 88.0 8.1 8.1 LOS by Move: C C C E E E C A A F A A HCM2kAvgQ: 4 6 6 4 4 4 2 15 3 2 6 6 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu May 15, 2014 10:32:41 Page 9 -1 Westclif£ Drive Medical Offices Existing +Growth (Year 2016) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) **##********#*#*#******************#*#***#***#*** * * * * * * * * * * * * * * * # # # * * # * * * * * * * * ** Intersection #16 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 60 Critical Vol. /Cap.(X): 0.849 Loss Time (sec): 8 (Y +R =4.0 sec) Average Delay (sec /veh): 15.0 Optimal Cycle: OPTIMIZED 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 ------------ ------ --------- II------- -- - - - - -- it - - -- II---------- - - - - -I 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 Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 --- --------------- II--------------- II -------- ------- II---------- - - - - - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 410 8 29 23 16 38 52 1972 492 59 2979 24 Added Vol: 0 0 0 0 0 0 0 308 0 0 205 0 Approved: 3 6 0 98 7 80 71 52 2 0 77 30 Initial Put: 413 14 29 121 23 118 123 2332 494 59 3261 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: 413 14 29 121 23 118 123 2332 494 59 3261 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 14 29 121 23 118 123 2332 494 59 3261 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: 413 14 29 121 23 118 123 2332 494 59 3261 54 - - - - -I- ----- II--------------- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.37 0.87 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.77 0.07 0.16 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4832 136 282 1805 271 1390 1805 5187 1615 1805 6790 112 - - -- I --------------- II--------------- II--------------- II------- --- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.10 0.10 0.07 0.08 0.08 0.07 0.45 0.31 0.03 0.48 0.48 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.12 0.12 0.12 0.10 0.10 0.10 0.08 0.60 0.60 0.04 0.57 0.57 Volume /Cap: 0.71 0.85 0.85 0.67 0.85 0.85 0.85 0.75 0.51 0.75 0.85 0.85 Delay /Veh: 28.9 38.0 38.0 35.5 58.2 58.2 62.3 9.7 7.3 60.1 12.8 12.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 28.9 38.0 38.0 35.5 58.2 58.2 62.3 9.7 7.3 60.1 12.8 12.8 LOS by Move: C D D D E E E A A E B B HCM2kAvgQ: 4 6 6 4 5 5 5 13 6 3 17 17 Note: Queue reported is the number of cars per lane. #*******#*******************#*#*##*************** * * * * * * * * * # * * # * * * * * * * * * * * * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA IK KUNZMAN ASSOCIATES, INC. OVER 35 YEARS OF EXCELLENT SERVICE www.trafFic- engineer