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Home My WebLink About05-Appendix C Traffic Impact AnalysisAPPENDIX C TRAFFIC IMPACT ANALYSIS CITY OF NEWPORT BEACH OLD NEWPORT BOULEVARD SUB -AREA PROJECT TRAFFIC IMPACT ANALYSIS (REVISED) Prepared by: Carl Ballard and William Kunzman, P.E. QPpF ESS /0,4, �, J �e� ° v �, A. KU�� F2� / ✓V iii co -P Z 3 No. TF0056 Z Mb * AFF�G OFCAI/ September 30, 2009 KUNZMAN ASSOCIATES, INC. 1111 TOWN & COUNTRY ROAD, SUITE 34 ORANGE, CA 92868 -4667 PHONE: (714) 973 -8383 FAX: (714) 973 -8621 EMAIL: MAIL @TRAFFIC- ENGINEER.COM WEB: WWW.TRAFFIC- ENCINEER.COM 4385x1 Table of Contents 1. Findings ................................................................................................. ..............................3 Existing Traffic Conditions ..................................................................... ..............................3 TrafficSummary .................................................................................... ..............................4 Recommended Improvements ............................................................. ..............................7 RequiredImprovements ....................................................................... ..............................8 2. Project Description ................................................................................ ..............................9 Location................................................................................................. ..............................9 ProposedDevelopment ........................................................................ ..............................9 3. Existing Traffic Conditions ..................................................................... .............................13 Study Area Intersections ...................................................................... .............................13 Existing Travel Lanes and Intersection Controls .................................. .............................14 Existing Master Plan of Arterial Highways ........................................... .............................14 ExistingTraffic Volumes ....................................................................... .............................14 Existing Intersection Capacity Utilization ............................................. .............................14 4. Project Traffic ....................................................................................... .............................22 TrafficGeneration ................................................................................ .............................22 Traffic Distribution and Assignment .................................................... .............................23 Project-Related Traffic ......................................................................... .............................23 S. Existing (2009) + Project Analysis .......................................................... .............................29 Intersection Capacity Utilization .......................................................... .............................29 6. TPO Analysis ......................................................................................... .............................33 ApprovedProjects ................................................................................ .............................33 RegionalGrowth .................................................................................. .............................33 One - Percent Methodology .................................................................. .............................34 Intersection Capacity Utilization .......................................................... .............................34 7. CEQA Analysis ...................................................................................... .............................45 CumulativeProjects ............................................................................. .............................45 Intersection Capacity Utilization .......................................................... .............................45 8. General Plan Buildout Analysis .............................................................. .............................55 TrafficGeneration ................................................................................ .............................55 Intersection Capacity Utilization .......................................................... .............................55 9. Delay Analysis ...................................................................................... .............................63 DelayMethodology :............................................................................. .............................63 DelayCalculations ................................................................................ .............................63 30. Conclusions ......................................................................................... .............................66 Existing Traffic Conditions .................................................................... .............................66 TrafficSummary ................................................................................... .............................67 Recommended Improvements ............................................................ .............................70 Required Improvements ...................................................................... .............................71 Appendices Appendix A Glossary of Transportation Terms Appendix B Year 2003/2007/2008/2009 Worksheets Appendix C Explanation and Calculation of Intersection Capacity Utilization Appendix D Approved Project Data Appendix E TPO One - Percent Analysis Calculation Worksheets Appendix F Cumulative Project Data Appendix G Explanation and Calculation of Intersection Delay List of Tables Table 1. Existing (Year 2009) Intersection Capacity Utilization and Levels of Service ..................15 Table 2. Traffic Generation Rates ..................................................................... .............................24 Table 3. Project Traffic Generation .................................................................. .............................25 Table 4. Existing (Year 2009) + Project Analysis Intersection Capacity Utilization and Levels of Service................................................................................................ .............................30 Table 5. Approved Project List ......................................................................... .............................36 Table 6. TPO Analysis One - Percent Threshold ................................................. .............................37 Table 7. TPO Analysis Intersection Capacity Utilization and Levels of Service .............................38 Table 8. Cumulative Project List �,fl Table 9. CEQA Analysis Intersection Capacity Utilization and Levels of Service ...........................48 Table 10. General Plan Buildout Analysis Intersection Capacity Utilization and Levels of Service 58 Table 11. Intersection Delay and Level of Service Summary ............................. .............................65 List of Figures Figure1. Project Location Map ......................................................................... .............................10 Figure 2. Site Plan ............................... BFI Figure 3. Existing Intersection Controls ............................................................ .............................16 Figure 4. Existing Through Travel Lanes ............................................................ .............................17 Figure 5. City of Newport Beach General Plan Circulation Element ................. .............................18 Figure 6. City of Newport Beach General Plan Roadway Cross - Sections ......... .............................19 Figure 7. Existing (Year 2009) Morning Peak Hour Intersection Turning Movement Volumes..... 20 Figure 8. Existing (Year 2009) Evening Peak Hour Intersection Turning Movement Volumes...... 21 Figure 9. Project Traffic Distribution ................................................................. .............................26 Figure 10. Project (Net Increase) Morning Peak Hour Intersection Turning Movement Volumes. 27 Figure 11. Project (Net Increase) Evening Peak Hour Intersection Turning Movement Volumes ..28 Figure 12. Existing (Year 2009) + Project Morning Peak Hour Intersection Turning Movement Volumes............................................................................................. .............................31 Figure 13. Existing (Year 2009) + Project Evening Peak Hour Intersection Turning Movement Volumes............................................................................................. .............................32 Figure 14. Approved Projects Morning Peak Hour Intersection Turning Movement Volumes....... 39 Figure 15. Approved Projects Evening Peak Hour Intersection Turning Movement Volumes ........ 40 Figure 16. Existing + Growth (Year 2012) + Approved Projects Morning Peak Hour Intersection TurningMovement Volumes ............................................................. .............................41 Figure 17. Existing + Growth (Year 2012) +Approved Projects Evening Peak Hour Intersection TurningMovement Volumes ............................................................. .............................42 Figure 18. Existing + Growth (Year 2012) + Approved Projects+ Project Morning Peak Hour Intersection Turning Movement Volumes ......................................... .............................43 Figure 19. Existing + Growth (Year 2012) +Approved Projects + Project Evening Peak Hour Intersection Turning Movement Volumes ......................................... .............................44 Figure 20. Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes .... 49 Figure 21. Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes ..... 50 Figure 22. Existing + Growth (Year 2012) + Approved Projects + Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes ................................ .............................51 Figure 23. Existing + Growth (Year 2012) +Approved Projects+ Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes ................................ .............................52 Figure 24. Existing + Growth (Year 2012) + Approved Projects+ Cumulative Projects + Project Morning Peak Hour Intersection Turning Movement Volumes ........ .............................53 Figure 25. Existing + Growth (Year 2012) + Approved Projects+ Cumulative Projects + Project Evening Peak Hour Intersection Turning Movement Volumes ......... .............................54 Figure 26. General Plan Buildout Without Project Morning Peak Hour Intersection Turning MovementVolumes .......................................................................... .............................59 Figure 27. General Plan Buildout Without Project Evening Peak Hour Intersection Turning MovementVolumes .......................................................................... .............................60 Figure 28. General Plan Buildout With Project Morning Peak Hour Intersection Turning MovementVolumes .......................................................................... .............................61 Figure 29. General Plan Buildout With Project Evening Peak Hour Intersection Turning Movement Volumes............................................................................................. .............................62 Figure 30. Circulation Recommendations ........................................................... .............................72 City of Newport Beach Old Newport Boulevard Sub -Area Project Traffic Impact Analysis (Revised) This revised report contains the traffic impact analysis for the Old Newport Boulevard Sub -Area project. The project site is located at 328, 332, and 340 Old Newport Boulevard in the City of Newport Beach. The proposed development requests to amend the Land Use Element of the General Plan to increase the floor area ratio (FAR) permitted for the subject sites from 0.5 FAR to 1.0 FAR as follows: Existing Proposed Descriptor General Plan Existing Site General Plan Proposed Site Lot 328: 5,890 sq. ft. Combined: Area 332: 13,314 sq. ft. 25,725 sq. ft. 340: 6,521 sq. ft. (0.59 acres) Total: 25,725 sq. ft. (0.59 acres) Gross 12,862.5 sq. ft. 14,012 sq. ft. 25,725 sq. ft. Commercial: Floor (0.5 FAR) (non - conforming) (1.0 FAR) 23,200 sq. ft. Area (0.9 FAR) Specific 328: 5,000 sq. ft. 23,200 sq. ft. of Uses office medical office 332: 3,012 sq. ft. all medical 340: 5,000 sq. ft. general office 1,000 sq. ft. of residential (0.59 acres) Net Increase General Plan Entitlement 12,862 sq. ft. Net Increase in Development Square Footage 9,188 sq. ft. The traffic report contains documentation of existing traffic conditions, traffic generated by the project, distribution of the project generated traffic to the surrounding roadway network, and an analysis of future traffic conditions. Each of these topics is contained in a separate section 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. 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. 2 1. Findings This section summarizes the existing traffic conditions, project traffic impacts, and the proposed mitigation measures. Existing Traffic Conditions The existing development consists of office, medical office, and residential land uses. b. The project site currently has access to Old Newport Boulevard and the alley easterly of Old Newport Boulevard adjacent to the project site. C. Pursuant to discussions with Cities of Newport Beach /Costa Mesa staff, the study area includes the following study area intersections: Newport Beach Intersections: Superior Avenue (NS) at: Hospital Road (EW) West Coast Highway (EW) Placentia Avenue (NS) at: Superior Avenue (EW) Hospital Road (EW) Newport Boulevard (NS) at: Hospital Road (EW) West Coast Highway (EW) Via Lido (EW) 32nd Street (EW) Riverside Avenue (NS) at: West Coast Highway (EW) Tustin Avenue (NS) at: West Coast Highway (EW) Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) Broadway (EW) Harbor Boulevard (EW) 18th Street /Rochester Street (EW) 17th Street (EW) 16th Street (EW) Industrial Way (EW) d. For existing (Year 2009) traffic conditions, the study area intersections are currently operating at Level of Service D or better during the morning /evening peak hours, except for the following study area intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour Traffic Summary a. The proposed project consists of medical office land use. b. The existing site development approval generates a total of approximately 226 daily vehicle trips, 23 of which occur during the morning peak hour and 26 of which occur during the evening peak hour. The proposed project is projected to generate a total of approximately 929 daily vehicle trips, 59 of which would occur during the morning peak hour and 89 of which would occur during the evening peak hour. Based upon the difference in trips generated between the current approval and proposed project, the proposed project is projected to generate a total of approximately 703 more daily vehicle trips, 36 more of which would occur during the morning peak hour and 63 more of which would occur during the evening peak hour. C. For existing (Year 2009) + 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 intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour d. As shown in Table 4 for the existing (Year 2009) + project analysis, the project - generated traffic 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. e. The Cities of Newport Beach /Costa Mesa staff provided the approved and cumulative projects in 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. a f. The Traffic Phasing Ordinance (TPO) analysis resulted in the following City of Newport Beach study area intersections exceeding the one - percent threshold and requiring additional analysis: Newport Beach Intersections: Placentia Avenue (NS) at: Superior Avenue (EW) — Evening Peak Hour Hospital Road (EW) — Evening Peak Hour Newport Boulevard (NS) at: Hospital Road (EW)— Morning /Evening Peak Hours g. For existing + growth (Year 2012) + approved 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 intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour h. For existing + growth (Year 2012) + approved 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 intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour As shown in Table 7 for the TPO analysis, the project - generated traffic 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. j. For existing + growth (Year 2012) + 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/F during the peak hours: Newport Beach Intersections: Newport Boulevard (NS) at: West Coast Highway (EW) — Morning Peak Hour 5 Riverside Avenue (NS) at: West Coast Highway (EW) — Evening Peak Hour Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Morning /Evening Peak Hours Harbor Boulevard (EW) - Evening Peak Hour 18th Street /Rochester Street (EW) — Evening Peak Hour k. For existing + growth (Year 2012) + 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/F during the peak hours: Newport Beach Intersections: Newport Boulevard (NS) at: West Coast Highway (EW) — Morning Peak Hour Riverside Avenue (NS) at: West Coast Highway (EW) — Evening Peak Hour Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW)— Morning /Evening Peak Hours Harbor Boulevard (EW) - Evening Peak Hour . 18th Street /Rochester Street (EW) — Evening Peak Hour As shown in Table 9 for the CEQA analysis, the project - generated traffic 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. M. For General Plan Buildout without 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/F during the peak hours: Newport Beach Intersections: Riverside Avenue (NS) at: West Coast Highway (EW) — Morning /Evening Peak Hours Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Evening Peak Hour Harbor Boulevard (EW) — Morning /Evening Peak Hours 18th Street /Rochester Street (EW) — Evening Peak Hour 17th Street (EW) — Morning /Evening Peak Hours n. For General Plan Buildout with 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/F during the peak hours: Newport Beach Intersections: Riverside Avenue (NS) at: West Coast Highway (EW) — Morning /Evening Peak Hours Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Evening Peak Hour Harbor Boulevard (EW) — Morning /Evening Peak Hours 18th Street /Rochester Street (EW) — Evening Peak Hour 17th Street (EW) — Morning /Evening Peak Hours o. As shown in Table 10 for the General Plan Buildout analysis, the project - generated traffic 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. P. 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 11. As previously noted, the project is projected to not have a significant impact at the study area intersections. Recommended Improvements a. Site - specific circulation and access recommendations are depicted on Figure 30. b. On -site parking shall be provided to meet City of Newport Beach parking code requirements. C. Sight distance at the project accesses shall be reviewed with respect to City of Newport Beach standards in conjunction with the preparation of final grading, landscaping, and street improvement plans. 7 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. Required Improvements a. As shown in Table 4 for the existing (Year 2009) + project analysis, the project - generated traffic 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 7 for the TPO analysis, the project - generated traffic 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 9 for the CEQA analysis, the project - generated traffic 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. As shown in Table 10 for the General Plan Buildout analysis, the project - generated traffic 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. e. 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 11. As previously noted, the project is projected to not have a significant impact at the study area intersections. 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. Figures 2a and 2b illustrate the site plan. Location The project site is located at 328, 332, and 340 Old Newport Boulevard in the City of Newport Beach. The project site currently has access to Old Newport Boulevard and the alley easterly of Old Newport Boulevard adjacent to the project site. Proposed Development The proposed development requests to amend the Land Use Element of the General Plan to increase the floor area ratio (FAR) permitted for the subject sites from 0.5 FAR to 1.0 FAR as follows: 0 Existing Proposed Descriptor General Plan Existing Site General Plan Proposed Site Lot 328: 5,890 sq. ft. Combined: Area 332: 13,314 sq. ft. 25,725 sq. ft. 340: 6,521 sq. ft. (0.59 acres) Total: 25,725 sq. ft. (0.59 acres) Gross 12,862.5 sq. ft. 14,012 sq. ft. 25,725 sq. ft. Commercial: Floor (0.5 FAR) (non - conforming) (1.0 FAR) 23,200 sq. ft. Area (0.9 FAR) Specific 328: 5,000 sq. ft. 23,200 sq. ft. of Uses office medical office 332: 3,012 sq. ft. all medical 340: 5,000 sq. ft. general office 1,000 sq. ft. of residential (0.59 acres) Net Increase General Plan Entitlement 12,862 sq. ft. Net Increase in Development Square Footage 9,188 sq. ft. 0 OVER 30 YEARS OF EXCELLENT SERVICE 10 Figure 1 Project Location Map Harbor Boulevard hS t� e0 P @r ay 18th Street St�P esteem et 17th Street JQ' Z. zsth ♦P, S fjPP r . 16th yJ Industrial Street Way c � v � u � Old Newport Boulevard 0 ro �E Site Hospital Road west Coast High w a `az 0 (SR -1) � b J L PhJ ,�C IP i la` /O O a Legend S� © = Study Area Intersection NTS KUNZMAN ASSOCIATES, INC. 4385/1 OVER 30 YEARS OF EXCELLENT SERVICE 10 Figure 2a Site Plan (Lower Parking) �r 0• o 0 I � o ® f I ® -a I i � I I ® I I O 1 18 14' -0° 19 IA' -0° 19'- ° I I I i I - - I AI 1 Ol fll 1 O _ NTS 4385/2a KUNZMAN ASSOCIATES, INC. OVER 30 YEARS OF EXCELLENT SERVICE it Figure 2b Site Plan (Upper Parking) 0 i I - t i I ® I. Q Q Q I yy 1 A I I � o -s NTS 4385/2b KUNZMAN ASSOCIATES, INC. OVER 30 YEARS OF EXCELLENT SERVICE 12 3. Existing Traffic Conditions The traffic conditions as they exist today are discussed below and illustrated on Figures 3 to 7. Study Area Intersections Pursuant to discussions with the Cities of Newport Beach /Costa Mesa staff, the study area includes the following study area intersections: Newport Beach Intersections: Superior Avenue (NS) at: Hospital Road (EW) West Coast Highway (EW) Placentia Avenue (NS) at: Superior Avenue (EW) Hospital Road (EW) Newport Boulevard (NS) at: Hospital Road (EW) West Coast Highway (EW) Via Lido (EW) 32nd Street (EW) Riverside Avenue (NS) at: West Coast Highway (EW) Tustin Avenue (NS) at: West Coast Highway (EW) Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) Broadway (EW) Harbor Boulevard (EW) 18th Street /Rochester Street (EW) 17th Street (EW) 16th Street (EW) Industrial Way (EW) 13 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 the Year 2003/2007/2008/2009 morning and evening peak hour approach volumes at each study area intersection, in addition to traffic counts obtained by Kunzman Associates, Inc. (see Appendix B). The Year 2003 traffic count is for a non - primary intersection. To account for regional growth on roadways, existing (Year 2009) traffic volumes have been calculated based on a 1 percent annual growth rate. The 1 percent growth rate factor is for designated roadways within the City of Newport Beach. The regional growth rate has been obtained from the Cities of Newport Beach /Costa Mesa. Existing (Year 2009) 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 2009) traffic conditions have been calculated and are shown in Table 1. Existing (Year 2009) Intersection Capacity Utilization worksheets are provided in Appendix C. For existing (Year 2009) traffic conditions, the study area intersections currently operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour 14 Table 1 Existing (Year 2009) Intersection Capacity Utilization and Levels of Service I ICU -LOS = Intersection Capacity Utilization - Level of Service 1 When a right turn lane is designated, the lane can either be striped or unstriped. To function as Bright turn lane, there must be sufficient width for right turning vehicles to travel outside the through lanes. L =Left; T = Through; R =Right; » =Free Right Turn; > = Right Turn Overlap 3 T = Traffic Signal 15 Intersection Approach Lanes Peak Hour Northbound Southbound Eastbound Westbound Traffic ICU -LOS I Intersection Ccntrol3 L T R L T R L T R L T R Morning Evening Newport Beach Intersections Superior Avenue (NS) at: Hospital Road (EW) TS 1 2 0 1 2 0 0 1 0 1.5 0.5 0 0.63 -8 0.43 -A West Coast Highway (EW) TS 1.5 1 0.5 1.5 1.5 2> 2 3 1 1 4 0 0.65 -B 0.73 -C Placentia Avenue (NS) at: Superior Avenue (EW) TS 0.5 1 0.5 1 1 1 1 2 0 1 2 0 0.51 -A 0.57 -A Hospital Road (EW) TS 0.5 0.5 1 1.5 0.5 0 1 2 0 1 2 0 0.44 -A 0.48 -A Newport Boulevard INS) at: Hospital Road (EW) TS 1 3 1 1 3 1 2 1 1 1- 1.5 0.5 0.49 -A 0.58 -A West Coast Highway (EW) TS 0 0 0 2 0 1 0 2 1>> 0 3 1>> 0.83 -D 0.64 -B Via Lido (EW) TS 0 3 1 2 3 0 0 0 0 1 0 2 0.47 -A 0.55 -A 32nd Street (EW) TS 1 2 0 1 2 0 1.5 0.5 1>> 0.5 1.5 1>> 0.43 -A 0.51 -A Riverside Avenue (NS) at: West Coast Highway (EW) TS 0 1 0 0.5 0.5 1> 1 2 0 1 3 1 0.79 -C 0.86 -D Tustin Avenue (NS) at: West Coast Highway (EW) TS 0 1 0 0 1 0 1 2 0 0 2.5 0.5 0.65 -B 0.59 -A Costa Mesa Intersections Newport Boulevard (NS) at: 19th Street (EW) TS 1 4 0 1 2.5 1.5 2.5 1.5 1 1 2.5 1.5> 0.81 -D 0.87 -D Broadway (EW) TS 1 4 0 1 3 1 0.5 0.5 1 1 1 0 0.65 -B 0.67 -B Harbor Boulevard (EW) TS 2 4 0 0 3 0 1 0 2> 0 0 0 0.76 -C 0.91 -E 18th Street /Rochester Street (EW) TS 1 4 0 1 3 1 2 1 1 1 1 0 0.72 -C 0.86 -D 17th Street (EW) TS 1 3.5 0.5 2 3 1 3 1.S 0.5 2 3 1 0.76 -C 0.74 -C 16th Street (EW) TS 1 3 1 1 3 1 0 1 1 0 1 1 0.49 -A 0.51 -A Industrial Way (EW) TS 1 3 0 1 3 0 0.5 0.5 1 1 1 1 0.58 -A 0.56 -A I ICU -LOS = Intersection Capacity Utilization - Level of Service 1 When a right turn lane is designated, the lane can either be striped or unstriped. To function as Bright turn lane, there must be sufficient width for right turning vehicles to travel outside the through lanes. L =Left; T = Through; R =Right; » =Free Right Turn; > = Right Turn Overlap 3 T = Traffic Signal 15 Figure 3 Existing Through Travel Lanes and Intersection Controls Harbor 6D ' 6D Boulevard on j9rh Sri 4D @ 4D PPr 0 7D 2ud`d 18th Street 0 7D 2D -91 2U 7D SrrPPr'rrP�. 17th Street m 4D 4D 6D ,�o I 6D A`P sr srh e` 21.1 16th Industrial 2 Street Way 6D 2U 2U Q v 4D $ a 4D 21.1 a 6D or m Old Newport Boulevard 4p 30 M �o u D 4U 4p Site 5D 4D Hospital 6D � Road 2U W 4D z 7D st Coast Hi hK, 4U�a e. (SR -1) 6D a .-'�' e°�� z y a 4D O SD 5D Sp 6 P•�J �2c2U 5D Q Legend 0 pia m SD 5D 4D 00' Q = Traffic Signal 4 =Through Travel Lanes D =Divided 31V6 e�, 21-1 U =Undivided S�`4U 4D NTS 4385/3 KUNZMAN ASSOCIATES, INC. OVER 30 YEARS or EXCELLENT SERVICE 16 Figure 4 Existing Through Travel Lanes Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ HospItal Road West Coast Highway Superior Avenue Hospital Road Hospital Road Wert Coast Highway Via ❑do ss �g ss a1 n �1 dbbsi 8 =U> 9 21 N 2p5 ll �fA 12 4_p 13 �p 14 Qp dbbsl.s dbbs, dbbsi dbbsl dbbsl dbb�o dbbsl °s°IYP 1�°IYP 1�°IYP 1s°�YP t�°iYP °�hYP °sO�YP us4�YP 1s0�YP Is°iYP us°�YP 05 -QhYP 1�'�YP ts°iYP Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ HospItal Road West Coast Highway Superior Avenue Hospital Road Hospital Road Wert Coast Highway Via ❑do Newport Boulevard/ Riverside Avenue/ Turtln Avenue/ 32nd street West Coast Highway Wert Coast Highway ss �g ss a1 n �1 dbbsi 8 =U> 9 21 N 2p5 ll �fA 12 4_p 13 �p 14 Qp dbbsos dbbsi �bbso dbbsl dbbsi o�bbsa dbbsl us4�YP 1s0�YP Is°iYP us°�YP 05 -QhYP 1�'�YP ts°iYP Newport Boulevard/ Riverside Avenue/ Turtln Avenue/ 32nd street West Coast Highway Wert Coast Highway Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Industrial Way Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 19th Street Broadway Harbor Boulevard Mh Street/Rochester Street KLINZMAN AssocIATES, INC. Intersection reference numbers are in OVER 30 YEARS OF EXCELLENT SERVICE 17 Legend > =Right Turn Overlap >> = Free Right Turn 4385/4 left corner of turning movement boxes. ss �g ss a1 n �1 dbbsi dbb�n �bbsi Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Industrial Way Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 19th Street Broadway Harbor Boulevard Mh Street/Rochester Street KLINZMAN AssocIATES, INC. Intersection reference numbers are in OVER 30 YEARS OF EXCELLENT SERVICE 17 Legend > =Right Turn Overlap >> = Free Right Turn 4385/4 left corner of turning movement boxes. Figure 5 City of Newport Beach General Plan Circulation Element �anu J�4 -ti 1 R .e: t aN4 . Legend 0 ADOPTED INTERCHANGE 0 PROPOSED INTERCHANGE ROUTES REQUIRING FURTHER COORDINATION 0.75 Niles COMMUTER ROADWAY (TWO LANE UNDIVIDED) 324 Idles SECONDARY ROAD (FOUR LANE UNDIVIDED) 16.08 Mils SECONDARY (NOT BUI LT) 020 Niles PRI MARY ROAD (FOUR LANE DIVIDED) 48.84 Miles NTS KLINZMAN /ASSOCIATES, INC. Source: City of Newport Beach OVER 30 YEARS OF EXCELLENT SERVICE 18 1 h � kN I a _ S PRIMARY ROAD •.••°. (NOT BUILT) 3.05 Niles MAJOR ROAD (SIX LANE DIVIDEC) 30.64 Niles EIGHT LANE ROAD (DIVIDED) 2.01 Miles SAN JOAQUIN KILLS TRANSPORTATION CORRIDOR 5.34 Miles ADOPTED FREEWAY ROUTES 4A8 Miles FUTURE FREEWAY EXTENSION 0.75 Miles 4385/5 Figure 6 City of Newport Beach General Plan Roadway Cross - Sections MNCIPAL • 14C (0 LANES DMM) Lag lawon • � (6 LANES DMDED) PRIYAIIY- ]4{'''" (4 LANES DMDED) L SE[OtIDARYB4' (4 LANES UNDNIDED) (2 LANES UNDIVIDED) KLINZMAN ASSOCIATES, INC. Source: City of Newport Beach 4355/6 OVER 30 YEARS OF EXCELLENT SERVICE 19 Figure 7 Existing (Year 2009) Morning Peak Hour Intersection Turning Movement Volumes 506 v v 611 v 15 dbb�61 383 v °m 4 tfi dbbs� 1490 v = 4 17 dbbV1937 671 v D 7379 °� Y P 1243 v 219 I dbb�3 X55 s32 m 4 R '�I55 �76s �9s m 4 7 m,n dJ^ dbb �9 s57 4 4– _ dbbs144 X360 °' a S m g dibbsss4 X28 1` a 6 o db X349 �a2 4 7 dbb4p a 7 sfi 4 D o9°1P 4 < dbbs17 ggP D�°IYP dJbbs9 4-1220 D e1 -?°IYP d! D t979gjP d�dbs2s D ds'Y 0 dbbs0 D 6�°0 4 -1, 0� – D 283= 41 P g� ' 3129 803- -0m^� 33� "' 264 –pc 40�– D 7969 124 -0m�q 199 –=' P 2082 –D 188 eee Odom., 0� 1764 16 --0S21= a 548 1893 –D oo– a 296 coo 106 220– D,e'„^ -R 1598 �+^+,r„ e 0 1301 Superior Avenue/ Superior Avenue/ Placentia Avenue/ PlamMla Avenue/ Newport Boulevard/ Newport Souevard/ Newport Boulevard/ Hospital Road West coast Highway Superior Avenue Hospital Road Hospital Road West Coast Highway Via Ntlo 857 v v v 15 dbb�61 3298 v °m 4 tfi dbbs� 2 v = 4 17 dbbV1937 2627 v D 7379 °� Y P 2894 v 219 8 ° ua Q65 4•-22 R 9 F X67 4-1124 `�– 10 —35 9740 102a 11 a 94 r = X242 "' S 12 - �° �° X159 e°. – 13 20 0 14 � 88 r m X36 dbb�33 4 < dbbs17 4 dJbbs9 4-1220 4 d! 4-170 s33 4 d�dbs2s 4-6 4 0 dbbs0 4-0 4 dbbs9 4-93 4 D 283= 41 P D 3129 P D 423 P D 7969 °I Y P D 39 P D 29 �" 16 --0S21= 1893 –D oo– 1992 –D coo 220– D,e'„^ -R 11–D �+^+,r„ 0--0^n0 102-0-- - eE 7� 4– 1� 5� 2� 453-a "' 59� 912 1 0 3015 2851 3050 2747 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway West Coast Highway 19th Street Broadway Harbor Boulevard 18th Street /Rxhester5treet 2460 v 750 v 1578 v 15 dbb�61 X176 °m 4 tfi dbbs� X40 = 4 17 dbbV1937 X52 !e D 7379 °� Y P D 219 % q P D 929 385��q 32� = 21–D 13� g„ 9740 102a > 1929 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Irwustrial Way KLINZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS OF EXCELLENT SERVICE 20 4385/7 left corner of turning movement boxes. Figure 8 Existing (Year 2009) Evening Peak Hour Intersection Turning Movement Volumes 873 0 1181 0 493 0 5 ,V r R = 107 0 6 " = m 17fi6 0 979 0 d b b x294 ,850 0 41 10 1 dbb°FZ' 4-88 o--0 e 448 4 2 e m -., `" dbbs226 't162 G -1854 4 3 �'e°' dbb�57 X11 4-664 4 4 "' dbb.�108 4-368 X174 4 5 ,,, ° -- dbbsl2, 4-38 4 -178 4 6 ,,, dbbs0 4-407 4 -1823 ° - 4 7 7616 4-471 4-0 s23 a D Os°�gP D 258�'ITq D 943' D 224�°�gID RE D 99�'°gP N- D 293 51 -�' I> D O��qP D 0�4Ig1° " 1373 -4s = 5 0 --D° ° 0 §g - 986 -0N 243 �, m g a 419 -DSNr$ 22 °; 206 --1, 24 p .°,. o 4 135 -D_�� 187 R 1261�o°e 159 3 e 0-p 0 -3 P, = n 702 562 540 v 414 n 2836 n 172 < 1387 n 0 n 1348 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Pla«ntla Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road Wert Coast Highway Superior Avenue Hospital Road Hospital Road Wert Coast Highway Vla We 1335 0 o 5 ,V r R = 4-187 4- 537 6 " = m 4-35 4-77 2831 0 d b b x294 3250 0 41 10 B a 4-108 9 N dbbsu 4-70 4 -2155 `V 4 0 r dbbb0 4-52 4 -2230 4 �gP 210 35 7 4 42� =+y,e e 4 3 88 <11 4-0 4-0 D 4 14 g r dbbs22 4-44 4-120 4 M�924 D 244 �" d q i° D 943' 4� q �D RE to N- D 51 -�' 4� q �D D 112 -s' 27� " 1373 -4s = 5 o � .� ;,, 1376 -p - 20 � e « -- °� O � 568 p .°,. o N Be - -0 63 � n 23 3 562 a. 3216 n 2836 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport BoulevaN/ 32nd Street Wen Coast Highway West Court Highway 19th Street Broadway Harhor Boulevak 18th 3treet/0. «heater Street 2800 o 20.54 0 5 ,V r R = 4-187 4- 537 6 " = m 4-35 4-77 4-92 4-43 d b b x294 4 41 10 4 X32 4 D 639-S'�q(° D 20s�q� [107 �gP 429 -C�a� 42� =+y,e 65a = 11 � C v 1656 n 1792 n 16fi7 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS OF EXCELLENT SERVICE 21 4385/8 left corner of turning movement boxes. 4. Project Traffic The project site is located at 328, 332, and 340 Old Newport Boulevard in the City of Newport Beach. The proposed development requests to amend the Land Use Element of the General Plan to increase the floor area ratio (FAR) permitted for the subject sites from 0.5 FAR to 1.0 FAR as follows: Traffic Generation The traffic generated by the project is determined by multiplying an appropriate trip generation rate by the quantity of land use. Trip generation rates are predicated on the assumption that energy costs, the availability of vehicles to drive, and our life styles remain similar to what we know today. A major change in these variables may affect trip generation rates. 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 traffic generation rates by the land use quantities, the project - generated traffic volumes are determined. Table 2 exhibits the traffic generation rates. The trip generation rates are derived from the Institute of Transportation Engineers, Trip Generation, 8th Edition, 2008. Table 3 shows the project peak hour volumes and project daily traffic volumes. 22 Existing Proposed Descriptor General Plan Existing Site General Plan Proposed Site Lot 328: 5,890 sq. ft. Combined: Area 332: 13,314 sq. ft. 25,725 sq. ft. 340: 6,521 sq. ft. (0.59 acres) Total: 25,725 sq. ft. (0.59 acres) Gross 12,862.5 sq. ft. 14,012 sq. ft. 25,725 sq. ft. Commercial: Floor (0.5 FAR) (non - conforming) (1.0 FAR) 23,200 sq. ft. Area (0.9 FAR) Specific 328: 5,000 sq. ft. 23,200 sq. ft. of Uses office medical office 332: 3,012 sq. ft. all medical 340: 5,000 sq. ft. general office 1,000 sq. ft. of residential (0.59 acres) Net Increase General Plan Entitlement 12,862 sq. ft. Net Increase in Development Square Footage 9,188 sq. ft. Traffic Generation The traffic generated by the project is determined by multiplying an appropriate trip generation rate by the quantity of land use. Trip generation rates are predicated on the assumption that energy costs, the availability of vehicles to drive, and our life styles remain similar to what we know today. A major change in these variables may affect trip generation rates. 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 traffic generation rates by the land use quantities, the project - generated traffic volumes are determined. Table 2 exhibits the traffic generation rates. The trip generation rates are derived from the Institute of Transportation Engineers, Trip Generation, 8th Edition, 2008. Table 3 shows the project peak hour volumes and project daily traffic volumes. 22 The existing site development approval generates a total of approximately 226 daily vehicle trips, 23 of which occur during the morning peak hour and 26 of which occur during the evening peak hour. The proposed project is projected to generate a total of approximately 929 daily vehicle trips, 59 of which would occur during the morning peak hour and 89 of which would occur during the evening peak hour. Based upon the difference in trips generated between the current approval and proposed project, the proposed project is projected to generate a total of approximately 703 more daily vehicle trips, 36 more of which would occur during the morning peak hour and 63 more of which would occur during the evening peak hour. Traffic Distribution and Assignment Traffic 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 %. Traffic assignment is the determination of which specific route development traffic will use, once the generalized traffic distribution is determined. The basic factors affecting route selection are minimum time path and minimum distance path. Figure 9 contains the directional distribution and assignment of the project traffic for the proposed land use. Proiect - Related Traffic Based on the identified traffic generation and distribution, project (net increase) morning and evening peak hour intersection turning movement volumes are shown on Figures 10 and 11, respectively. 23 Table 2 Traffic Generation Rates' Land Use Units' Peak Hour Daily Morning Evening Inbound I Outbound I Total Inbound Outbound I Total Apartment DU 0.10 0.41 0.51 0.40 0.22 0.62 6.65 Office TSF 1.36 0.19 1.55 0.25 1.24 1.49 11.01 Medical Office TSF 1.821 0.481 2.30 0.93 2.53 3.46 36.13 ' Source: Institute of Transportation Engineers, Trio Generation. 8th Edition, 2008, Land Use Categories 220, 710, and 720. 2 DU= Dwelling Units; TSF = Thousand Square Feet 24 Table 3 Project Traffic Generation Land Use Quantity Units' Peak Hour Daily Morning Evening Inbound I Outbound Total Inbound Outbound Total Existing Uses' 1 10.000 3.012 DU TSF TSF 0 14 5 19 0 2 1 4 1 16 7 23 0 3 3 6 0 12 8 20 1 15 10 26 7 110 109 226 Apartment Office Medical Office Total Proposed Use 25.725 TSF 47 12 59 24 65 89 929 Medical Office Difference 1 +28 +8 +36 +18 +45 +63 +703 ' DU = Dwelling Units; TSF = Thousand Square Feet ' The existing site development consists of a total of 14,012 square feet. 25 Figure 9 Project Traffic Distribution 25 ^% Harbor Boulevard 5% 'z9rh SCE Bjo "Pr ay 18th Street 90 ch P r 30% r�aPC SNP 17th Street oe q<1 Q� Ts 5% ¢``ot Sr�PPrh r 16th SJ Industrial 15% Street Way 35% m m c � y c V � N a Qol Old Newport Boulevard 20% 20% Site Hospital 25% 100% Road x ad (SR -1) .A �c ?w e, Ph �y Q 5% ! /aeo 20% Ae` Legend 30 %= Percent To /From Project 5% NTS 4385/9 KUNZMAN ASSOCIATES, INC. OVER 30 YEARS OF EXCELLENT SERVICE 26 Figure 10 Project Morning Peak Hour Intersection Turning Movement Volumes Ov 1 a-p Ov 2 ^p 4v 3 2p 4v �I 4 10v a3 4 0 4 p 0s%YP 0v �p 4 s 7 dbb4-0 sB 4 a�bb�o 4-2 4 0 10 4-0 4 dbb�o 4-0 4 �bbsz 4--z a 4 ° bP dboo0s �bbo 4-0 4 e 2 e 4 0 0 1 0 0 E p os Y P P P p s P ° —� p—p° ° ° ° p ° 0—a 7 v I 0 I p p Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hosphal Road West CCan Highway Superior Avenue Hospital Road Hospital Road Wen Coon Highway Via lido 0 v 7v 4 7v 4 4 p 0s%YP 6 6 Q p P %YP 0 �p 0-0 11 ° 0 -0 2 �0 3 0 4 ° bP dboo0s 0 p 4s%o — 4 4 e 2 e 4 0 0 1 0 0 bv dbnp0—a 4 P Y P P P p s P ° —� ° — ° ° ° ° p ° 0 0 I p p c p Newport Boulevard/ Riverside Avenue/ Tunin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway West Coast Highway 19th Street Broadway Harbor Boulevard 18th Street/Aochener Street By 10v 10v 41 4 �b6�0 4 dbbso 4 p 0s%YP 6 p�%YP P o — %YP o� °-° ° 0-0 °.,° ° 0 -0 °h° 0� 0a 0� e 2 e Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street I&h Street IMurtrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS or EXCELLENT SERVICE 27 4385/10 left corner of turning movement boxes. Figure 11 Project Evening Peak Hour Intersection Turning Movement Volumes 1 0 20 2 v 20 60 20 5 50 11 20 6 6 v 216 2p 20 '• 0 20 0 2 3 dbbsu 5 6 7 dbb�2 4—p a dbso 4-9 a dbb�o 4-0 4 4-0 <11 4-9 4 4-0 4 FH1 0� bb�o 4-0 4 0s %YP ° 0� %YP ° os %YP 590 q21 ° o� %YP ° 0o� %YP o 0� =� o p�o� =� y�oop—°o =�= — 0 0-3 p3 0� 03 0—a 0� 11 11 0� 14 7 n 5 0 0 1 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Road Hospital Road Wert Coast Highway Via Lido Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway Wert Coast Highway 19th Street Broadway 60 60 5 50 11 20 6 50 20 2p 4 0 =0 2 4 dbbsu 4 6 E ° 0� %YP ° 0� dbbsp 4-0 a�.+a dbb�o 4-0 o -0� —= dbb�o 4-0 4 FH1 0� fflo EEO ° 0-9 %Y° 0� %Y° q21 os %YP o 0� =� c 0� =� c 0� =�= 0-3 p3 03 11 11 14 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway Wert Coast Highway 19th Street Broadway Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street Men Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS of EXCELLENT SERVICE 28 Newport Boulevard/ Newport Boulevard/ Harbor Boulevard 18th Street /Rochester Street 4385/11 left corner of turning movement boxes. 60 60 5 6 20 2p dbb�o 4 dbbsu 4 6 E ° 0� %YP ° 0� %YP o °__ o -0� —= 0� 0� c 16 16 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street Men Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS of EXCELLENT SERVICE 28 Newport Boulevard/ Newport Boulevard/ Harbor Boulevard 18th Street /Rochester Street 4385/11 left corner of turning movement boxes. S. Existing (2009) + Project Analysis The existing (Year 2009) + project analysis has been completed for the City of Newport Beach /Costa Mesa study area intersections. 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 2009) + project traffic conditions have been calculated and are shown in Table 4. Existing (Year 2009) + project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 12 and 13, respectively. Existing (Year 2009) + project Intersection Capacity Utilization worksheets are provided in Appendix C. For existing (Year 2009) + 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 intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour As shown in Table 4 for the existing (Year 2009) + project analysis, the project - generated traffic 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. 29 Table 4 Existing (Year 2009) + Project Intersection Capacity Utilization and Levels of Service I 'CU-1-05 = Intersection Gpach, Utilization -Level of Service When a right turn lane is designated, the lane wn either be striped or unstriped. To function as a right turn lane, there must be sufficient width For right turning vehicles up UavN outside the through lanes. L =Left; T= Through; R= Right, » =Free Right Turn;= Right Turn Overlap s TS = TrefFlc Signal OR Peak Hour ICU -LOS" Existing (Year 2009) - Intersection proach Lanes' Northbound Southbound Eastbound Westbound Traffic Existin (Year2009) + Project ICU Increase L T R L T R L T R L T R Morning Evening Morning Evening Morning Evening Intersection Controls Newport Beach Intersections Superior Avenue INS) at: Hospital Road (EW) TS 1 2 0 1 2 0 0 1 0 1.5 0.5 0 0.63 -B 0.43 -A 0.63 -B 0.44 -A +0.000 +0.001 West Coast Highway EW) TS 1.5 1 0.5 1.5 1.5 2> 2 3 1 1 4 0 0.65 -B 0.73 -C 0.65 -B 0.73 -C +0.001 +0.002 Placentia Avenue INS) at: Superior Avenue(EW) TS 0.5 1 0.5 1 1 1 1 2 0 1 2 0 0.51 -A 0.57 -A 0.51 -A 0.57 -A +0.003 +0.000 Hospital Road(EW) TS 0.5 0.5 1 1.5 0.5 0 1 2 0 1 2 0 0.44 -A 0.48 -A 0.44 -A 0.49 -A +0.002 +0.006 Newport Boulevard INS) at: Hospital Road(EW) TS 1 3 1 1 3 1 2 1 1 1 1.5 0.5 0.49 -A 0.58 -A 0.49 -A 0.59 -A +0.008 +0.007 West Coast Highway(EW) TS 0 0 0 2 0 1 0 2 1>> 0 3 1>> 0.83 -D 0.64 -B 0.83 -8 0.64 -B +0.002 +0.001 Via Lido (EW) TS 0 3 1 2 3 0 0 0 0 1 0 2 0.47 -A 0.55 -A 0.47 -A 0.55 -A +0.000 +0.001 32nd Street (EW) TS 1 1 2 0 1 2 0 1.5 0.5 1» 0.5 1.5 1>> 0.43 -A 0.51 -A I 0.43 -A I 0.51 -A 1 +0.000 +0.000 Riverside Avenue INS) at: West Coast Highway EW) TS 0 1 0 0.5 0.5 1> 1 2 0 1 3 1 0.79 -C 0.86 -D 0.79 -C 0.86 -D +0.001 1 +0.001 Tustin Avenue INS) at: West Coast Highway (EW) TS 0 1 0 0 1 0 1 2 0 0 2.5 0.5 0.65 -B 0.59 -A 0.65 -8 0.59 -A +0.000 +0.001 Costa Mesa Intersections Newport Boulevard (NS) at: 19th Street(EW) TS 1 4 0 1 2.5 1.5 2.5 1.5 1 1 2.5 1.5> 0.81 -0 0.87 -D 0.81 -D 0.87 -D +0.001 +0.001 Broadway IEW) TS 1 4 0 1 3 1 0.5 0.5 1 1 1 0 0.65 -B 0.67 -B 0.65 -B 0.67 -3 +0.002 +0.001 Harbor Boulevard (EW) TS 2 4 0 0 3 0 1 0 2> 0 0 0 0.76 -C 0.91 -E 0.76 -C 0.92 -E +0.002 +0.002 18th Street /Rochester Street (EW) TS 1 4 0 1 3 1 2 1 1 1 1 0 0.72 -C 0.86 -D 0.72 -C 0.87 -D +0.002 +0.001 17th Street(EW) TS 1 3.5 0.5 2 3 1 3 1.5 0.5 2 3 1 0.76 -C 0.74 -C 0.76 -C 0.74 -C +0.000 +0.002 16th Street(EW) TS 1 3 1 1 3 1 0 1 1 0 1 1 0.49 -A 0.51 -A 0.49 -A 0.51 -A +0.000 +0.002 Industrial Way(EW) TS 1 3 0 1 3 0 0.5 0.5 1 1 1 1 0.58 -A 0.56 -A 0.58 -A 0.56 -A +0.001 +0.001 I 'CU-1-05 = Intersection Gpach, Utilization -Level of Service When a right turn lane is designated, the lane wn either be striped or unstriped. To function as a right turn lane, there must be sufficient width For right turning vehicles up UavN outside the through lanes. L =Left; T= Through; R= Right, » =Free Right Turn;= Right Turn Overlap s TS = TrefFlc Signal OR Figure 12 Existing (Year 2009) Plus Project Morning Peak Hour Intersection Turning Movement Volumes 506 v 582 v 615 0 5 367 0 16 1500 v = 17 673 v dbbsisz 1243 v dbbr338 1 255 4-0 41 b 2 Y = 2155 4-770 3 m 2g D 4 2361 5 3135 --la 5 271 4-226 ,°„ 6 m Q 2349 4-814 e = 7 �" 2327 4-0 d^ bbs32 4-22 4 dbbs95 4-1 a dbbss, Q-243 a dbbslw 4-145 4 dbbs67 4-6 4 dbb�0 4-0 4 dbb�fi a D O—°YP D 709 -'YP 312 —D D 346 -4pP 42— D 81�"4i�P 798-4 D ,3s0 , -� °- Yg D p- hYP D --D ° YP e 920 m a 9 m 000 265 220 -0r a' r' 0 -0N 0 o 0 211a 4� 33 1� 5,E, 199 2� 454 �, `� 0, 1765 5 0 t n 2833 0 052 1302 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Road Hospital Road West Wart Highway Via ❑do 857 v 385 0 48 0 5 3305 v 16 2690 v = 17 2634 0 dbbsisz 2902 v dbbr338 8 ° 265 41 b 9 < R 267 0 275 D II R'^�° = 2242 5 3135 --la 2 - `" 28 2159 _ 17 g �° 2p o 4 1°.. 236 dbb�33 4-22 4 + dbbs 4-1 41 b 4-1226 0 4 dbs33 4-170 4 dbb�25 4-6 4 0 dbb�D 4-0 4 dbbs9 4-93 4 D 283 -41YP D 312 —D 42— TP D 798-4 tP D 3—qf P D 29 -41pP D 1984 qr ;,1895 -D.^,1994- 000 S 220 -0r 11 -0^+ 0 -0N °; 102 - 4� 1� 5,E, ti 2� 454 �, `� 59� 0 t n 2833 052 2749 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ New Bwltvard/ Sind Sheet Wert Wart Highway Wert Wart Highway 19th Street Broadway Harbor Boulevard 18th Street/Rmhester Street 2486 0 1557 0 1528 5 2176 16 240 = 17 252 dbbsisz 4 dbbr338 4 41 b 3 4 D 737 -41TP D 21 —°GYP D 92-gYP 5 3135 --la L9 - 1 l> - 102 n 19 B o 1932 1940 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Industrial Way KLINZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS or EXCELLENT SERVICE 31 4385/12 left corner of turning movement boxes. Figure 13 Existing (Year 2009) Plus Project Evening Peak Hour Intersection Turning Movement Volumes 871 504 v 62 v 5 ,,, _ = e d b b J715 v 4 16 "'—N' `" 41 d v 7•2 17 9 eJ b 2836 v D 639�'ggP 1852 20�`D 8 8 dbb 288 62n 9 « a dl 270 4 -2159 s11 4 e— a — 252 4 -2234 4 0 =210 4-335 4 , 5 v1, 254 u — 4 6 20 4-0 0 4 7 1 D 182s br b 4-1863 10 bs57 d 4-664 g Y P db bs18 X1 7 q q P D 4-187 q q P d908 b 4-1832 '. 24 —4e1382 27 � n925 4-0 x450 —n $ -221)1 Y 20�r�„n� Q2 4 p—Dneo 569 a BB --i> 63 a x132 4 O 4 dl s23 4 10 P 2 4 e 3 D 99sg a 40 293 2850 D �v P 243� Rm $ 24�^� i U�O o2gY41 R 22 187 159 51 172 139� 2 0 n 1349 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road Wert Coast Highway Superior Avenue Hosptal Road Hospital Road Wert Coast Highway Via Lido 1137 v 504 v 62 v 5 ,,, _ = e d b b J715 v 4 16 "'—N' `" 41 d 2878 v 17 9 eJ b 2836 v D 639�'ggP 3255 v 20�`D 8 8 dbb 2108 62n 9 « a dl 270 4 -2159 s11 4 0 dbb�o 252 4 -2234 4 11 a ."S _ °' a1bb�67 =210 4-335 4 2 — a dbbs40 2101 4-25 u — 4 3 a "' dbbro 20 4-0 0 4 4 = °'' dbbs22 244 ro 4-120 4 D 182s D 244 —a' q p P D 94- 10 D 815s g Y P D 14- q q P D 51� q q P D 272 q Y P '. 24 —4e1382 27 � n925 —Dom« 5 � a1385�o 20 �,. —n $ 212��- 20 —a Y 20�r�„n� Q2 8✓ ., p—Dneo 569 ° « BB --i> 63 a 27a > 23 e 3 0 2573 a 40 3229 2850 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway Wert Coast Highway 19th Street Broadway Harbor Boulevard 18th Street/Rechester Street 2805 v 2060 v 2020 v 5 ,,, _ = e d b b 2187 4- 517 x295 4 16 "'—N' `" 41 d 17 9 eJ b 292 4-43 32 4 D 639�'ggP D 20�`D ]��:77 62n 1872 c I683 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ L,th Street 16th Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS of EXCELLENT SERVICE 32 4385/13 left corner of turning movement boxes. 6. TPO Analysis The Traffic Phasing Ordinance (TPO) analysis is only required for the City of Newport Beach study area intersections. Approved Proiects The City of Newport Beach staff provided the approved projects in the study area for the TPO analysis. The approved projects consist of development that has been approved but are not fully completed (see Table 5 and Appendix D). The approved project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 14 and 15, 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 Traffic Manager and Planning 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 2012 traffic volumes have been calculated based on a 1 percent annual growth rate over a three -year period. The regional growth rate has been obtained from the Cities of Newport Beach /Costa Mesa. "Existing" hereon refers to Year 33 2012 base volumes = Year 2009 existing volumes+ 3% regional growth. The project is expected to open in Year 2011; therefore the traffic analysis is one year after opening year. One - Percent Methodoloev 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. A summary of this TPO comparison is shown within Appendix E. If one - percent of the existing + growth (Year 2012) + approved projects traffic peak hour volumes of each approach is greater than the peak hour project generated approach volumes, no further analysis is required. The one - percent methodology applies only to the City of Newport Beach intersections; however, all of the City of Costa Mesa intersections were analyzed. Existing + growth (Year 2012) + approved projects morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 16 and 17, respectively. Existing + growth (Year 2012) + approved projects + project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 18 and 19, respectively. 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. Comparison of the one - percent of the existing + growth (Year 2012) + approved projects traffic peak hour approach volumes with the project generated peak hour approach volumes resulted in the following City of Newport Beach study area intersections exceeding the one - percent threshold and requiring additional analysis (see Table 6 and Appendix E): Newport Beach Intersections: Placentia Avenue (NS) at: Superior Avenue (EW) — Evening Peak Hour Hospital Road (EW) — Evening Peak Hour Newport Boulevard (NS) at: Hospital Road (EW) — Morning /Evening Peak Hours Intersection Capacity Utilization The technique 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. The Levels of Service for existing + growth (Year 2012) + approved projects traffic conditions have been calculated and are shown in Table 7. Existing + growth (Year 2012) + approved projects 34 Intersection Capacity Utilization worksheets are provided in Appendix C. For existing + growth (Year 2012) + approved 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 intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour The Levels of Service for existing + growth (Year 2012) + approved projects + project traffic conditions have been calculated and are shown in Table 7. Existing + growth (Year 2012) + approved projects + project Intersection Capacity Utilization worksheets are provided in Appendix C. For existing + growth (Year 2012) + approved 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 intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour As shown in Table 7 for the TPO analysis, the project - generated traffic 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. 35 Table 5 Approved Project List Project Name Fashion Island Expansion Temple Bat Yahm Expansion Ciosa - Irvine Project Newport Dunes 1401 Dove Street Hoag Hospital Phase III St. Mark Presbyterian Church Corporate Plaza West Phase Mariner's Mile Gateway OLOA Church Expansion 2300 Newport Boulevard Newport Executive Court Hoag Health Center North Newport Center Santa Barbara Condo (Marriott) 36 Table 6 TPO Analysis One - Percent Threshold r Project traffic is estimated to be equal to or greater than 1% of projected peak hour traffic. Intersection Capacity Utilization analysis is required. 37 Peak Approach Direction' Northbound Southbound Eastbound Westbound Intersection Hour Superior Avenue (NS) at: Hospital Road (EW) AM No No No No PM No No No No West Coast Highway (EW) AM No No No No PM No No No No Placentia Avenue (NS) at: Superior Avenue (EW) AM No No No No PM Yes No No No Hospital Road (EW) AM No No No No PM No No No Yes Newport Road (NS) at: Hospital Road (EW) AM No No Yes Yes PM No No No Yes West Coast Highway (EW) AM No No No No PM No No No No Via Lido (EW) AM No No No No PM No No No No 32nd Street (EW) AM No No No No PM No No No No 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 r Project traffic is estimated to be equal to or greater than 1% of projected peak hour traffic. Intersection Capacity Utilization analysis is required. 37 Table 7 TPO Analysis Intersection Capacity Utilization and Levels of Service ' ICU -LOS= Intersection certary utilization -Level of Service ] when a ,got turn lane is designated, the lane can either be striped or unstripe 1. To function as a right turn lane, there must be sufficient width for right turning vehicles to travel outside the thrpugh lanes. L =Left, T= Through; R= tight;» =Free Right Turn; >= Right Turn overlap aTS :Traffit5i,ral 38 Peak Hour ICU -LOS' Existing +Growth Existing + Growth (Year 2012) + Intersection Approach Lanes° (Year 2012) + Approved Projects Northbound Southbound Eastbound Westbound Traffic Approved Projects +Pro tot ICU Increase L T R L T R L T R L T R Morning Evening Morning Evening Morning Evening Intersection Controls Newport Beach Intersections Superior Avenue INS) at: Hospital Road (EW) TS 1 2 0 1 2 0 0 1 0 1.5 0.5 0 0.64 -8 0.45 -A 0.64 -B 0.45 -A +0.00 +0.00 West Coast Highway (EW) TS 1.5 1 0.5 1.5 1.5 2> 2 3 1 1 4 0 0.67 -B 0.78 -C 1 0.68 -13 0.78 -C +0.01 +0.00 Placentia Avenue INS) at: Superior Avenue (EW) TS 0.5 1 0.5 1 1 1 1 2 0 1 2 0 0.53 -A 0.60 -A 0.53 -A 0.60 -A +0.00 +0.00 Hospital Road (EW) TS 1 0.5 0.5 1 1 1.5 0.5 0 1 2 0 1 1 2 0 0.46 -A 0.53 -A 0.47 -A 0.53 -A +0.01 +0.00 Newport Boulevard INS) at: Hospital Road (EW) TS 1 3 1 1 3 1 2 1 1 1 1.5 0.5 0.51 -A 0.65 -B 0.52 -A 0.65 -B +0.01 +0.00 West Coast Highway (EW) TS 0 0 0 2 0 1 0 2 1» 0 3 1» 0.88 -D 0.69 -13 0.88 -0 0.69 -B +0.00 +0.00 Via Lido (EW) TS 0 3 1 2 3 0 a 0 0 1 0 2 0.47-A 0.55 -A 0.4] -A 0.55 -A +0.00 +0.00 32nd Street (EW) TS 1 2 0 1 2 0 1.5 0.5 1» 0.5 1.5 1» 0.43 -A 0.51 -A 0.43 -A 0.51 -A +0.00 +0.00 Riverside Avenue (NS) at: West Coast Highway (EW) TS 0 1 0 0.5 0.5 1> 1 2 0 1 3 1 0.84 -D 0.90-D 0.84 -D 0.90 -D +0.00 +0.00 Tustin Avenue (NS) at: West Coast Highway (EW) TS 1 0 1 0 1 0 1 0 1 2 0 1 0 2.5 0.5 0.71 -C 0.63 -13 0.71 -C 0.63 -B +0.00 +0.00 Costa Mesa Intersections Newport Boulevard (NS) at: 19th Street (EW) TS 1 4 0 1 2.5 1.5 2.5 1.5 1 1 2.5 1.5> 0.83 -0 0.89 -D 0.83 -D 0.90 -D +0.00 +0.01 Broadway (EW) TS 1 4 0 1 3 1 0.5 0.5 1 1 1 0 0.67 -B 0.69 -B 0.67 -B 0.69.8 +0.00 +0.00 Harbor Boulevard (EW) TS 2 4 0 0 3 0 1 0 2> 0 0 0 0.78 -C 0.94 -E 0.78 -C 0.94-E +0.00 +p.00 18th Street /Rochester Stree TS 1 4 0 1 3 1 2 1 1 1 1 0 0.74 -C 0.89 -D 0.74 -C 0.89 -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 0.78 -C 0.76 -C 0.78 -C 0.76{ +0.00 +000 16th Street (EW) TS 1 3 1 1 3 1 0 1 1 0 1 1 0.51 -A 0.52 -A 0.51 -A 0.52 -A +0.00 +0.00 Industrial Way (EW) TS 1 3 0 1 1 3 0 0.5 0.5 1 1 1 1 0.60-A 0.58 -A 0.60 -A 0.58 -A +0.00 +0.00 ' ICU -LOS= Intersection certary utilization -Level of Service ] when a ,got turn lane is designated, the lane can either be striped or unstripe 1. To function as a right turn lane, there must be sufficient width for right turning vehicles to travel outside the thrpugh lanes. L =Left, T= Through; R= tight;» =Free Right Turn; >= Right Turn overlap aTS :Traffit5i,ral 38 Figure 14 Approved Projects Morning Peak Hour Intersection Turning Movement Volumes Superior Avenue/ Superior Avenue/ Placentia Avenue/ placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road Wert Coast Highway Superior Avenue Hospital Road Hospital Road West CoaA Highway Via Lido 30 0 ^p o 20 9 �1 a 5o 16 I7o 15 i0 74v 4-0 ° 520 �0 ° 70 �0 o 10 11 dbb�o 4-0 0 `< 3 �0 r 4 4 dbb�o 5 =0 0-0 0 't0 e 7 �0 ° o e o 'y Ib 6-p 4 D 1'°IYP 0� 4-42 . D 4 dbb�lz 4-15 4 dbb�ls 4-0 4 ° dAbsa 4-1 4 '� a�bb�o 4-42 4 dbbso 4-0 4 52RP�l °e° 4TY D o "°11P los D o%YP D 12�411P D 0� o� D o�OYP 0 a = == o� ' °0 30 o� - 0-D ^,,. 12 -Dodo 0-D °..� o� 0 0 n 0 0� 0 9� v 0 4� 0� n 0 c 0 n 7 c ?0 n 22 > 72 - 0 22 Superior Avenue/ Superior Avenue/ Placentia Avenue/ placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road Wert Coast Highway Superior Avenue Hospital Road Hospital Road West CoaA Highway Via Lido 30 0 ^p o 20 9 �1 a Oo 16 0o 15 i0 0 4-0 ° 0o �0 ° Oo 14 �0 o 10 11 dbb�o 4-0 4 eb. 2 0 4 bso D os°IYP 4 dbb�o ° °° 4 0-0 °0° 4 bbso 4-0 4 o e o 'y Ib 6-p 4 D 1'°IYP 0� Os 41 D 0 °B�°YP e 0 Ro P D 0J IYP D o�°YP 9� °e° g los ° o� ° =° 0 a = == o� 0� o� o� 0� o� 0 n 0 0 v 0 n 0 c 0 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coart Highway West Caart Highway 19th Street Broadway Harbor Boulevard 18th 6treet/ROChester SSreN 00 00 0- 16 17 15 i0 0 4-0 ° �o abbso 4 dbbso 4 dbb4-0 4 D 0�°YP D o�°IYP D os°IYP ° 0—D ° °° ° 0-0 °0° 0a 0 0� o 0 e 0 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Streit 16th Street irMtrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS OF EXCELLENT SERVICE 39 4385/14 movement boxes. Figure 15 Approved Projects Evening Peak Hour Intersection Turning Movement Volumes I 6°009' 1, 4'+7 ap — e 4 7 9�p dbtol-uJ4 23 3 4-69 s55 t2 o 4 db 4 68 a1 �0 ° 6 28 7 d35 40 4 03 ° D —� 4 g0 ° p °4n Y D 3•°6- �a 32s D ° ° 10s D °X20 a D ° 19 4 -143 4 0� D 0 dbb�o dbli, 3 4 41 0� 6 D 41 D o�� 7� 0� 40 v 9 E 138°°° n 95 g 140-4°°° Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road Went Coast Highway Superior Avenue Hospital Road Hospital Road Wert Coast Highway Via Lid. 14o po 9 23 Oo Q0 t2 po �p ° Oo aD ° 0v a�bbso 4-0 4 a�bbso l0 11 11 4-0 4 D ° ° e e dbbsp 4-139 4 e e e dbb�D 4 -143 4 or It, 4 dbb�o 4 dbli, 0a 4 41 0� 6 D os°IYI° D o�� E 138°°° g 140-4°°° ° 0 0� 0� o� 0� o 0 p o o o Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway Wert Coast Highway 19th Street Bmadway Harbor Boulevard 16th Street /Rochester Street pv v o 16 17 15 �0 a �p ° ap ° a�bbso 4-0 4 a�bbso 4-0 4 dbbso 4-0 4 D ° ° %q ° D -b ° uso�Y ° o o ° n 0a 0a 0� 6 p o Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 36th Street IneWstrial Way KUNZMAN AssocIATES, INC. Intersection reference numbers are in OVER 30 YEARS OF EXCEUENT SERVICE 40 4385/15 left corner of turning movement boxes. Figure 16 Existing + Growth (Year 2012) + Approved Projects Morning Peak Hour Intersection Turning Movement Volumes 5 1 0 7 0 1564 0 5 `� r 4lbbsqo165A o 4 1 05-28 a — i7 n cabb3 723 or p 759 s i l l 1 0' gs39 p4 Y 1 X55 4-0 2 396�g�� = 33— 2 = X155 4-833 — 0 �9 4-258 4 " °' X378 4-145 2057 S m« R 4-225 m 6 `� X349 4-878 0 7 - - 327 R 4-0 dbbs32 s33 4 dbbs95 4 41 6�O '69 4 dbbs111 4 dbbs6s 4 dAb�0 4 dbba6 4 p O� P p 733 �' %pI6 D 42 �'� F8333 D p Bill �� p 209 1�ID p 0- s' %pi6 p 03 I TI6 o Oro °p�111�� 205300— o21fi0�000 0� �40��R� uAt � P083—= - 2192y oeo o a�or }�3 4a 13 — 53 467 �. `" 60� 910 1 n 0 3106 0 1794 555 324 a 128 1711 0 - 1323 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road Weu Coati Highway Superior Avenue Hospital Road Hospital Road West Wan Highway Via lido 0 387 0 1564 0 5 `� r 4lbbsqo165A 3396 0 4 2p 4-36 a — i7 n cabb3 2705 0 p 759 s i l l 2979 gs39 p4 Y 1 94 s X65 2 396�g�� = 33— 9 + °' X68 4 -1250 to mn, = 0 �� 4-1350 it = X250 4-175 2057 a, 1986 < 1994 a — 13 m �0 4-0 0 4 r X37 4-96 s33 4 ebbs,] 4 41 6�O 4 dbbs34 4 4 dbbs0 4 db�9 4 V6:: d Y (D D 312}' %'� D 42 �'� Y � D 822 �"� p � R2� D 309%`r (p D 204 �' %? �� 205300— o21fi0�000 227�R— uAt - 0�<o 105 —D }�3 4a 13 — 53 467 �. `" 60� 910 1 n 0 3106 3141 n 2829 Newport Boulevad/ Riverside Avenue/ Turin Aven ue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevak/ Newport Boulevard/ 32nd Streit West C.9 Highway Wes[ Coast Highway 19th Street Broadway Harbor Boulevard 1ffihS[reet/RocMater Street 54 0 1564 0 5 `� r 4lbbsqo165A X181 4-354 4 2p 4-36 a — i7 n cabb3 X54 4-74 4 p 759 s i l l R gs39 p4 Y 1 94 s 2 396�g�� = 33— = to mn, = 100�g 105- -R 2057 a, 1986 < 1994 Newpon Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 10th Street Industrial Way 4385/16 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 30 YEARS OF EXCELLENT SERVICE 41 Figure 17 Existing + Growth (Year 2012) + Approved Projects Evening Peak Hour Intersection Turning Movement Volumes 942 v 1250 v 4g5 0 464 0 V 16 N � 1879 v a 17 "' 1042 0 [2883 sX3 1885 v bbs54 1 4—Ofi .^e — 2 eIj 4-1977 3 �I ' 4-711 r � 4 a, — 4-174 e 5 'j R 0�—�8 n 6 =III R 4_0 4-0 R 7 A G -011 ` d b b naafi 4 N b b 6226 4 d d b x112 4 Y b b. 116 4 41 b b s121 4 p d b s0 4 Y b b s23 4 D 04 41 Y ID D 290 �' Y P D 2244 YID D 994 p ID D 3126 i0 D 04 � Y I D 04 �° 1052�a�� '12073 451 --1, 2(16 —D �e� -,35 —D1375 j;jt �° ° °° �.e Oho R 2463 `� 223 24° 113 �� 2283 5943 549 v 452 932 205 o J 2638 18 331 a 2920 v 0 n 1362 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Road Hospital Road West Coast Highway Via Lido 1349 v 2113 v a2 0 Q192 4 -553 V 16 N � 2958 0 a 17 "' 2915 v [2883 sX3 3347 v bbs54 X108 4-36 .^e — 4 10 S X54 4-2440 r � 11 a X216 4-345 R IZ — 84-26 X104 — 13 4_0 4-0 ° 14 — R Q X46 a 4-124 3 �19 4 123 4J b D 4 41 b 69 4 dbb'42 4 41 0 4 dbb�23 4 E27 4� ? T D 944 4� Y D 8394 `h q 10 D 154 41 p [0 D 524 % T � D 2804 % Y P �° '12073 °_H 221-3 -R �° °3 �.e 113 �� 5943 932 o J 2638 2708 331 a 2920 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street Wert Coast Highway Wen Coast Highway 19th Street Broadway Harbor Boulevard SBth Street/ROChester Street v 2113 v 2075 Q192 4 -553 V 16 N � a� 479 a 17 "' a94 4-44 [2883 sX3 4 bbs54 4 bbs33 4 41 16 D 214 °I q ID D 844 4I -0 n 43 � � g rg 68 3 123 1103 - 1910 v 1855 v 1717 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street I6th Street Industrial Way 4385/17 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. V VER 30 YEARS OF EXCELLENT SERVICE 42 Figure 18 Existing + Growth (Year 2012) + Approved Project + Project Morning Peak Hour Intersection Turning Movement Volumes 521 0 597 0 620 0 5 404 0 6 1606 v 17 725 0 dbbsic 1250 v db6s39 1 5-55 4-0 dbbs3 2 a 2155 4-835 — 3 m 29 4-258 % q 4 ' °' 2379 4-145 m 5 �'� 231 4-227 - " `" 34-680 20 4-0 o m' 2327 4-0 dbbs32 4 41 bbs9s °—° 4 41 bbs69 4 dbbs159 4 4bbs67 4 dbbso a dbbsfi a D as°YP D 7a3�°�YP Ds°IYP 0 > 6,—gfP 822�1YP D 3s °iYP D 6 "°GYP D °s %fP 0 --0 0 0 20215-0 9 BSI —D m „� � 265 � �+,_„ m 130 ,;; ,°, 2162 -0 0 0 0 0--D 0� 211'^' 33� �' 40� 5�. R 208' _ ,92� 0� e 1795 m 556 a 325 a 128 1716 e 0 1324 - 10 -X91 - 3143 - 2831 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Pl...ia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road Wert Coast Highway Superior Avenue Hospital Road Hospital Road West Coast Highway Via Nda 860 0 387 v 48 - 5 3403 0 6 2769 0 17 2712 v dbbsic 2987 0 db6s39 8 S ++ 265 4-22 dbbs3 9 ++ 206 4 -1256 10 2�r 4 -1356 % q 11 — R = 2250 4 -175 m 2 `" 2163 4-6 ' 3 20 4-0 o 4 237 e 4-96 dbbs33 4 dbb,n °—° 4 �bbs0 4 4�bb�34 4 dbbsz6 a dbbs6 4 �bbs9 4 D 284 �'oIYP D 312�°iYP D 42s° 0 D 822�1YP D 3s °iYP D ��°IYP D 2043`4�YP 9' 0O 2055 --t, g2162�O =o 227�FK2 a 11��mh a 0-9 105 —D!9 7� 4� 1� 5�. R 2-y 468o fi0� n 19 1 - 10 -X91 - 3143 - 2831 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street Wert Chart Highway Wert Coast Highway 19th Street Broadway Harbor Boulevard 18th Street /Rmhester Street 2562 o 1604 0 1574 v 5 2181 6 241 17 254 dbbsic 4 db6s39 4 dbbs3 4 � % q 2D 7996 % ±g N 42 ID = m 100 � � Y � 33, °—° 214� 2059 n 1989 n 1997 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Jth Street 16th Street Industrial Way KUNZMAN AssocIATES, INC. Intersection reference numbers are in u OVER 30 YEARS Of EXCELLENT SERVICE 43 4385/18 left corner of turning movement boxes. Figure 19 Existing + Growth (Year 2012) + Approved Project + Project Evening Peak Hour Intersection Turning Movement Volumes 942 a I o dbbsdso 4-88 4-0 4 ,252 0 2 `° �' `m" ddbazzs 4-162 4-1986 ° 4 498 0 J dbbs„z 4-11 4-733 4 467 0 4 Ve s a�bb�n6 X399 4-176 e 4 1665 0 5 ' ti I dbb�,SZ 4-54 d -187 " 141 1051 0 fi dbbsa 4-487 Q 4 1887 0 7 dl X411 R s23 4 0 03. 4 T IB D 290 �' 4 T ID D 1 224 -` 4 T D 99s 4 ID D 312 T D Os 4 y D 0� 68�g$W 1110 14 r 4-4fi 4 -124 1056 4259 452 14 0 1861 �4�� _� 228-a =�°o V1t66�0 dbbs6s 4 0�� 4 e 743 a 550 4 bbs23 a 459 12s dl T (P > 205 F244 < 1523 D 943` 0 D 8393' 1365 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Plaosmia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road Wert CwstHighway Superior Avenue Hospital Road HospitalRwd West Highway Via lido 1351 o 2119 v v 15 4-192 a 16 2963 v a 17 2 d b b �53oa d b 6 `V 4-IOB e - Q3µ3 4 4-73 4-2363 N 10 '� "' 4-52 4-2444 ^`� „ 2 m 4-21fi 4-345 R 12 4-104 4-26 n - 4-0 a-0 68�g$W 1110 14 r 4-4fi 4 -124 13 m n 1926 0 1861 sn 4 dbb�0 4 dbbs6s 4 dbbs4z 4 dbs0 4 4 bbs23 4 12s dl T (P F244 dl T D 943` 1 T 0 D 8393' %'�' D 153' al T O D 523' dl T D 2803' 1 T 24 --0�� ep 556 -De -- „ 218 -D� 9 21- D,m„�+: 0-c = 90- a3-g, 27, - 20� - 21� H 12� 1 585 ti 64� n 933 23 n 3 2649 a 2719 3325 n 2934 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32M Street Wert Coast Highway West Coast Highway 19th Street Broadway Harbor Boulevard 18th Street/Rochester Street 2866 v 2119 v 2081 0 15 4-192 a 16 4-36 a 17 4-94 d b b �53oa d b s54 4 a� b b Q3µ3 4 D 6583' T D 213' T D 843' 41 T P -- 43 -D��g 12a 68�g$W 1110 n 1926 0 1861 n 1733 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS OF EXCELLENT SERVICE 44 4385/19 left corner of turning movement boxes. 7. CEQA Analysis The California Environmental Quality Act (CEQA) analysis (this part of the analysis is consistent with CEQA) included analysis of the Cities of Newport Beach /Costa Mesa study area intersections. Cumulative Proiects The Cities of Newport Beach /Costa Mesa staff provided the cumulative projects in 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 approved projects consist of development that has been approved but are not fully completed (see Section 5, including Table 5 and Appendix D). The cumulative projects utilized were ones that added traffic to the study area intersections. The cumulative project list is shown in Table 8 and the cumulative project traffic generation is included in Appendix F. Appendix F 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 20 and 21, 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 2012) + approved projects + cumulative projects traffic conditions have been calculated and are shown in Table 9. Existing + growth (Year 2012) + approved projects + cumulative projects morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 22 and 23, respectively. Existing + growth (Year 2012) + approved projects + cumulative projects Intersection Capacity Utilization worksheets are provided in Appendix C. For existing + growth (Year 2012) + 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/F during the peak hours: 45 Newport Beach Intersections: Newport Boulevard (NS) at: West Coast Highway (EW) — Morning Peak Hour Riverside Avenue (NS) at: West Coast Highway (EW) — Evening Peak Hour Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Morning /Evening Peak Hours Harbor Boulevard (EW) - Evening Peak Hour 18th Street /Rochester Street (EW) — Evening Peak Hour The Levels of Service for existing +growth (Year 2012) + approved projects + cumulative projects+ project traffic conditions have been calculated and are shown in Table 9. Existing +growth (Year 2012) + approved projects + cumulative projects + project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 24 and 25, respectively. Existing + growth (Year 2012) + approved projects + cumulative projects + project Intersection Capacity Utilization worksheets are provided in Appendix C. For existing + growth (Year 2012) + 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/F during the peak hours: Newport Beach Intersections: Newport Boulevard (NS) at: West Coast Highway (EW) — Morning Peak Hour Riverside Avenue (NS) at: West Coast Highway (EW) — Evening Peak Hour Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Morning /Evening Peak Hours Harbor Boulevard (EW) - Evening Peak Hour 18th Street /Rochester Street (EW) — Evening Peak Hour As shown in Table 9 for the CEQA analysis, the project - generated traffic 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. 46 Table 8 Cumulative Project List Project Name Newport Coast - TAZ 1 Newport Coast - TAZ 2 Newport Coast - TAZ 3 Newport Coast - TAZ 4 WPI- Newport, LLC Pres Office Building B Mariner's Medical Arts Koll - Conexant Newport Banning Ranch Pacific Medical Plaza Ocean Lofts Westside Lofts Plaza Residences 47 Table 9 CEQA Analysis Intersection Capacity Utilization and Levels of Service I IN- Los= mcersMion UpaRly UtiLnnron.Lc lof ervi¢ when a right turn lane is designates, the lane ran either be striped or undo ped. To tvnRmn as a right turn lane, there must be suf identwiah for rightturnmgaehiae s to travel outside the through lanes. L= Left T- Through; a= flight;» =Fred Rightter, - flight Turn C,erlap; 3= Impruvemem aTa =TraKCSignal 48 Peak Hour ICU-LOS' Existing + Growth Existing + Growth (Year 2012) + (Year 2012) + 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 Morning Evening Morning Evening Morning Evening Intersection Control' Newport Beach Intersections Superior Avenue INS) at: Hospital Road(EW) TS 1 2 0 1 2 0 0 1 0 1.5 0.5 0 0.637 -B 0.454 -A 0.638 -B 0.455 -A +0.001 +0.001 West Coast Highway (EW ) TS 1.5 1 0.5 1.5 1.5 2> 2 3 1 1 4 0 0.686 -13 0.803 -D 0.687 -B 0.805 -D +0.001 +0.002 Placentia Avenue (NS) at: Superior Avenue(EW) TS 0.5 1 0.5 1 1 1 1 2 0 1 2 0 0.522 -A 0.594 -A 0.525 -A 0.594 -A +0.003 +0.000 Hospital Road(EW) TS 0.5 0.5 1 1.5 0.5 0 1 1 2 0 1 2 0 0.464 -A 0.525 -A 0.466 -A 0.530 -A +0.002 +0.005 Newport Boulevard INS) at: Hospital Road(EW) TS 1 3 1 1 3 1 2 1 1 1 1.5 0.5 0.520 -A 0.657 -8 0.528 -A 0.664 -B +0.008 +0.007 West Coast Highway(EW) TS 0 0 0 2 0 1 0 2 1» 0 3 1» 0.905 -E 0.723 -C 0.907 -E 0.724 -C +0.002 +0.001 Via Lido(EW) TS 0 3 1 2 3 0 0 0 0 1 0 2 0.471 -A 0.554 -A 0.471 -A 0.555 -A +0.000 +0.001 32nd Street EW TS 1 2 0 1 2 0 1.5 0.5 1>> 0.5 1.5 I» 0.430 -A 0.511 -A 0.431 -A 0.512 -A +0.001 +0.001 Riverside Avenue (NS) at: West Coast Highway(EW) TS 0 1 0 0.5 0.5 1> 1 2 0 1 31 0.868 -D 0.929 -E 0.869 -D 0.929 -E +0.001 +0.000 Tustin Avenue (NS) at: West Coast Highway(EW) TS 0 1 0 0 1 0 1 2 0 0 2.5 0.5 0.730 -C 0.655 -B 0.731 -C 0.656 -8 '13,001 +0.001 Costa Mesa Intersections Newport Boulevard (NS) at: 19th Street(EW) TS 1 4 0 1 2.5 1.5 2.5 1.5 1 1 2.5 1.5> 0.916 -E 0.986 -E 0.917 -E 0.987 -E +0.001 +0.001 Broadway(EW) TS 1 4 0 1 3 1 0.5 0.5 1 1 1 0 0.704 -C 0.761 -C 0.705 -C 0.761 -C +0.001 +0.000 Harbor Boulevard (EW) TS 2 4 0 0 3 0 1 0 2> 0 0 0 0.827 -D 1.024 -F 0.829 -D 1.026 -F +0.002 *0.002 18th Street /Rochester Street(EW) TS 1 4 0 1 3 1 2 1 1 1 1 0 0.782 -C 0.962 -E 0.784 -C 0.963 -E +0.002 +0.001 17th Street(EW) TS 1 3.5 0.5 2 3 1 3 1.5 0.5 2 3 1 0.857 -0 0.868 -D 0.858 -0 0.871 -D +0.001 +0.003 16th Street(EW) TS 1 3 1 1 3 1 0 1 1 0 1 1 0.594 -A 0.599 -A 0.594 -A 0.603 -B +0.000 +0.004 Industrial Way(EW) I TS 1 1 3 0 1 1 3 0 1 0.5 0.5 1 1 1 1 1 1 0.607 -B 0.588 -A 1 0.607.8 0.590 -A +0.000 +0.002 I IN- Los= mcersMion UpaRly UtiLnnron.Lc lof ervi¢ when a right turn lane is designates, the lane ran either be striped or undo ped. To tvnRmn as a right turn lane, there must be suf identwiah for rightturnmgaehiae s to travel outside the through lanes. L= Left T- Through; a= flight;» =Fred Rightter, - flight Turn C,erlap; 3= Impruvemem aTa =TraKCSignal 48 Figure 20 Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Road Hospital Read West Coast Highway Via Lido 100 �0 210 2 d b to �_i so g a 00 �0 � a 00 4-0 4 0 ° 4 41v 4�0 o- o ° a 370 ,0 -o 2 a 100 7 a�bb�o �o 4 o a 3 ° albbso 4 dbb�o 5 — dAbso 6 dAbs 527 8 dbbso ° -1s IYP ° p%Y° �p 4-138 '- a os9YP OR 4 ° o'%YP a 4 ° o�°IYP a0 ° oQ 4-0 ° o�°YP 54 -D .-00 ; _7 -pees ° p�eee ° a 0 -0e�o ° 54 -0024 %YP ° os°YP ° o �. 0 -Dono 0� 0� 0� one 6� 0� 0�° 0 -p' 03 0� 5 c 0 c 0 v 48 < 0 3 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Road Hospital Read West Coast Highway Via Lido 100 �0 4 0 �p a 4 P 1236 1 o p 127 4I Y P 1680 RE 1680 — 3- o� 1 0 it e 0 dbb�o 12 m dbbs0 13 m dbbs0 t4 b�o 8 dbbso �0 4-0 ° 4 9 dbb�o �p 4-138 '- a �0 4-138 s0 OR 4 �p 4-0 a 4 `t0 4-0 ° 4 a0 0 4 4-0 ° o�°YP ° o�°YP F °YP ° 210sryYP ° o %YP ° os°YP ° o °IYP 0 -Dono 000 one 11 - -p 0�° 0 -p' 03 0� 3� `� Oz 27� 3 n 0 n 0 0 261 261 n 284 284 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway West Coast Highway 19th Street Broadway Harbor Boulevard Seth Street/Rmhester Street 195v 5 dbbs0 �0 4 79v 16 4bbs0 �p a 4 P 1236 Y P p 127 4I Y P RE 17 -pe 0� — 3- o� .A=: 180 c 48 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Industrial Way 4385/20 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 30 YEARS OF EXCELLENT SERVICE 49 Figure 21 Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Road Hospital Road West Chart Highway Via U& 6o -2o Oo 5 FOR 30 _H i6 S e 590 p 17 570 s0 60 dbps18 1 �0 ° 2 �6 a 3 �o 03 ^ 4 20 ° 6 �0 ° 6 �o ° 7 �0 ° d E 4 dbbs0 4-92 4 abbsa 4 a �bbso 4-0 a °o--0 4bbso 4-0 a '; dAbso 4-98 4 dbbso 4-0 a p 091 p tz� %1P ° 0� %YP p 0� %YP p 0� %YP p 0s %YP p 0s %YP ° 03 153p2 2 122�r o 23�ee° p�o°o ° ° 0 -0° r 11fi °�° ^ fi~ 1��° off° '° 0� 1O� 4 10 ° 0 ° 0 ° 295 ° 295 ° 326 ° 31 ° 0 ° 0 ° 57 ° 0 ° to Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Road Hospital Road West Chart Highway Via U& 6o Oe Oo 5 FOR 30 _H i6 S e 3360 p 17 3360 s0 5� dbps18 8 vo �0 ° 9 �p 4-125 N 10 �0 4-125 ; 11 « 2 = 12 � �0 ° 13 � 2p 4-0 ° 14 �p ° b4-0 so 4 dbbso 4 dbb�o 4 ° dbb�o "1 4 ° dbbso 4-0 4 4�bbs0 4 dbb�o a p 091 p 0s p O" 1 86—e' %YP 1 0-s %YP p 0-s%YP p 0� %YP ° U� °o° 03 153p2 ° °° f 1533 $ ° °�° 1��° off° '° 1O� 0-a 10 ° 0 ° 0 ° 295 ° 295 ° 326 ° 326 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Bouleva rd/ Newport Boulevard/ 32nd Street West Coast Highway West Coast Highway 19th Street Broadway 34fi o 186 0 5 FOR X101 4-21 _H i6 S e �p 4-4 p 17 s0 4 dbps18 4 p 84� 1 87� p E�57 I40 ° 56 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS Or EXCELLENT SERVICE 50 Newport Boulevard/ Newport Boulevard/ Harbor Boulevard 18th Sereetlaocheaver Street 4385/21 left corner of turning movement boxes. Figure 22 Existing + Growth (Year 2012) + Approved Projects + Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes 542 0 618 v 616 0 15 b 400 0 4 6 w"° al 1637 0 4 n 4 i 4 760 0 D 882 1260 v o "' 0! b X55 o--0 32 m 4 2° r " d b bs95 X152 0-942 m = 14 3 '� m IJ b �g 4-279 69 "' 4 4 — 1) to X378 4-145 xI159 m �° 4 X26 4-115 �65 �' 4 6 r A ° e d b X349 0-964 = 4 7 I X327 q 4 S m ° 4 b D 0 730 D 346 � D 81 2 Y �zfi 0 D 0 dbb�9 KR 2074 —p 235 o0 g 312— 8 25 33 D 423- 40 D 1032 —p Y P 24 208 3s q P 2210 --0 198 ° I °O ° 02640—D 0 °IRY6 204 �` f 2132 ° ° — 2239 ° °° ,� 238�N 1786 11�n n 324 n 128 n 1759 < 0 1326 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Road Hospital Road West Coart Highway Via Lido 670 0 387 0 48 0 15 b 3581 0 4 6 w"° al 29.M1 0 4 n 4 i 4 2873 0 D 882 3174 0 8 X65 9 e °' X68 4-1388 = 10 X35 4-1488 n = 11 = X250 4-175 ° 12 "' X163 o--6 a _ 13 a0 4-0 ° 14 _ n X37 4-96 dbbsn 4 dbb�o 4 dbb�3a 4 �zfi 4 b 4 dbb�9 KR D 312— p P D 423- al p P D 1032 —p Y P D 3s q P D 30 �' q P D 204 �` f 2132 ° ° — 2239 ° °° ,� 238�N 11�n a O�q 105— Dsg 4� 1� — BZ, 2� 494 `" 60� I 0 e 3387 3196 a 3425 a 3113 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway West Coast Highway 19th Street Broadway Harbor Boulevard 18th street /Rxhoster Street 2 74� 9 1673 a 1160.<5 v 15 b X181 s165 4 6 w"° al -41 s39 4 n 4 i 4 Il 61 D 882 D 14 94 3 3 g �3 25 14� ��P 00 --l> 05 —R b 4 201 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th street IMustrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS OF EXCELLENT SERVICE 51 4385/22 left corner of turning movement boxes. Figure 23 Existing + Growth (Year 2012) + Approved Projects + Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes 9 v 1246 0 49 0 IS 464 0 16 _ 1978 v s 17 '� 1099 0 s3a3 1891 v dbbs72 1 288 e _ 4 Z `�' 21fiB 4 3 211 4 -729 ,� 0 4 "' - =392 4 -174 m `° 5 - W 278 d-17B - 4 6 20 4-0 4 7 = 2411 X 4-0 ° d b b x448 4 d b b 6226 4 di b b x112 4 d b b �16 4 d b b x,121 4 dl v b D 2eo� d b b s23 4 Os % q P D 702 �" % q D 2246 % p 0 D 99� 2g 21- 02g,;,� 123 D 03 ]497 00-Do _+ 942 � 1174 -D mR� 482 -41 3 20fi��e_ ,� 135�� 1491 3638 003 3246 - 2623 223 243 2283 -= 1703 0765 580 a 452 0 205 v 1575 e 1772 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coal[ Highway Superior Avenue Hospital Road Hospital Road West Coast Highway Via Lida 1355 0 F9-=- 02 0 IS 4383 v 16 _ 3294 v s 17 '� 3251 e, s3a3 3692 v dbbs72 8 o ^ dbb�l9 =IOB 4-36 e _ 4 3 r _ d]bbsu 271 4-2484 4 10 "' dbbsG 252 X2565 �_ `�' 4 11 ., ^c = + °�' dbbs69 2216 4-356 a 4 12 '-'- $ dbbs4z 2104 4-26 - 4 13 S dbbs0 20 4-0 4 14 a =+= 41 b 2q6 4-124 - 23 4 D 182 = q Y D 244 '% j` �D D 94s p D 925 ' f D ISM q q D 523' 41 Y D 2eo� °I Y P 24�� 273 °° �- �1705�o�r = 53 °1710 - 203 0 -� $ = 221 -0�°S 123 2g 21- 02g,;,� 123 0-D 5943 °,�„o °�' 90--D 643 _+ 942 7--23— 3 a. 3003 3638 3246 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway Wert Coast Highway Vth Street Broadway 3229 0 2299 v 2134 v IS 2293 16 _ 236 4-83 s 17 '� 294 F 4-44 s3a3 4 dbbs72 4 dbbs73 4 L444-574 q p D 108 �" q D 84 �' a ;g �- $ - 44 -0 N11 _m 1° ^m 123 1103 2050 a. 1901 < 1774 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS OF EXCELLENT SERVICE 52 Newport Boulevard/ Newport Boulevard/ Harbor Boulevard 18th Street/umiester Street 4385/23 left corner of turning movement boxes. Figure 24 Existing + Growth (Year 2012) + Approved Projects + Cumulative Projects + Project Morning Peak Hour Intersection Turning Movement Volumes o 0 62 0 IS }588 0 a 16 _X. 1 47 0 - 17 ti R 76 0 s,ss 3182 0 e b b 1 e '� `„ 4I 4-55 4-0 m F2-1-1:- 4'152 4-943 °, - 3 m 19 4 -279 M - 4 � - °' 4-379 4-145 9; ° 5 m., a 231 G -227 � "' 6 R o" 4-349 �s65 = 14 a, 4-327 � 4-0 b b s32 4 b b s95 4 b b sss 4 al b b 6159 4 d b b. 67 4 alb 0 s0 4 dbb0 s6 4 0 0� 4i Y I6 0 730 Qi T I° 0 346= Qi I6 0 81s al Y 0 209 % p 0 03' l Y I 30s T al 0--0 o r ° 2079 --0 ;_ < 825-0 W ,p, a 265 �+ 23B�yrm 130-0 5;j = 0 2216 -D o 0 0 0�„$0 0� = 235 , -`"'- - 33� `" 40� 208�'�' 198 2� 495 1 887 n 562 0 325 1 128 e 0 n 1766 3389 2 0 n 1327 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Read Hospital Road West coast Highway Via Lido Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway West coast Highway 19th Street Broadway Harbor Boulevard 10th Street /Rochester Street 770 387 0 48 o IS }588 0 a 16 _X. 2937 v - 17 ti R 2880 e, s,ss 3182 0 e b b s39 4 <1i 9 + +>`' 268 4 -1394 a = 10 235 4-1494 M - 1I 4 -250 a -175 9; ° 12 m 25-0 a - 13 m �0 0 14 a, 237 e 4-96 _ 14� dbbsn =' 4 �Ibb�o a dbbs34 a dbb4 d�o 4 dbb0 R 3123' Y 0 42s T 0 1852 �" q D 33' E�3'198 D 30s Y P 204 2134 00- 2241 -0000 23B�yrm "�+ _ It -0 0�„$0 105 -V--- 4� 1� 8, 2� 495 1 e 0 3389 > J427 3115 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street West Coast Highway West coast Highway 19th Street Broadway Harbor Boulevard 10th Street /Rochester Street 770 16830 11 0 IS 2181 4-351 a 16 _X. 4-41 4-36 - 17 ti R 254 n 4-74 s,ss 4 e b b s39 4 <1i �3 4 t413-41 q D 1493' q P 94� g�o 25-0 e+„3� 100 -0 = _ 14� 105 =' 22 0 v 2037 ^ 2044 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Industrlal Way 4385/24 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 30 YEARS OF EXCELLEW SERVICE 53 Figure 25 Existing + Growth (Year 2012) + Approved Projects + Cumulative Projects + Project Evening Peak Hour Intersection Turning Movement Volumes Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Road Hospital Road West Chart Highway Via Lido 1357 0 1249 0 498 0 15 4J 4 467 0 E 4 16 - g J b* 1944 0 B; 4 17 d b b 1108 0 >1 742- % q P 1893 c 1093' B ° ^ 2106 84- 2 273 3 211 4-729 Q 4 "' - 2399 4-176 a 5- F, = 254 4-187 n = 2487 4-2011 °° 7 n 2411 X 4-0 dbbs,9 4-36 d A A b .x112 4 d b x116 4 dd 1 b x132 4 b s-0 4 A b s23 4 R76 D 302 �' ]4�-207fl D 224— % P D 9 P D 3126 P D 03' 4 P D 0^- 4 dbbs23 4 D 102 — 1262 D « 422 � m R 224 _� � n D 915- � D 1170 0 0 o U 52— °I Y P D 2&3— - ^ 24 -C}�'° � X1714 -bE2 � X1719 -9 228 � t2 - y $ 21�H�� 0-D m_,:;° d 90�f�,°„ n 459 - v 205 - 1580 = e 0 N 1373 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Coast Highway Superior Avenue Hospital Road Hospital Road West Chart Highway Via Lido 1357 0 2305 0 82 0 15 4J 4 4368 0 E 4 16 - g J b* 3298 0 B; 4 17 d b b 3255 0 >1 742- % q P 36 1093' B ° ^ 2106 84- 9 8 273 `�" 10 r 252 Q II ., $ 2116 a 12 - S 2104 - _ I3 20 ,< _ o, X W 246 a - dbbs,9 4-36 .� dlIb. 4-2487 4-256B += 4-356 41 4-26 dbba-a 4-0 4-,24 4 11 4 dbbs6 4 d1bs69 4 b 42 4 4 dbbs23 4 D 102 — ° Y P D 244— of q P D 94— a P D 915- 41 q P D 15s Y P D 52— °I Y P D 2&3— ^ 24 -C}�'° X1714 -bE2 X1719 -9 ° -� ^,�' 221 -4 y $ 21�H�� 0-D m_,:;° d 90�f�,°„ 27- - 5 -- - 20� = 22, N 12� °' 44�e' + ` 64� 0 943 23 3 2944 3014 3651 3259 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street Wert Coast Highway Wert Coast Highway 19th Street Broatlway Harbor Boulevard 18th Street /Rochester street 3234 v 2305 0 2141 0 15 4J 4 2293 3044 E 4 16 - g J b* 276 s72 B; 4 17 d b b 294 FZ s33 4 >1 742- % q P D 1093' 41 q P D 84- Y P 443 -D 67 -�$° 44 -D 123 = 60 s m - n 2066 0 1917 n 1789 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 171h Street 16th Street Industrial Way 4355/25 KLINZMAN ASSOCIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 30 YEARS or EXCELLENT SERVICE 54 8. General Plan Buildout Analysis The General Plan Buildout traffic volumes have been obtained from the Cities of Newport Beach /Costa Mesa. The General Plan Buildout analysis has been completed for the City of Newport Beach /Costa Mesa study area intersections. Traffic Generation The traffic generated by the project is determined by multiplying an appropriate trip generation rate by the quantity of land use. Trip generation rates are predicated on the assumption that energy costs, the availability of vehicles to drive, and our life styles remain similar to what we know today. A major change in these variables may affect trip generation rates. 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 use. By multiplying the traffic generation rates by the land use quantity, the project - generated traffic volumes are determined. The trip generation rates are derived from the Institute of Transportation Engineers, Trip Generation. 8th Edition, 2008 (see Table 2). As shown below, the existing General Plan assumes 12,862.5 square feet of medical office and the proposed General Plan is projected for 25,725 square feet of medical office. The difference has been assigned for General Plan with project traffic conditions. 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 General Plan Buildout without project traffic conditions have been calculated and are shown in Table 10. General Plan Buildout without project morning and evening peak hour intersection turning movement volumes have been calculated and are shown 55 Peak Hour Morning Evening Land Use Inbound Outbound Total Inbound I Outbound Total Daily Existing Medical Office 23 6 29 12 33 45 465 Proposed Medical Office 47 12 59 24 65 89 929 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 General Plan Buildout without project traffic conditions have been calculated and are shown in Table 10. General Plan Buildout without project morning and evening peak hour intersection turning movement volumes have been calculated and are shown 55 on Figures 26 and 27, respectively. General Plan Buildout without project Intersection Capacity Utilization worksheets are provided in Appendix C. For General Plan Buildout without 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/F during the peak hours: Newport Beach Intersections: Riverside Avenue (NS) at: West Coast Highway (EW) — Morning /Evening Peak Hours Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Evening Peak Hour Harbor Boulevard (EW) — Morning /Evening Peak Hours 18th Street /Rochester Street (EW) — Evening Peak Hour 17th Street (EW)— Morning /Evening Peak Hours The Levels of Service for General Plan Buildout with project traffic conditions have been calculated and are shown in Table 10. General Plan Buildout with project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 28 and 29, respectively. General Plan Buildout with project Intersection Capacity Utilization worksheets are provided in Appendix C. For General Plan Buildout with 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/F during the peak hours: Newport Beach Intersections: Riverside Avenue (NS) at: West Coast Highway (EW) — Morning /Evening Peak Hours Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Evening Peak Hour Harbor Boulevard (EW) — Morning /Evening Peak Hours 18th Street /Rochester Street (EW) — Evening Peak Hour 17th Street (EW) — Morning /Evening Peak Hours As shown in Table 10 for the General Plan Buildout analysis, the project - generated traffic did not result in a significant impact at the study area intersections (increase of one - percent or more at a RE 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. 57 Table 10 General Plan Buildout Analysis Intersection Capacity Utilization and Levels of Service ' I CU-LOS = Intersedion Capacity Utilization - Level of service a When a right turn lane Is designated, the lane an either bas striped or vnstriped. To function as a right turn lane, there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T= Through; R = Right, -= Free flight Turn; >= Right Turn Overlap; l = Improvement aTS = Trafficsignal 58 Peak Hour ICU -LOS' General Plan General Plan Intersection Approach Lanes' Buildout Buildout Northbound Southbound Eastbound Westbound Traffic Without Project With Project ICU Increase L T R L T R L T R L T R Morning Evening Morning Evening Morning Evening Intersection Control' Newport Beach Intersections Superior Avenue INS) at: Hospital Road (EW) TS 1 2 0 1 2 0 0 1 0 1.5 0.5 0 N/A N/A N/A N/A N/A N/A West Coast Highway (EW TS 1.5 1 0.5 1.5 1.5 2> 2 3 1 1 4 0 0.898 -1) 0.750 -C 0.900 -D 0.751 -C +0.002 +0.001 Placentia Avenue (NS) at: Superior Avenue EW) TS 0.5 1 0.5 1 1 1 1 2 0 1 2 0 0.597 -A 0.487 -A 0.599 -A 0.489 -A +0.002 +0.002 Hospital Road EW) TS 0.5 0.5 1 1.5 0.5 0 1 2 0 1 2 0 N/A N/A N/A N/A N/A N/A Newport Boulevard INS) at: Hospital Road EW) TS 1 3 1 1 3 1 2 1 1 1 1.5 0.5 0.760 -C 0.850 -D 0.770 -C 0.856 -D +0.010 +0.006 West Coast Highway (EW) TS 0 0 0 2 0 1 0 2 1>> 0 3 1» 0.844 -D 0.735 -C 0.846 -D 0.737 -C +0.002 +0.002 Via Lido (EW) TS 0 3 1 2 3 0 0 0 0 1 0 2 0.640 -B 0.498 -A 0.640 -B 0.491 +0.000 +0.000 32nd Street EW TS 1 2 0 1 2 0 1.5 0.5 1>> 0.5 1.5 1>> 0.587 -A 0.672 -B 0.588 -A 0.673 -B +0.001 +0.001 Riverside Avenue (NS) at: West Coast Highway (EW) TS 0 1 0 0.5 0.5 1> 1 2 0 1 3 1 1.0844 1.083 -F 1.0854 1.0844 +0.001 +0.001 Tustin Avenue (NS) at: West Coast Highway (EW) TS 0 1 0 0 1 0 1 2 0 0 2.5 0.5 0.875 -D 0.788 -C 0.875 -1) 0.788 -C 1 +0.000 +0.000 Costa Mesa Intersections Newport Boulevard (NS) at: 19th Street (EW) TS 1 4 0 1 2.5 1.5 2.5 1.5 1 1 2.5 1.5> 0.813 -D 1.061 -F 0.814 -D 1.062 -F +0.001 +0.001 Broadway (EW) TS 1 4 0 1 3 1 0.5 0.5 1 1 1 0 0.765 -C 0.863 -D 0.765 -C 0.863 -D +0.000 +0.000 Harbor Boulevard (EW) 75 2 4 0 0 3 0 1 0 2> 0 0 0 0.970E 1.292 -F 0.91 1.293 -F +0.002 +0.001 18th Street/Rochester Stree TS 1 4 0 1 3 1 2 1 1 1 1 0 0.836 -D 1.121 -F 0.837 -D 1.122 -F +0.001 +0.001 17th Street EW) TS 1 3.5 O.S 2 3 1 3 1.5 0.5 2 3 1 1.001 -F 0.979 -E 1.001 -F 0.982 -E +0.000 +0.003 16th Street (EW) 75 1 3 1 1 3 1 0 1 1 0 1 1 0.629 -B 0.677 -B 0.629 -B 0.679 -B +0.000 +0.002 Industrial Way (EW) TS 1 3 0 1 3 0 0.5 0.5 1 1 1 1 0.604 -B. 0.527 -A 0.605 -8 0.528 -A +0.001 +0.001 ' I CU-LOS = Intersedion Capacity Utilization - Level of service a When a right turn lane Is designated, the lane an either bas striped or vnstriped. To function as a right turn lane, there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T= Through; R = Right, -= Free flight Turn; >= Right Turn Overlap; l = Improvement aTS = Trafficsignal 58 Figure 26 General Plan Buildout Without Project Morning Peak Hour Intersection Turning Movement Volumes 506 0 260 0 70 v 383 0 - 16 ry R m 1590 0 P7- °m °' g 810 0 43 1080 0 alb losa57 1 255 s32 4 2 R dl b b. 4-240 4-560 120 $ - 4 10 3 R 42 Y P N b 10 4-360 4-145 d'144 4 5 41 b b 4-20 4-250 4 -50 .°v �' 4 6 Si dl b b 4-890 4-930 s0 ,°, m 4 N 4, b 630 4 dbbs50 P D 500 4— 680 4 o abbso M47 D 81�' %YP D 1-1YP dbbs50 ' o�d�YP 4 D on26600�$°� 4-0 4 D 430 �" � Y P D 220— d) 2��P.,= ,° BO��o 774 � 32090000° D 20 �� Y P D 40 s °� Y P Me_ $ �� 2�p�a °° N�io�cco 1764 0 840 0 a 105 c 2460 < o c 1920 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road Wert coast Highway Superior Avenue Hospital Road Hospital Road West coast Highway Via Lido 920 a 470 0 70 v 3150 0 - 16 ry R m 2754 0 P7- °m °' g 2784 0 43 4 alb losa57 6 R R R a 41b10, 9 0 ° ME 10 10 3 R 42 Y P 11 « R 90�" 41 Y P 12 ° R P 13 3 N � � ° 100 ,°„ dbbs50 4-50 a bbs10 4— 680 4 o abbso 4-1690 4 dbbs20 4-251 4 dbbs50 4— 00 4 ° ddbso 4-0 4 D 430 �" � Y P D 220— d) D 110 — D 774 � 1 T r D 20 �� Y P D 40 s °� Y P Me_ $ �� 2�p�a °° N�io�cco 0 180�e � 3 1U3° R 658�R i° " 122U < 10 v 10 3743 3fi23 04034 Newport Boulevard/ RNerside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ 32nd street West Coast Highway West Coast Highway 19th Street Broadway Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th street 16th Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in u OVER 30 YEARS of EXCELLENT SERVICE 59 NHarbbort / Boulevard 18th Streetet/Rocitester Street 4385/26 left corner of turning movement boxes. 1867 0 91 e 5 7 - 16 ry R m 4-50 4-31 P7- °m °' g �� o-70 43 4 alb losa57 a 41b10, 10 4 ME 10 D 42 Y P D 90�" 41 Y P P 37 -D � � 3 100 ,°„ 13� 50� 33 a 2446 < 2021 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th street 16th Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in u OVER 30 YEARS of EXCELLENT SERVICE 59 NHarbbort / Boulevard 18th Streetet/Rocitester Street 4385/26 left corner of turning movement boxes. Figure 27 General Plan Buildout Without Project Evening Peak Hour Intersection Turning Movement Volumes 87} 0 1p40 v 510 o 15 8 S o 41 b qp7 0 4 16 ;; >`' dbbs74 2740 v 4 17 ° 8 4Jbbsm 1180 0 D 6903'4YP 2140 0 40s°IYP 1 a he 8 2$§ 8 2000 h 3 R°° a -710 R 4 R 4-174° 5 g R° 4 -250 "' e o °4-23 0 %+ 7 4 -020 ` dbbs446 30 a dbb�27o 4 25920 4 albb4s3o 4 -2660 a dlbbs108 4 dbbs210 4-30 4 4l161spop4 4-0 4 dbb�lo 4 D -0M7O2 Y P D 3403 `1 Y P D 130 D 11s `1 10 D 1405 D 50� D 0s I Y P D Os IYP ° o °° $1440 ° °o IY10 � °4 439 —b IYP RP8 8 206 gt § 210- IYP -- 20�°D 16.1 I°O O 0� -290 ^., 30�g 928a 0 900 a 40 n 10 v fi9p a 3954 3784 v 17 n 1490 n 0 1 1 1 1020 Superior Avenue/ Superior Avenue/ Placentia Avenue/ Placenia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ HospHe Road Wert Coast Highway Superior Avenue Hospital Road Hospital Road Wert Coast Highway Via Lido F1790 0 520 0 110 0 15 8 S o 41 b 225 4-460 316 4 16 ;; >`' dbbs74 3$90 0 4 17 ° 8 4Jbbsm 3430 v D 6903'4YP 4298 v 40s°IYP 8. o 84-50 `L220 8 9 S = 2� 8 10 8 `x110 R 12 g' 2170 0 2430 13 S 20 ° 14 ° $$ 3 $ 21� dl 30 4 dbbs10 4 25920 4 dbb'o 4 -2660 4 dbbs50 4-30 4 0 dbb�o 4-0 4 dbbs20 4-150 4 D 1603' Y P D 3403 `1 Y P D 160 °� Y P w D 203' °� Y P D 50� °� Y P D 250 I Y P «2210�� °° 2010�v ° °o 8 °'170a °Y9 20�°D 30�g 928a 0 900 a 40 n 10 n 3195 a 3954 3784 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street Wen Coast Highway Wen Coast Highway 19th Street Broadway Harbor Boulevard "h Street /Rochester Street 3546 0 2422 v 2159 0 15 8 S o 41 b 225 4-460 316 4 16 ;; >`' dbbs74 2195 4-60 4 17 ° 8 4Jbbsm 4-60 T 4 D 6903'4YP D 40s°IYP D 40sgYP r O>4��"' S�e,sv, g 3088 0 2430 7Z 2286 a 1900 Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 17th Street 16th Street Industrial Way 4385/27 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 30 YEARS of EXCELLENT SERVICE 60 Figure 28 General Plan Buildout With Project Morning Peak Hour Intersection Turning Movement Volumes 506 0 470 0 583 0 15 386 a 0 - 16 "' ^ °' 1598 0 17 R °' g 811 v albbs344 1060 0 dbb I i55 4 4-240 „' = 4 3 $ ° 4-20 = 4 4 _ _ 4-361 3 6 R' y; '122 12 "' 6 4-890 m - 7 ayU d- bbs32 4-0 4 [665 4-561 s12o 4 db6s30 4-240 4 dbbs144 a -145 4 4lbbs52 a -251 4 o 4lbo, 4-931 a - bbs3o a-0 4 0s %YP 2681�ooe 10� %YP D u0s %YP D 81s %YP D Iwo %YP D 6s %YP D 6- 70--D 5010 ROR oR-_R 2 960 2w� -R^ e' J��g� e20550�000 01765 3745 4036 n 3936 -1oRR c 641 - 371 106 2466 -Z 0 v 1921 Superior Avenue/ Superior Avenue/ Plaoudia Avenue/ Placentia Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road Wert Coast Highway Superior Avenue Hospital Road Hospital Road West Coast Highway Via Lido 920 0 470 0 70 0 15 3164 0 0 - 16 "' ^ °' 2760 0 17 R °' g PH-HE albbs344 3459 0 dbb 8 R R 3 dbbsso 4-200 4-50 4 9 o '� dbsl0 Q40 4-1685 „' = 4 10 3 e R 4bbso 4-40 4 -1695 = 4 11 g r ° dbbszo 4-110 4-251 4 12 2° R dbb m 37 -0 , 3 « = dbbs0 �0 4-0 o 4 14 g ^`+ -' 4Ibb�20 X60 R 4-50 4 D 430 %YP D Y20�' %YP D 110 -8 %YP D 774 — %YP D 20s d::24 D 40ssi P D 200 R 40 -D 20� RJR e `" 2681�ooe 10� ^2651 "' 10� 000 - 187 -DS<o - 70� � 70 -0R l0a " 0-D 659 a..,o 70--D 5010 ROR c 10 3745 4036 n 3936 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport BoulevaN/ Newport Boulevard!/ Newport Boulevard/ 32nd street West Coast Highway West coast Mighwry 19th Street Broadway Harbor Boulevard! 18th Stree,Zheater Street 3219 0 1875 2099 0 15 ^395 4 -287 0 - 16 "' ^ °' 17 R °' g 4-50 4-70 - albbs344 4 dbb 4lbbsm 4 D 810 %YP D 12s !2448 D 90�' %YP ^� 241 --0gs8 m 37 -0 100�Rm� - 16� 13� 50� a 2435 n 2023 Newport Boulevard/ Newpon Boulevard/ Newport Boulevard/ 17th Street 18th Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 YEARS of EXCELLENT SERVICE 61 4385/28 left corner of turning movement boxes. Figure 29 General Plan Buildout With Project Evening Peak Hour Intersection Turning Movement Volumes Superior Avenue/ Superior Avenue/ PlamMia Avenue/ placards Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Cart Highway Superior Avenue Hospital Road Hospital Road West Coati Highway Via use 1792 v 1042 v l 0 5 g db- b�ml qp 0 0 4 6 ? "' `" dbb�7+ 44 0 4 17 s R dbbsm „ 7 0 D 690 s% Y 14 v 46 �"1 0 0 « dbbs3o 4-86 4 2 & S 4-2W 4-2717 m _ 3 R 4-10 4-710 4 4 4-313 4-176 �° 5 R a ` 4-122 4-257 � 4 6 0 ,� ^ 4-1350 4-2307 e^, R 1 r° 4-420 R 4-0 dAb4-0 s450 4 dAbs270 10 4 dbbs3o D 4 dbbsme D 4 dbbs216 D 4 dbbso D 4 dlbsl6 4 D 0�°iYID D 50�"4iYID 2077 10 D 130�"�YID 160��g D mss° YID D 140�'41YID D 0 GYP D 0 �°�11D �^+ 0 -D °gng m1441�Ra,R < 40 a 430 °erg R 207 -D ^ea o 251 -pro., A1312� ° °° < 3964 0-p 5! 03 = 2903" 303 ° 243 103 = 1803 03 703 n 691 555 172 1493 0 1021 Superior Avenue/ Superior Avenue/ PlamMia Avenue/ placards Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Hospital Road West Cart Highway Superior Avenue Hospital Road Hospital Road West Coati Highway Via use 1792 v 520 0 110 o 5 g db- b�ml qp 0 0 4 6 ? "' `" dbb�7+ 93 0 4 17 s R dbbsm 43 0 D 690 s% Y 4302 v 46 �"1 0 0 « dbbs3o 4-220 4 9 1 41 101s10 4-50 4-2922 14 0 R ° R el loo 4-110 4 -2662 B 4 Inn ^ $ dbb�6o 4-50 4-277 4 2 dbbs5o 4-170 � 4 13 S dbbsO rep 4-0 ° 4 14 ° � g R dbb�20 4-100 R 4 -150 4 D 340 10 D 160��q� D 607 %q� D 20s 10 D 5O0 =[p 500 D 250 2227 -tl 103 2077 10 160��g - 30= 3 9293 "R 140 703 �^+ 901 < 40 Tiz7d 3203 < 3964 a 3794 Newport Boulevard/ Riverside Avenue/ Tustin Avenue/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ Newport Boulevard/ 32nd Street Wert Gast Highway Wan Coast Highway 191h Street Broadway Harbor Boulevard 18th Street/Rahestar Street 3552 ° 2425 c 13 v 5 g db- b�ml 4-25 4-460 4 6 ? "' `" dbb�7+ 4-,95 4-60 4 17 s R dbbsm 4-80 4-60 4 D 690 s% Y 1 46 �"1 Y �° D 40 s °I Y ID 556 -9 143 ,�„$n o 41�� 153 +�+ r g 70-P 303 2, —„ 2442 n 2298 1912 Newport Boulevard/ Newport Boulevani/ Newport Boulevard/ 17th Street 16th Street Industrial Way KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in OVER 30 FEARS OF EXCELLENT SERVICE 62 4385/29 left corner of turning movement boxes. 9. 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 11. Delay Methodology The technique used to assess the capacity needs of an intersection is known as the Intersection Delay Method (see Appendix G) based on the 2000 Highway Capacity Manual — Transportation Research Board Special Report 209. Level of Service definitions are included in Appendix G. 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 C or better during the peak hours for existing traffic conditions (see Appendix G). The study area intersections are projected to operate at Level of Service D or better during the peak hours for existing + growth (Year 2012) + approved projects + cumulative projects traffic conditions (see Appendix G). The study area intersections are projected to operate at Level of Service D or better during the peak hours for existing + growth (Year 2012) + approved projects + cumulative projects + project traffic conditions (see Appendix G). The study area intersections are projected to operate at Level of Service D or better during the morning/evening peak hours for General Plan Buildout without project traffic conditions (see Appendix G), except for the following study area intersection that is projected to operate at Level of Service F during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) — Evening Peak Hour The study area intersections are projected to operate at Level of Service D or better during the morning/evening peak hours for General Plan Buildout with project traffic conditions (see Appendix G), except for the following study area intersection that is projected to operate at Level of Service F during the evening peak hour: 63 Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) — Evening Peak Hour 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 11. As previously noted, the project is projected to not have a significant impact at the study area intersections. 64 Table 11 Intersection Delay and Level of Service Summary 65 Peak Hour Delay (Seconds) -Level of Service Existing+ Growth Existing + Growth (Year 2012) + (Year 2012) + Approved Projects+ General Plan General Plan Approved Projects+ Cumulative Projects Delay Buildout Buildout Delay Existing Cumulative Projects +Project Increase Without Project With Project Increase Morning Evening Morning Evening Morning Evening Morning Evening Morning Evening Morning Evening Morning Evening Intersection Newport Beach Intersections Superior Avenue (NS) at: West Coast Highway (EW) 16.6 -B 20.6 -C 17.0 -B 22.0 -C 17.0-8 22.0 -C 0.0 0.0 25.2{ 20.5 -C 25.3 -C 20.5 -C 0.1 0.0 Newport Boulevard (NS) at: Hospital Road (EW) 14.6.8 15.1 -B 14.9 -B 16.1 -8 15.1 -B 16.6 -8 0.2 0.5 16.1 -8 20.5 -C 16.5 -8 21.1 -C 0.4 0.6 West Coast Highway (EW) 11.1 -B 11.9 -B 13.8 -B 13.5.8 13.9 -B 13.7 -B 0.1 0.2 15.8 -B 15.1 -8 15.9 -B 15.3 -B 0.1 0.2 Riverside Avenue (NS) at: West Coast Highway (EW) 8.5 -A I 11.3 -B I BA -A 1 12.0 -8 8.4 -A I 12.1 -B 1 0.0 0.1 13.9 -8 16.4 -B 13.9 -B 16.4 -8 1 0.0 1 0.0 Tustin Avenue (NS) at: West Coast Highway (EW) 14.5 -B 4.9 -A 25.9 -C 5.2 -A 26.1 -C 5.2 -A 0.2 0.0 54.4 -D 8.4 -A 54.7 -D 8.5 -A 0.3 0.1 Costa Mesa Intersections Newport Boulevard (NS) at: 19th Street (EW) 17.0 -B 22.6 -C 25.2 -C 40.9 -D 25.3 -C 41.0 -D 0.1 0.1 16.4 -B 48.4 -D 16.5 -B 48.5 -D 0.1 0.1 Broadway (EW) 6.1 -A 6.0 -A 6.5 -A 6.6 -A 6.5 -A 6.6-A 0.0 0.0 9.2 -A 10.2 -B 9.2 -A 10.3 -8 0.0 0.1 Harbor Boulevard (EW) 9.7-A 18.5 -3 11.3 -B 33.4 -C 11.3 -B 33.6 -C 0.0 0.2 25.9 -C 101.0 -F 26.1 -C 101.3 -F 0.2 0.3 18th Street /Rochester Street (EW) 10.3 -B 16.6 -B 11.3 -B 23.4 -C 11.3 -8 23.5 -C 0.0 0.1 14.4 -8 49.5 -D 14.4 -B 49.7 -D 0.0 0.2 17th Street (EW) 20.5 -C 21.5 -C 25.2 -C 28.1 -C 25.2 -C 28.3 -C 0.0 0.2 48.9 -D 39.3 -D 48.9 -0 39.6 -D 0.0 0.3 16th Street (EW) 4.7 -A fi.2 -A 8.2 -A 8.3 -A 8.2 -A 8.3 -A 0.0 0.0 5.8 -A 8.7 -A 5.8 -A 8.7 -A 0.0 0.0 Industrial Way (EW) 10.2 -8 8.3 -A 10.3 -8 8.4 -A 10.3.8 8.4 -A 0.0 0.0 B.5 -A 6.1 -A 8.5 -A 6.1 -A 0.0 0.0 65 10. Conclusions This section summarizes the existing traffic conditions, project traffic impacts, and the proposed mitigation measures. Existing Traffic Conditions a. The existing development consists of office, medical office, and residential land uses. The project site currently has access to Old Newport Boulevard and the alley easterly of Old Newport Boulevard adjacent to the project site. C. Pursuant to discussions with the Cities of Newport Beach /Costa Mesa staff, the study area includes the following study area intersections: Newport Beach Intersections: Superior Avenue (NS) at: Hospital Road (EW) West Coast Highway (EW) Placentia Avenue (NS) at: Superior Avenue (EW) Hospital Road (EW) Newport Boulevard (NS) at: Hospital Road (EW) West Coast Highway (EW) Via Lido (EW) 32nd Street (EW) Riverside Avenue (NS) at: West Coast Highway (EW) Tustin Avenue (NS) at: West Coast Highway (EW) Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) Broadway (EW) Harbor Boulevard (EW) 18th Street /Rochester Street (EW) 17th Street (EW) 16th Street (EW) Industrial Way (EW) d. For existing (Year 2009) traffic conditions, the study area intersections are currently operating at Level of Service D or better during the morning /evening peak hours, except for the following study area intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour Traffic Summary a. The existing site development approval generates a total of approximately 226 daily vehicle trips, 23 of which occur during the morning peak hour and 26 of which occur during the evening peak hour. The proposed project is projected to generate a total of approximately 929 daily vehicle trips, 59 of which would occur during the morning peak hour and 89 of which would occur during the evening peak hour. Based upon the difference in trips generated between the current approval and proposed project, the proposed project is projected to generate a total of approximately 703 more daily vehicle trips, 36 more of which would occur during the morning peak hour and 63 more of which would occur during the evening peak hour. b. For existing (Year 2009) + 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 intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour C. As shown in Table 4 for the existing (Year 2009) + project analysis, the project - generated traffic 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. The Cities of Newport Beach /Costa Mesa staff provided the approved and cumulative projects in 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. c[Yi e. The Traffic Phasing Ordinance (TPO) analysis resulted in the following City of Newport Beach study area intersections exceeding the one - percent threshold and requiring additional analysis: Newport Beach Intersections: Placentia Avenue (NS) at: Superior Avenue (EW) — Evening Peak Hour Hospital Road (EW) — Evening Peak Hour Newport Boulevard (NS) at: Hospital Road (EW)— Morning /Evening Peak Hours f. For existing + growth (Year 2012) + approved 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 intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour g. For existing + growth (Year 2012) + approved 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 intersection that operates at Level of Service E during the evening peak hour: Costa Mesa Intersection: Newport Boulevard (NS) at: Harbor Boulevard (EW) - Evening Peak Hour h. As shown in Table 7 for the TPO analysis, the project - generated traffic 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. i. For existing + growth (Year 2012) + 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/F during the peak hours: Newport Beach Intersections: Newport Boulevard (NS) at: West Coast Highway (EW) — Morning Peak Hour ru Riverside Avenue (NS) at: West Coast Highway (EW) — Evening Peak Hour Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Morning /Evening Peak Hours Harbor Boulevard (EW) - Evening Peak Hour 18th Street /Rochester Street (EW) — Evening Peak Hour j. For existing + growth (Year 2012) + 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/F during the peak hours: Newport Beach Intersections: Newport Boulevard (NS) at: West Coast Highway (EW) — Morning Peak Hour Riverside Avenue (NS) at: West Coast Highway (EW) — Evening Peak Hour Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Morning /Evening Peak Hours Harbor Boulevard (EW) - Evening Peak Hour 18th Street /Rochester Street (EW) — Evening Peak Hour k. As shown in Table 9 for the CEQA analysis, the project - generated traffic 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. For General Plan Buildout without 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/F during the peak hours: Newport Beach Intersections: Riverside Avenue (NS) at: West Coast Highway (EW) — Morning /Evening Peak Hours M] Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Evening Peak Hour Harbor Boulevard (EW)— Morning /Evening Peak Hours 18th Street /Rochester Street (EW) — Evening Peak Hour 17th Street (EW) — Morning /Evening Peak Hours M. For General Plan Buildout with 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/F during the peak hours: Newport Beach Intersections: Riverside Avenue (NS) at: West Coast Highway (EW) — Morning /Evening Peak Hours Costa Mesa Intersections: Newport Boulevard (NS) at: 19th Street (EW) — Evening Peak Hour Harbor Boulevard (EW) — Morning /Evening Peak Hours 18th Street /Rochester Street (EW) — Evening Peak Hour 17th Street (EW) — Morning /Evening Peak Hours n. As shown in Table 10 for the General Plan Buildout analysis, the project - generated traffic 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. o. 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 11. As previously noted, the project is projected to not have a significant impact at the study area intersections. Recommended Improvements a. Site- specific circulation and access recommendations are depicted on Figure 30. b. On -site parking shall be provided to meet City of Newport Beach parking code requirements. C. Sight distance at the project accesses shall be reviewed with respect to City of Newport Beach standards in conjunction with the preparation of final grading, landscaping, and street improvement plans. 70 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. Required Improvements a. As shown in Table 7 for the TPO analysis, the project - generated traffic 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 9 for the CEQA analysis, the project - generated traffic 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 10 for the General Plan Buildout analysis, the project - generated traffic 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 11. As previously noted, the project is projected to not have a significant impact at the study area intersections. 71 Figure 30 Circulation Recommendations v 0 m 0 0 a 3 m z C On -site parking shall be provided to meet City of Newport Beach parking code requirements. Sight distance at the project accesses shall be reviewed with respect to City of Newport Beach standards in conjunction with the preparation of final grading, landscaping, and street improvement plans. 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. OVER 3O YEARS or EXCELLENT SERVICE 72 Legend STDP = Stop Sign «= Full Access Driveway 4385/30 Appendices Appendix A Glossary of Transportation Terms Appendix B Year 2003/2007/2008/2009 Worksheets Appendix C Explanation and Calculation of Intersection Capacity Utilization Appendix D Approved Project Data Appendix E TPO One - Percent Analysis Calculation Worksheets Appendix F Cumulative Project Data Appendix G 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 PHONE: (714) 973 -8383 FAX: (714) 973 -8821 EMAIL: MAILQTRAFFIC-ENGINEER.COM WEB: WWW.TRAFFIC-ENGIN'EER.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 TS F: 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 quality 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.