Santa Ana City Council
April 16, 2024

IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
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Iteris, Inc. | i
IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE

ALTERNATIVES ANALYSIS
FINAL
June 2019
10040 | Prepared by Iteris, Inc.

Submitted to:

IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
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TABLE OF CONTENTS
1 Introduction and Summary ................................................................................................................................... 6

1.1 Introduction ................................................................................................................................................. 6

1.2 Alternative 1................................................................................................................................................. 9

1.3 Alternative 2............................................................................................................................................... 10

1.4 Traffic Impacts & Fair Share ....................................................................................................................... 10

1.5 Estimated Costs of Alternatives ................................................................................................................. 12 3 Alternative 2 - Red Hill Avenue Widening (Main Street to MacArthur Boulevard) ............................................. 55

3.1 Introduction ............................................................................................................................................... 55

3.2 Alternative 2 Daily Arterial Segment Analysis ............................................................................................ 55

3.3 Alternative 2 Peak Hour Link Analysis ........................................................................................................ 65

3.4 Alternative 2 Peak Hour Intersection Analysis ........................................................................................... 65

3.5 Alternative 2 Peak Hour Freeway Mainline Analysis ................................................................................. 74

3.6 Alternative 2 Peak Hour Freeway Ramp Analysis ...................................................................................... 76

3.7 Alternative 2 Future Improvements and Mitigations ................................................................................ 82 4 Cost Estimates ..................................................................................................................................................... 87

4.1 Cost Estimates for Mitigation Improvements ............................................................................................ 87 5 References........................................................................................................................................................... 91 6 Glossary of Transportation Terms ....................................................................................................................... 92 7 Appendices .......................................................................................................................................................... 96 Appendix A: ICU Worksheets .................................................................................................................................. 96 Appendix B: HCS Mainline Analysis ......................................................................................................................... 97 Appendix C: HCS Ramp Analysis .............................................................................................................................. 98 Appendix D: Fair Share Analysis .............................................................................................................................. 99 Appendix E: ICU Worksheet for Mitigation Intersection ....................................................................................... 100 Appendix F: Intersection Improvement List .......................................................................................................... 101 Appendix G: Alternative 1 Improvement Concept Plans and Cost Estimates ....................................................... 102 Appendix H: Alternative 2 Improvement Concept Plans and Cost Estimates ....................................................... 103 5 5
n/a
7 7
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8 8
8 18
18 27
29 35
40 40
42 43
47 48
n/a
113
115
117
119
n/a
122
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TABLE
S
Table 1.3 - Number of Significantly Impacted Locations in the Study Area Under Alternative 2 ................................ 10 Table 1.4- Alternative 2 Improvement Strategies ....................................................................................................... 10 Table 3.1 –Alternative 2 Daily Arterial LOS .................................................................................................................. 57 Table 3.2 – Alternative 2 Peak Hour Link Analysis ....................................................................................................... 65 Table 3.3 – Alternative 2 Peak Hour Intersection LOS ................................................................................................. 67 Table 3.4 – Alternative 2 Freeway Peak Hour Mainline LOS ....................................................................................... 75 Table 3.5 – Alternative 2 Peak Hour Freeway Ramp LOS ............................................................................................ 78 Table 3.6 – Alternative 2 Number of Impacted Locations in the Study Area .............................................................. 82 Table 3.7 –Alternative 2 Intersections Significantly Impacted in the Study Area ....................................................... 82 Table 3.8 – City of Santa Ana Intersection Improvements .......................................................................................... 85 Table 3.9– Alternative 2 Freeway Ramp Plan Update Impacts and Fair-Share ........................................................... 85 Table 4.2 – Alternative 2 Cost of Improvements ......................................................................................................... 90 7 7
10 18
20 28
31 35
35 38
38 41
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FIGURES
Figure 1.2 – Projects Removed From Road Network in Alternative 2 Scenario ............................................................ 8 Figure 3.1 – Alternative 2 Daily Arterial ADT ............................................................................................................... 63 Figure 3.2 – Alternative 2 Daily Arterial Deficiencies .................................................................................................. 64 Figure 3.3 – Alternative 2 AM Peak Hour Intersection Deficiencies ............................................................................ 72 Figure 3.4 – Alternative 2 PM Peak Hour Intersection Deficiencies ............................................................................ 73 Figure 3.5 – Alternative 2 Freeway AM Peak Hour Deficiencies ................................................................................. 80 Figure 3.6 – Alternative 2 Freeway PM Peak Hour Deficiencies .................................................................................. 81 Figure 3.7 – Alternative 2 IBC Vision Study Area Improvement Locations .................................................................. 84 6 16
17 25
26 33
34 37
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ALTERNATIVES ANALYSIS
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1 INTRODUCTION AND SUMMARY

1.1 Introduction
This 2018 IBC Vision Plan Two-Year Traffic Study Update (2018 Update) evaluates potential traffic impact locations and documents how development actually occurred over the past two years. The update takes a “snapshot” of the development activity today and considers ambient regional growth to compare with the 2010 and 2015 assumptions. If as a result of actual development, the original traffic impacts are altered or changed, the City has the ability to revise the list of traffic mitigations and IBC fees accordingly within the umbrella of the adopted Vision Plan.

Six alternative land use scenarios are tested in the 2018 IBC Vision Plan Two-Year Traffic Study Update (2018 Update). This supplemental report includes additional analysis for two alternative scenarios in the Buildout condition to test the removal of future highway network improvements. The study area defined in the 2018 Update is also used for this report. The following two scenarios were analyzed:
 Alternative 2 – Reflects updated Vision Plan assumptions anticipated to be constructed by Buildout but with the removal of the MPAH widening of Red Hill Avenue from four to six lanes between MacArthur Blvd and Main Street which is currently assumed in the Buildout scenario. Alternative 2 is compared to the Buildout with Update scenario.

The location of these two improvements is illustrated in Figure 1.1 and Figure 1.2.

For both the Alternative 1 and Alternative 2 scenarios, land use is assumed to be the same as Buildout Cumulative Baseline With Update scenario, however, the land use assumptions in the comparison scenario used for Alternative 1 and Alternative 2 are different. Alternative 1 tests the land uses associated with the Vision Plan Update as well as the removal of both highway network improvements while Alternative 2 tests only the removal of the single network improvement and no land use changes.

A summary of the analysis, list of deficient locations and improvements is provided in the following sections.

Detailed analysis of Alternative 1 and Alternative 2 are discussed in Chapter 2 and Chapter 3, respectively.

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Figure 1.2 – Projects Removed From Road Network in Alternative 2 Scenario

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1.3 Alternative 2
Alternative 2 tests the removal of the MPAH widening of Red Hill Avenue from four to six lanes between MacArthur Blvd and Main Street. Unlike Alternative 1, the land use scenarios are the same for the Alternative 2 and No Alternative (Buildout with Update) scenarios, which explains why Alternative 2 generates considerably fewer impacts than Alternative 1 as shown in Table 1.3. Alternative 2 generates only two intersection impacts: Flower Street/Segerstrom Avenue in the City of Santa Ana and Flower Street/MacArthur Boulevard in the City of Costa Mesa. The improvement strategies at these locations are shown in Table 1.4
Table 1.3 - Number of Significantly Impacted Locations in the Study Area Under Alternative 2 FACILITY ALTERNATIVE 2
Arterial Segments 0
Intersections 2
Freeway Mainline 0
Freeway Ramps 1
Total 2
Table 1.4- Alternative 2 Improvement Strategies
INTERSECTION ID # INTERSECTION NAME JURISDICTION IMPROVEMENT STRATEGY ALTERNATIVE 2 IMPACTS AND CUMULATIVE DEFICIENCIES
720 Flower Street at MacArthur Boulevard Costa Mesa Add EBR 719 Flower Street at Segerstrom Avenue Santa Ana Add WBR

1.4 Traffic Impacts & Fair Share
A fair-share methodology was used to evaluate the financial participation of mitigating IBC Vision impacts.

The following methodology is applied:
 For impacts within the City of Irvine, the IBC Vision Plan is fully responsible.  For impacts outside the City of Irvine, the IBC Vision Plan would participate on a fair-share basis.

Alternative 2 tests the removal of the proposed MPAH widening of Red Hill Avenue from four to six lanes between Main Street and MacArthur Boulevard. Both the No Project and With Project scenarios use the same With IBC Vision Plan land use assumptions. Alternative 2 is therefore a test of removal of this improvement from the Orange County Master Plan of Arterial Highways (MPAH). For any improvements identified under this scenario, the City of Irvine is responsible for the full cost of mitigation within the City of Irvine and for a fair share basis for improvements outside the City of Irvine.

All impacts referenced in this study update represent impacts as defined in the City of Irvine’s Traffic Impact Analysis (TIA) Guidelines, adopted August 2004, or for locations outside Irvine, per the performance criteria for each affected agency.

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3 ALTERNATIVE 2 - RED HILL AVENUE WIDENING (MAIN

STREET TO MACARTHUR BOULEVARD)

3.1 Introduction
The 2018 Traffic Study Update Alternative 2 is an analysis to observe the impacts of removing the one remaining MPAH roadway network project within the IBC area; the widening of Red Hill Avenue from four to six lanes between Main Street and MacArthur Boulevard. The location of this project is illustrated in Figure

1.2. For this analysis, the Buildout Cumulative With Update is assumed to be the No Project (Baseline) scenario and the Alternative 2 scenario is the With Project scenario. Traffic analysis is performed using the same methodology employed for the Interim and Buildout year analysis. Any forecast deficiency locations are identified, together with identification of the most effective improvement measures to mitigate them.

The transportation networks are consistent between these two future scenarios except for one exception, the Alternative 2 scenario removes the Red Hill Avenue widening project currently in the MPAH that would widen the arterial to six lanes between Main Street and MacArthur Boulevard. The Alternative 2 scenario assumes Red Hill Avenue in the project area to have the same configuration as existing conditions.

In order to isolate the effects of removing the Red Hill widening to traffic patterns in the study area, the Alternative 2 scenario has the identical land-use as Buildout With Update.

3.2 Alternative 2 Daily Arterial Segment Analysis
The Alternative 2 traffic patterns generally remain very similar to the Buildout With Update scenario traffic patterns. The vast majority of road segments see the same traffic volume in both scenarios. Because the Alternative 2 roadway network does not include the Red Hill Widening project, the largest difference in traffic volume between the two scenarios occurs on Red Hill Avenue. Most notably, ADT on Red Hill Avenue between McGaw Avenue and Sky Park decreases by 1,200 vehicles in Alternative 2 compared to the Buildout Cumulative With Update scenario. The list of arterial segments that are deficient in the Alternative 2 scenario are identical to those of the Buildout Cumulative With Update scenario.

Deficient segments under daily Alternative 2 conditions are shown in Table 3.1 and are:
 Campus Drive:
o 879—Campus Drive from Carlson Avenue to University Drive (Irvine)  Culver Drive:
o 726—Culver Drive from I-5 NB Ramps to I-5 SB Ramps (Irvine) o 213—Culver Drive from I-5 SB Ramps to Scottsdale Drive (Irvine) o 214—Culver Drive from Scottsdale Drive to Walnut Avenue (Irvine) o 215—Culver Drive from Walnut Avenue to Deerfield Avenue(Irvine) o 217—Culver Drive from Irvine Center Drive to Warner Avenue (Irvine) o 219—Culver Drive from Barranca Parkway to Alton Parkway (Irvine) IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

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o 220—Culver Drive from Alton Parkway to Main Street (Irvine) o 221—Culver Drive from Main Street to San Leandro (Irvine) o 222—Culver Drive from San Leandro to I-405 NB On-Ramp (Irvine) o 224—Culver Drive from I-405 SB On-Ramp to Michelson Drive (Irvine)  Harvard Avenue:
o 183—Harvard Avenue from Michelson Drive to University Drive (Irvine)  Jamboree Road:
o 133—Jamboree Road from Michelle Drive to Walnut Avenue (Irvine) o 144—Jamboree Road from Kelvin Avenue to Main Street (Irvine) o 148—Jamboree Road from I-405 SB Ramps to Michelson Drive (Irvine) o 149—Jamboree Road from Michelson Drive to Dupont Drive (Irvine)  Von Karman Avenue:
o 98—Von Karman Avenue from Barranca parkway to Alton Parkway (Irvine) o 100—Von Karman Avenue from Alton Parkway to McGaw Avenue (Irvine) o 102—Von Karman Avenue from McGaw Avenue to Anchor(Irvine) o 103—Von Karman Avenue from Anchor to Main Street (Irvine)  Bristol Street:
o 920—Bristol Street SB Red Hill Avenue to Campus Drive (Newport Beach)* o 1303—Bristol Street SB from Campus Drive to Birch Street (Newport Beach)* o 1305—Bristol Street NB from Birch Street to Campus Drive (Newport Beach)*  MacArthur Boulevard:
o 953—MacArthur Boulevard from University Drive to Bison Avenue (Newport Beach)* o 1301—MacArthur Boulevard from Bison Avenue to Ford Road (Newport Beach)*  Dyer Road:
o 1326—Dyer Road from SR-55 SB Ramp to SR-55 NB Ramp (Santa Ana)*  Walnut Avenue:
o 587—Walnut Avenue East of Newport Avenue (Tustin)*
*Deficient locations under daily conditions—no peak hour link analysis required.

Figure 3.1 and Figure 3.2 display the arterial ADT and deficient segments for the Alternative 2 scenario.

Deficient segments in the City of Irvine are evaluated under peak hour conditions in the following section. For Costa Mesa, Newport Beach, and Tustin, arterial segment deficiencies are addressed through intersection improvements. For Santa Ana, deficient segments under daily conditions are typically improved to operate at an acceptable LOS. Impacts and improvements are discussed in Section 3.7.

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ALTERNATIVES ANALYSIS
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Table 3.1 –Alternative 2 Daily Arterial LOS

ID ARTERIAL SEGMENT LIMITS
PA 36 /CMP

JURISDICTION

BUILDOUT ARTERIAL

SEGMENT

CLASSIFICATIONS

BUILDOUT CUMULATIVE
WITH UPDATE ALTERNATIVE 2
VOLUME
V/C
LOS
VOLUME
V/C
LOS
2725 Anton Blvd Bristol St to Sunflower Ave CM 4D 21,700 0.57 A 21,600 0.57 A 2721 Baker St Bear St to Bristol St CM 6D 29,500 0.53 A 29,400 0.52 A 2729 Baker St Bristol St to SR 55 SB Ramps CM 6D 33,500 0.60 A 33,400 0.60 A 1294 Baker St SR 55 SB to SR 55 NB CM 6D 26,000 0.46 A 25,900 0.46 A 1468 Baker St SR 55 NB to Red Hill Ave CM 6D 14,600 0.26 A 14,500 0.26 A 1469 Baker St Red Hill Ave to Airway Ave CM 6D 5,000 0.09 A 5,000 0.09 A 2723 Bear St Paularino Ave to Baker St CM 6D 30,900 0.55 A 31,000 0.55 A 2733 Bristol St Segerstrom Ave to West Alton Ave CM 6D 41,000 0.73 C 41,000 0.73 C 2737 Bristol St West Alton Ave to MacArthur Blvd CM 6D 45,600 0.81 D 45,600 0.81 D 2738 Bristol St MacArthur Blvd to Sunflower Ave CM 6D 44,800 0.80 C 44,900 0.80 C 2727 Bristol St Sunflower Ave to Anton Blvd CM 6D 46,800 0.84 D 46,800 0.84 D 2728 Bristol St Anton Blvd to I-405 NB Ramps CM 9D+1 AUX 66,100 0.78 C 66,100 0.78 C 2751 Bristol St I-405 NB Ramps to I-405 SB Ramps CM 8D 65,100 0.87 D 65,100 0.87 D 2745 Bristol St I-405 SB Ramps to Paularino Ave CM 6D 45,000 0.80 C 45,200 0.81 D 2732 Bristol St Paularino Ave to Baker St CM 6D 36,500 0.65 B 36,500 0.65 B 2730 Bristol St Baker St to SR 55 CM 6D 26,700 0.48 A 26,800 0.48 A 1888 Bristol St SR-55 to Red Hill Ave CM 6D 20,400 0.36 A 20,400 0.36 A 2793 Del Mar Ave Newport Blvd SB to Newport Blvd NB CM 4D 24,100 0.63 B 24,100 0.63 B 2791 Del Mar Ave Newport Blvd to Santa Ana Ave CM 4D 12,500 0.33 A 12,500 0.33 A 2772 Flower St Segerstrom Ave to MacArthur Blvd CM 4D 13,800 0.36 A 13,800 0.36 A 2804 Flower St MacArthur Blvd to Sunflower Ave CM 4D 10,700 0.28 A 10,700 0.28 A 2760 Flower St Sunflower Ave to Anton Blvd CM 4D 6,400 0.17 A 6,500 0.17 A 2756 Main St Sunflower Ave to SR-55 CM 6D 26,500 0.47 A 26,100 0.47 A 2785 Mesa Drive Newport Blvd SB to Newport Blvd NB CM 2U 6,100 0.49 A 6,100 0.49 A 2783 Mesa Drive Newport Blvd NB to Santa Ana Ave CM 2U 6,100 0.49 A 6,100 0.49 A 2779 Mesa Drive Irvine Ave to Birch St CM 4D 14,300 0.38 A 14,300 0.38 A 2742 Paularino Ave Bear St to Bristol St CM 4D 9,300 0.24 A 9,200 0.24 A 2746 Paularino Ave Bristol St to SR-55 SB CM 4D 19,700 0.52 A 19,700 0.52 A 1291 Paularino Ave SR-55 SB to SR-55 NB CM 4D 17,300 0.46 A 17,200 0.45 A 1344 Paularino Ave SR-55 NB to Red Hill Ave CM 4D 13,100 0.34 A 13,000 0.34 A 1342 Paularino Ave Red Hill Ave to Airway Ave CM 4D 5,700 0.15 A 5,800 0.15 A 39 Red Hill Ave Main St to Paularino Ave a CM 4D 21,000 0.55 A 20,600 0.54 A 1340 Red Hill Ave Paularino Ave to Baker St CM 4D 19,300 0.51 A 18,900 0.50 A 40 Red Hill Ave Baker St to Bristol St CM 4D 17,300 0.46 A 17,200 0.45 A 41 Santa Ana Ave Mesa Drive to Bristol St CM 4D 9,200 0.24 A 9,200 0.24 A 2769 University Drive Santa Ana Ave to Irvine Ave CM 4D 12,400 0.33 A 12,400 0.33 A 770 Alton Pkwy Daimler St to Red Hill Ave a Irv 4D 30,000 0.94 E 30,100 0.94 E 776 Alton Pkwy Red Hill Ave to Von Karman Ave a Irv 4D 22,300 0.70 B 22,300 0.70 B 778 Alton Pkwy Von Karman Ave to Jamboree Rd a Irv 4D 22,300 0.70 B 22,300 0.70 B 779 Alton Pkwy Jamboree Rd to Murphy Ave a Irv 6D 25,800 0.48 A 25,700 0.48 A 780 Alton Pkwy Murphy Ave to Harvard Ave Irv 6D 24,800 0.46 A 24,800 0.46 A 781 Alton Pkwy Harvard Ave to Paseo Westpark Irv 6D 19,000 0.35 A 18,900 0.35 A 1378 Alton Pkwy Paseo Westpark to San Marino Irv 6D 20,500 0.38 A 20,500 0.38 A 783 Alton Pkwy San Marino to Culver Drive Irv 6D 27,800 0.51 A 27,800 0.51 A 735 Barranca Pkwy (Dyer Rd) Pullman to Red Hill Ave Irv 8D 43,800 0.61 B 43,900 0.61 B 736 Barranca Pkwy Red Hill Ave to Armstrong a Irv 7D 48,700 0.77 C 48,600 0.77 C 739 Barranca Pkwy Armstrong to Von Karman Ave a Irv 7D 46,600 0.74 C 46,500 0.74 C 740 Barranca Pkwy Von Karman Ave to Jamboree Rd a Irv 7D 50,000 0.79 C 49,900 0.79 C IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

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ID ARTERIAL SEGMENT LIMITS
PA 36 /CMP

JURISDICTION

BUILDOUT ARTERIAL

SEGMENT

CLASSIFICATIONS

BUILDOUT CUMULATIVE
WITH UPDATE ALTERNATIVE 2
VOLUME
V/C
LOS
VOLUME
V/C
LOS
743 Barranca Pkwy Jamboree Rd to Construction Circle a Irv 6D 35,400 0.66 B 35,300 0.65 B 744 Barranca Pkwy Construction Circle to Harvard Ave a Irv 6D 28,400 0.53 A 28,300 0.52 A 745 Barranca Pkwy Harvard Ave to Paseo Westpark Irv 6D 27,200 0.50 A 27,100 0.50 A 747 Barranca Pkwy Paseo Westpark to Santa Rosa Irv 6D 31,000 0.57 A 31,000 0.57 A 748 Barranca Pky Santa Rosa to Culver Drive Irv 6D 30,800 0.57 A 30,800 0.57 A 538 Bryan Ave Jamboree Rd to Marketplace Irv 4D 23,200 0.72 C 23,200 0.72 C 1812 Bryan Ave Marketplace to El Camino Real Irv 4D 23,100 0.72 C 23,100 0.72 C 539 Bryan Ave El Camino Real to Rubicon Irv 4D 22,300 0.70 B 22,300 0.70 B 540 Bryan Ave Rubicon to Culver Irv 4D 25,100 0.78 C 25,100 0.78 C 869 Campus Drive MacArthur Blvd to Martin a Irv 6U 16,400 0.30 A 16,400 0.30 A 870 Campus Drive Martin to Von Karman Ave a Irv 4D 16,300 0.51 A 16,400 0.51 A 871 Campus Drive Von Karman Ave to Teller Ave a Irv 4D 15,500 0.48 A 15,500 0.48 A 872 Campus Drive Teller Ave to Jamboree Rd a Irv 4D 15,700 0.49 A 15,700 0.49 A 877 Campus Drive Jamboree Rd to Carlson Ave a Irv 4D 26,300 0.82 D 26,300 0.82 D 879 Campus Drive Carlson Ave to University Irv 4D 29,400 0.92 E 29,400 0.92 E 166 Carlson Ave Michelson Drive to Campus Drive a Irv 4D 10,000 0.31 A 10,000 0.31 A 726 Culver Drive I-5 NB Ramps to I-5 SB Ramps Irv 7D 60,600 0.96 E 60,600 0.96 E 213 Culver Drive I-5 SB Ramps to Scottsdale Drive Irv 6D 59,300 1.10 F 59,300 1.10 F 214 Culver Drive Scottsdale Drive to Walnut Ave Irv 6D 52,700 0.98 E 52,700 0.98 E 215 Culver Drive Walnut Ave to Deerfield Ave Irv 6D 49,600 0.92 E 49,600 0.92 E 216 Culver Drive Deerfield Ave to Irvine Center Drive Irv Maj6D+ 1AUX 46,500 0.79 C 46,400 0.79 C 217 Culver Drive Irvine Center Drive to Warner Ave Irv 6D 49,600 0.92 E 49,600 0.92 E 218 Culver Drive Warner Ave to Barranca Pkwy Irv 6D 47,800 0.89 D 47,800 0.89 D 219 Culver Drive Barranca Pkwy to Alton Pkwy Irv 6D 55,400 1.03 F 55,400 1.03 F 220 Culver Drive Alton Pkwy to Main St Irv 6D 52,500 0.97 E 52,600 0.97 E 221 Culver Drive Main St to San Leandro Irv 6D 52,600 0.97 E 52,600 0.97 E 222 Culver Drive San Leandro to I-405 NB On-Ramp Irv 6D 54,800 1.01 F 54,900 1.02 F 224 Culver Drive I-405 SB Ramps to Michelson Drive Irv 6D 58,200 1.08 F 58,200 1.08 F 225 Culver Drive Michelson Drive to Sandburg Way Irv 6D 43,000 0.80 C 43,000 0.80 C 226 Culver Drive Sandburg Way to University Drive Irv 6D 39,200 0.73 C 39,200 0.73 C 1206 El Camino Real Jamboree Rd to Alliance Irv 4D 24,200 0.76 C 24,200 0.76 C 169 Fairchild Rd MacArthur Blvd to Jamboree Rd Irv 4D 6,500 0.20 A 6,500 0.20 A 170 Harvard Ave Walnut Ave to Poplar St Irv 4U 10,900 0.39 A 10,900 0.39 A 3040 Harvard Ave Poplar St to Deerfield Ave Irv 4U 12,900 0.46 A 12,900 0.46 A 171 Harvard Ave Deerfield Ave to Irvine Center Drive Irv 4U 13,000 0.46 A 13,000 0.46 A 172 Harvard Ave Irvine Center Drive to Paseo Westpark Irv 4D 13,100 0.41 A 13,100 0.41 A 174 Harvard Ave Paseo Westpark to Warner Ave Irv 4D 16,300 0.51 A 16,200 0.51 A 175 Harvard Ave Warner to Barranca Pkwy Irv 4D 18,000 0.56 A 18,000 0.56 A 177 Harvard Ave Barranca Pkwy to San Juan Irv 4D 20,600 0.64 B 20,600 0.64 B 2829 Harvard Ave San Juan to San Leon Irv 4D 19,100 0.60 A 19,100 0.60 A 178 Harvard Ave San Leon to Alton Pkwy Irv 4D 20,100 0.63 B 20,100 0.63 B 179 Harvard Ave Alton Pkwy to San Marino Irv 4D 22,200 0.69 B 22,200 0.69 B 180 Harvard Ave San Marino to Main St Irv 4D 27,000 0.84 D 27,000 0.84 D 181 Harvard Ave Main St to Coronado Irv 4D 27,000 0.84 D 27,000 0.84 D 182 Harvard Ave Coronado to Michelson Drive Irv 4D 27,200 0.85 D 27,200 0.85 D 183 Harvard Ave Michelson Drive to University Drive Irv 2U 21,500 1.65 F 21,500 1.65 F 675 Irvine Center Drive Harvard Ave to Hearthstone b Irv 6D 30,700 0.57 A 30,700 0.57 A 676 Irvine Center Drive Hearthstone to Culver Drive b Irv 6D 34,600 0.64 B 34,700 0.64 B 129 Jamboree Rd Bryan Ave to El Camino b Irv 8D 48,500 0.67 B 48,500 0.67 B 130 Jamboree Rd El Camino Real to I-5 NB Ramps b Irv Maj7D+ 1AUX 66,300 0.98 E 66,300 0.98 E IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

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ID ARTERIAL SEGMENT LIMITS
PA 36 /CMP

JURISDICTION

BUILDOUT ARTERIAL

SEGMENT

CLASSIFICATIONS

BUILDOUT CUMULATIVE
WITH UPDATE ALTERNATIVE 2
VOLUME
V/C
LOS
VOLUME
V/C
LOS
958 Jamboree Rd I-5 NB Ramps to I-5 SB Ramps b Irv 8D 62,600 0.87 D 62,500 0.87 D 131 Jamboree Rd I-5 SB Ramps to Michelle Drive b Irv 8D 57,900 0.80 C 57,900 0.80 C 133 Jamboree Rd Michelle Drive to Walnut Ave b Irv 5D 72,600 1.69 F 72,700 1.69 F 135 Jamboree Rd Walnut Ave to Edinger Ave (& Frontage Rd) b Irv Exp8 84,900 0.47 A 84,900 0.47 A 136 Jamboree Rd Edinger Ave to Warner Ave b Irv Exp8 85,800 0.48 A 85,800 0.48 A 137 Jamboree Rd Warner Ave to Barranca Pkwy a,b Irv Exp8 66,700 0.37 A 66,700 0.37 A 138 Jamboree Rd Barranca Pkwy to Beckman Ave a,b Irv 8D 58,500 0.81 D 58,500 0.81 D 1503 Jamboree Rd Beckman Ave to Alton Pkwy a,b Irv 8D 63,600 0.88 D 63,500 0.88 D 140 Jamboree Rd Alton Pkwy to McGaw Ave a,b Irv 8D 66,800 0.93 E 66,800 0.93 E 142 Jamboree Rd McGaw Ave to Kelvin Ave a,b Irv 8D 62,000 0.86 D 62,000 0.86 D 144 Jamboree Rd Kelvin Ave to Main St a,b Irv 8D 74,700 1.04 F 74,700 1.04 F 145 Jamboree Rd Main St to I-405 NB Ramps b Irv Maj8D+ 2AUX 80,400 0.99 E 80,400 0.99 E 148 Jamboree Rd I-405 SB Ramps to Michelson Drive a,b Irv Maj8D+ 2AUX 91,900 1.13 F 91,900 1.13 F 149 Jamboree Rd Michelson Drive to Dupont Drive a,b Irv 7D 65,200 1.03 F 65,100 1.03 F 150 Jamboree Rd Dupont Drive to Campus Drive a,b Irv 7D 53,100 0.84 D 53,000 0.84 D 151 Jamboree Rd Campus Drive to Birch St b Irv 6D 50,900 0.94 E 50,900 0.94 E 152 Jamboree Rd Birch St to Fairchild Rd b Irv 7D 49,200 0.78 C 49,100 0.78 C 154 Jamboree Rd Fairchild Rd to Koll Center b Irv 7D 43,100 0.68 B 43,100 0.68 B 155 Jamboree Rd Koll Center to MacArthur Blvd a,b Irv 6D 43,200 0.80 C 43,200 0.80 C 814 MacArthur Blvd Fitch to Red Hill Ave a Irv 7D 36,700 0.58 A 37,100 0.59 A 815 MacArthur Blvd Red Hill Ave to Skypark Blvd a Irv 7D 28,400 0.45 A 28,400 0.45 A 1524 MacArthur Blvd Skypark Blvd to Main St a Irv 7D 28,100 0.45 A 28,100 0.45 A 60 MacArthur Blvd Main St to I-405 NB Ramps a Irv Maj8D+ 2AUX 60,800 0.75 C 61,000 0.75 C 62 MacArthur Blvd I-405 SB Ramps to Michelson Dr a Irv Maj8D+ 1AUX 68,600 0.90 D 68,700 0.90 D 63 MacArthur Blvd Michelson Drive to Douglass a Irv 8D 49,200 0.68 B 49,300 0.68 B 64 MacArthur Blvd Douglas to Campus Drive Irv 8D 47,200 0.66 B 47,300 0.66 B 916 MacArthur Blvd Jamboree Rd to Fairchild Rd a,b Irv 6D 53,500 0.99 E 53,500 0.99 E 917 MacArthur Blvd Fairchild Rd to University Drive b Irv 6D 53,300 0.99 E 53,300 0.99 E 817 Main St McDurmott to Red Hill Ave a Irv 6D 27,700 0.51 A 27,500 0.51 A 818 Main St Red Hill Ave to Executive Park a Irv 6D 27,900 0.52 A 28,200 0.52 A 819 Main St Executive Park to MacArthur Blvd a Irv 6D 26,500 0.49 A 26,700 0.49 A 820 Main St MacArthur Blvd to Mercantile a Irv Maj7D+ 1AUX 35,200 0.52 A 35,300 0.52 A 821 Main St Gillette Ave to Von Karman Ave a Irv Maj6D+ 1AUX 38,000 0.65 B 38,100 0.65 B 822 Main St Von Karman Ave to Cartwright a Irv 6D 28,200 0.52 A 28,200 0.52 A 823 Main St Siglo to Jamboree Rd a Irv 6D 26,700 0.49 A 26,700 0.49 A 824 Main St Jamboree Rd to Union a Irv Maj6D+ 1AUX 24,200 0.41 A 24,200 0.41 A 825 Main St Veneto to Harvard Ave Irv 6D 24,500 0.45 A 24,600 0.46 A 826 Main St Harvard Ave to San Mateo Irv 4D 13,100 0.41 A 13,100 0.41 A 827 Main St Paseo Westpark to Culver Drive Irv 4D 13,200 0.41 A 13,200 0.41 A 1507 McGaw Ave Daimler St to Red Hill Ave a Irv 4D 7,900 0.25 A 7,900 0.25 A 808 McGaw Ave Red Hill Ave to Von Karman Ave a Irv 4D 12,600 0.39 A 12,500 0.39 A 810 McGaw Ave Von Karman Ave to Jamboree Rd a Irv 4D 10,600 0.33 A 10,600 0.33 A 1449 McGaw Ave Jamboree Rd to Murphy Ave Irv 4D 3,200 0.10 A 3,200 0.10 A 840 Michelson Drive MacArthur Blvd to Dupont Drive a Irv 5D 24,200 0.56 A 24,200 0.56 A 843 Michelson Drive Bixby to Von Karman Ave a Irv 4D 16,100 0.50 A 16,200 0.51 A 844 Michelson Drive Von Karman Ave to Obsidian a Irv Prim4D+ 1AUX 27,100 0.75 C 27,100 0.75 C 845 Michelson Drive Teller Ave to Jamboree Rd a Irv 5D 23,800 0.55 A 23,800 0.55 A 846 Michelson Drive Jamboree Rd to Carlson Ave a Irv Prim4D+ 2AUX 28,700 0.72 C 28,700 0.72 C 847 Michelson Drive Carlson Ave to Prince Irv Prim4D+ 1AUX 27,800 0.77 C 27,800 0.77 C 848 Michelson Drive Riparian View to Harvard Ave Irv 4D 25,400 0.79 C 25,400 0.79 C IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 60

ID ARTERIAL SEGMENT LIMITS
PA 36 /CMP

JURISDICTION

BUILDOUT ARTERIAL

SEGMENT

CLASSIFICATIONS

BUILDOUT CUMULATIVE
WITH UPDATE ALTERNATIVE 2
VOLUME
V/C
LOS
VOLUME
V/C
LOS
1346 Michelson Drive Harvard Ave to Parkside Drive Irv 4D 19,400 0.61 B 19,400 0.61 B 850 Michelson Drive Parkside Drive to Culver Drive Irv 4D 19,500 0.61 B 19,500 0.61 B 31 Red Hill Ave Dyer/Barranca Pkwy to Deere Ave a Irv 6D 37,500 0.69 B 37,400 0.69 B 32 Red Hill Ave Deere Ave to Alton Pkwy a Irv 6D 37,600 0.70 B 37,500 0.69 B 33 Red Hill Ave Alton Pkwy to McGaw Ave a Irv 6D 36,400 0.67 B 36,000 0.67 B 36 Red Hill Ave McGaw Ave to MacArthur Blvd a Irv 6D 45,700 0.85 D 45,200 0.84 D 37 Red Hill Ave MacArthur Blvd to Sky Park a Irv 4D 22,300 0.70 B 20,800 0.65 B 38 Red Hill Ave Sky Park to Main St a Irv 4D 17,700 0.55 A 16,500 0.52 A 189 University Drive MacArthur Blvd to California Ave Irv 6D 35,300 0.65 B 35,300 0.65 B 188 University Drive California Ave to Mesa Rd Irv 6D 37,600 0.70 B 37,700 0.70 B 187 University Drive Mesa Rd to Campus Drive Irv 6D 38,100 0.71 C 38,100 0.71 C 880 University Drive Campus Drive to Harvard Ave Irv 6D 34,000 0.63 B 34,000 0.63 B 881 University Drive Harvard Ave to San Joaquin Hills Rd Irv 6D 31,700 0.59 A 31,700 0.59 A 882 University Drive San Joaquin Hills Rd to Culver Drive Irv 6D 31,500 0.58 A 31,500 0.58 A 98 Von Karman Ave Barranca Pkwy to Alton Pkwy a Irv 4D 41,700 1.30 F 41,600 1.30 F 100 Von Karman Ave Alton Pkwy to McGaw Ave a Irv 4D 36,100 1.13 F 36,100 1.13 F 102 Von Karman Ave McGaw Ave to Anchor a Irv 4D 32,700 1.02 F 32,700 1.02 F 103 Von Karman Ave Anchor to Main St a Irv 4D 33,100 1.03 F 33,200 1.04 F 104 Von Karman Ave Main St to Morse Ave a Irv Prim4D+ 1AUX 33,700 0.94 E 33,700 0.94 E 107 Von Karman Ave Quartz to Michelson Drive a Irv Prim4D+ 1AUX 36,100 1.00 E 36,100 1.00 E 108 Von Karman Ave Michelson Diver to Dupont Drive a Irv 4D 25,900 0.81 D 25,900 0.81 D 110 Von Karman Ave Dupont Drive to Martin a Irv 4D 25,100 0.78 C 25,100 0.78 C 111 Von Karman Ave Martin to Campus Drive a Irv 4D 24,600 0.77 C 24,600 0.77 C 594 Walnut Ave Myford to Jamboree SB Ramp Irv Prim4D+ 1AUX 23,800 0.66 B 23,800 0.66 B 593 Walnut Ave Jamboree Rd to Peters Canyon Irv Maj6D+ 1AUX 21,300 0.36 A 21,300 0.36 A 595 Walnut Ave Peters Canyon to Harvard Ave Irv Prim5D+ 1AUX 21,300 0.45 A 21,300 0.45 A 596 Walnut Ave Harvard Ave to Mall St Irv 4D 19,500 0.61 B 19,500 0.61 B 597 Walnut Ave Mall St to Culver Drive Irv 4D 20,100 0.63 B 20,100 0.63 B 728 Warner Ave Construction N to Harvard Ave Irv 4D 17,900 0.56 A 17,900 0.56 A 729 Warner Ave Harvard Ave to Paseo Westpark Irv 4D 13,500 0.42 A 13,500 0.42 A 732 Warner Ave Santa Ynez to Culver Drive Irv 4D 13,700 0.43 A 13,600 0.42 A 1223 Birch St Mesa Drive to Bristol St SB NB 4D 22,900 0.57 A 22,900 0.57 A 1314 Birch St Bristol St SB to Bristol St NB NB 4D 27,100 0.68 B 27,100 0.68 B 874 Birch St East of MacArthur Blvd NB 4D 15,900 0.40 A 15,800 0.40 A 69 Birch St West of MacArthur Blvd NB 4D 23,300 0.58 A 23,300 0.58 A 875 Birch St East of Von Karman Ave NB 4D 10,200 0.26 A 10,200 0.26 A 1705 Bison Ave Jamboree Rd to MacArthur Blvd NB 6D 6,100 0.11 A 6,100 0.11 A 1773 Bison Ave MacArthur Blvd to SR-73 NB 4D 13,600 0.34 A 13,500 0.34 A 920 Bristol St SB Red Hill Ave to Campus Drive NB 2D 33,100 1.84 F 33,100 1.84 F 1310 Bristol St NB Campus Drive to Red Hill Ave NB 3D 16,900 0.58 A 16,900 0.58 A 1303 Bristol St SB Campus Drive to Birch St NB 3D 26,500 0.91 E 26,600 0.92 E 1305 Bristol St NB Birch St to Campus Drive NB 3D 31,100 1.07 F 31,100 1.07 F 1312 Bristol St SB West of Jamboree Rd NB 4D 35,400 0.88 D 35,400 0.88 D 1580 Bristol St NB West of Jamboree Rd NB 3D 17,000 0.59 A 17,000 0.59 A 66 Campus Drive Bristol St NB to MacArthur Blvd NB 6D 37,300 0.64 B 37,300 0.64 B 1778 Ford Rd Jamboree Rd to MacArthur Blvd NB 4D 9,500 0.24 A 9,500 0.24 A 1304 Irvine Ave Bristol St NB to Bristol St SB NB 6D 32,300 0.56 A 32,300 0.56 A 67 Irvine Ave Bristol St SB to Mesa Drive NB 6D 25,800 0.44 A 25,800 0.44 A 2768 Irvine Ave S of University Drive NB 4D 30,200 0.76 C 30,200 0.76 C 156 Jamboree Rd S of MacArthur Blvd NB 6D 36,000 0.62 B 36,000 0.62 B IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 61

ID ARTERIAL SEGMENT LIMITS
PA 36 /CMP

JURISDICTION

BUILDOUT ARTERIAL

SEGMENT

CLASSIFICATIONS

BUILDOUT CUMULATIVE
WITH UPDATE ALTERNATIVE 2
VOLUME
V/C
LOS
VOLUME
V/C
LOS
1856 Jamboree Rd Bristol St SB to Bristol St NB NB 6D 42,900 0.74 C 42,900 0.74 C 157 Jamboree Rd S of Bristol St NB 8D 45,100 0.66 B 45,100 0.66 B 159 Jamboree Rd University Drive to Bison Ave NB 6D 42,000 0.72 C 42,000 0.72 C 1777 Jamboree Rd Bison Ave to Ford Rd NB 6D 32,200 0.56 A 32,200 0.56 A 73 MacArthur Blvd Campus Drive to Birch St NB 8D 25,400 0.37 A 25,400 0.37 A 75 MacArthur Blvd S of Birch St NB 6D 23,000 0.40 A 23,000 0.40 A 914 MacArthur Blvd Von Karman Ave to Jamboree Rd NB 6D 23,100 0.40 A 23,100 0.40 A 953 MacArthur Blvd University Drive to Bison Ave b NB 6D 71,200 1.23 F 71,300 1.23 F 1301 MacArthur Blvd Bison Ave to Ford Rd b NB 8D 79,400 1.17 F 79,500 1.17 F 2767 University Drive East of Irvine Ave NB 2U 5,200 0.52 A 5,200 0.52 A 1774 University Drive Jamboree Rd to MacArthur Blvd NB 5D 13,900 0.28 A 13,900 0.28 A 112 Von Karman Ave S of Campus Drive NB 4D 18,000 0.45 A 18,000 0.45 A 113 Von Karman Ave S of Birch St NB 4D 14,900 0.37 A 14,900 0.37 A 2795 Dyer Rd Main St to Halladay St SA 6D 34,200 0.61 B 34,200 0.61 B 2799 Dyer Rd Halladay St to SR-55 SB SA 6D 37,700 0.67 B 37,700 0.67 B 1326 Dyer Rd SR-55 SB to SR-55 NB SA 6D 59,900 1.06 F 59,900 1.06 F 734 Dyer Rd SR-55 NB to Pullman St SA 8D 61,900 0.83 D 61,900 0.83 D 2764 Grand Ave Warner Ave to Hotel Terrace Drive SA 6D 28,700 0.51 A 28,700 0.51 A 2806 Grand Ave Hotel Terrace Drive to SR-55 NB SA 6D 28,500 0.51 A 28,500 0.51 A 2800 Halladay St Dyer Rd to Alton Ave SA 4D 9,200 0.25 A 9,200 0.25 A 2822 Halladay St Alton Ave to McGaw Ave(Columbine) SA 2U 3,500 0.28 A 3,600 0.29 A 2805 MacArthur Blvd Flower St to Main St SA 6D 41,800 0.74 C 42,000 0.75 C 1884 MacArthur Blvd Main St to SR-55 SB SA 6D 38,000 0.67 B 38,000 0.67 B 2796 Main St Segerstrom Ave to Alton Ave SA 6D 34,300 0.61 B 34,400 0.61 B 2826 Main St Alton Ave to McGaw Ave(Columbine) SA 6D 28,600 0.51 A 28,700 0.51 A 2809 Main St McGaw(Columbine) to MacArthur Blvd SA 6D 29,900 0.53 A 30,000 0.53 A 2811 Main St MacArthur Blvd to Sunflower Ave SA 6D 22,400 0.40 A 22,600 0.40 A 2823 McGaw Ave (Alton) Main St to Halladay St SA 4U 11,700 0.49 A 11,800 0.49 A 2736 Segerstrom Ave Bristol St to Flower St SA 4D 27,600 0.74 C 27,600 0.74 C 2771 Segerstrom Ave Flower St to Main St SA 4D 29,000 0.77 C 29,000 0.77 C 2763 Warner Ave Grand Ave to SR-55 SA 6D 25,300 0.45 A 25,400 0.45 A 2761 Sunflower Ave Bristol St to Flower St SA/CM 6D 22,400 0.40 A 22,300 0.40 A 2759 Sunflower Ave Flower St to Anton Blvd SA/CM 6D 20,900 0.37 A 20,800 0.37 A 2757 Sunflower Ave Anton Blvd to Main St SA/CM 6D 27,400 0.49 A 27,100 0.48 A 1198 Browning Ave Walnut Ave to I-5 Tus 2U 6,500 0.52 A 6,500 0.52 A 534 Bryan Ave Newport Blvd to Red Hill Ave Tus 4U 18,100 0.72 C 18,200 0.73 C 535 Bryan Ave Red Hill Ave to Browning Tus 4D 18,000 0.48 A 18,000 0.48 A 536 Bryan Ave Browning Ave to Tustin Ranch Rd Tus 4D 18,500 0.49 A 18,500 0.49 A 537 Bryan Ave Tustin Ranch Rd to Jamboree Rd Tus 4D 22,700 0.61 B 22,700 0.61 B 44 Edinger Ave West of Newport Ave b Tus 6D 53,800 0.96 E 53,800 0.96 E 663 Edinger Ave Newport Ave to Red Hill Ave b Tus 6D 35,500 0.63 B 35,500 0.63 B 665 Edinger Ave Red Hill Ave and Tustin Ranch Rd b Tus 6D 32,000 0.57 A 32,000 0.57 A 1202 El Camino Real Newport Ave to Red Hill Ave Tus 4D 14,300 0.38 A 14,300 0.38 A 938 El Camino Real Red Hill Ave to Browning Ave Tus 4D 9,300 0.25 A 9,300 0.25 A 1740 El Camino Real Browning Ave to Tustin Ranch Rd Tus 4D 10,700 0.29 A 10,700 0.29 A 1205 El Camino Real Tustin Ranch Rd to Jamboree Rd Tus 4D 19,500 0.52 A 19,600 0.52 A 672 Irvine Center Drive
(Edinger) Tustin Ranch Rd to Jamboree Rd b Tus 6D 31,600 0.56 A 31,600 0.56 A 674 Irvine Center Drive Jamboree Rd to Harvard Ave b Tus 6D 30,600 0.54 A 30,600 0.54 A 2777 Mitchell Ave Newport Ave to Red Hill Ave Tus 2U 7,400 0.59 A 7,400 0.59 A IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 62

ID ARTERIAL SEGMENT LIMITS
PA 36 /CMP

JURISDICTION

BUILDOUT ARTERIAL

SEGMENT

CLASSIFICATIONS

BUILDOUT CUMULATIVE
WITH UPDATE ALTERNATIVE 2
VOLUME
V/C
LOS
VOLUME
V/C
LOS
2775 Mitchell Ave Red Hill Ave to Browning Ave Tus 2U 5,800 0.46 A 5,800 0.46 A 6 Newport Ave El Camino Real to I-5 Tus 6D 50,200 0.89 D 50,200 0.89 D 7 Newport Ave I-5 to Mitchell Ave Tus 6D 42,200 0.75 C 42,100 0.75 C 48 Newport Ave Mitchell Ave to McFadden Ave Tus 6D 39,400 0.70 B 39,300 0.70 B 49 Newport Ave N of Sycamore Ave Tus 6D 23,200 0.41 A 23,100 0.41 A 1585 Newport Ave Valencia Ave to Edinger Ave Tus 6D 31,000 0.55 A 31,000 0.55 A 1351 Nisson Rd Newport Ave to Red Hill Ave Tus 2U 5,800 0.46 A 5,800 0.46 A 939 Nisson Rd Red Hill Ave to Browning Ave Tus 2U 6,700 0.54 A 6,700 0.54 A 1355 Red Hill Ave I-5 NB Ramps to El Camino Real Tus 6D 38,400 0.68 B 38,500 0.68 B 1354 Red Hill Ave I-5 SB Ramps to I-5 NB Ramps Tus 6D 35,800 0.64 B 35,800 0.64 B 21 Red Hill Ave Nisson Rd to I-5 SB Ramps Tus 6D 42,900 0.76 C 42,900 0.76 C 1353 Red Hill Ave Nisson Rd to Mitchell Ave Tus 6D 31,600 0.56 A 31,600 0.56 A 22 Red Hill Ave Mitchell Ave to Walnut Ave Tus 6D 30,500 0.54 A 30,500 0.54 A 23 Red Hill Ave Walnut Ave to Sycamore Ave Tus 6D 30,300 0.54 A 30,300 0.54 A 24 Red Hill Ave Sycamore Ave to Edinger Ave Tus 6D 33,900 0.60 A 33,900 0.60 A 25 Red Hill Ave Edinger Ave to Valencia Ave Tus 6D 37,200 0.66 B 37,200 0.66 B 26 Red Hill Ave Valencia Ave to Warner Ave Tus 6D 38,500 0.68 B 38,500 0.68 B 30 Red Hill Ave Warner Ave to Barranca Pkwy/Dyer Tus 7D 43,700 0.67 B 43,600 0.66 B 1363 Sycamore Ave SR-55 NB to Newport Ave Tus 4D 8,500 0.23 A 8,500 0.23 A 1920 Sycamore Ave Newport Ave to Red Hill Ave Tus 4D 10,100 0.27 A 10,100 0.27 A 85 Tustin Ranch Rd N of I-5 Tus 6D 44,300 0.79 C 44,200 0.79 C 86 Tustin Ranch Rd I-5 to Walnut Ave Tus 6D 45,400 0.81 D 45,400 0.81 D 2168 Tustin Ranch Road Walnut Avenue to Valencia Avenue Tus 6D 32,900 0.58 A 32,800 0.58 A 2073 Tustin Ranch Road Valencia Avenue to Warner Avenue Tus 6D 33,900 0.60 A 33,800 0.60 A 2071 Tustin Ranch Road Warner Avenue to Park Avenue Tus 6D 41,500 0.74 C 41,500 0.74 C 2070 Tustin Ranch Road Park Avenue to Barranca Parkway Tus 6D 29,600 0.53 A 29,600 0.53 A 2173 Valencia Ave Newport Ave to Red Hill Ave Tus 4D 10,400 0.28 A 10,400 0.28 A 632 Valencia Avenue Red Hill Avenue to Armstrong Avenue Tus 4D 18,100 0.48 A 18,100 0.48 A 2844 Valencia Avenue Armstrong Avenue to Kensington Park Tus 4D 11,500 0.31 A 11,500 0.31 A 2842 Valencia Avenue Kensington Park to Tustin Ranch Road Tus 4D 12,300 0.33 A 12,300 0.33 A 587 Walnut Ave East of Newport Ave Tus 4U 22,900 0.92 E 23,000 0.92 E 589 Walnut Ave East of Red Hill Ave Tus 4D 19,400 0.52 A 19,300 0.51 A 590 Walnut Ave West of Tustin Ranch Rd Tus 4D 22,900 0.61 B 22,800 0.61 B 1366 Walnut Ave Franklin Ave to Myford Rd Tus 4D 21,300 0.57 A 21,300 0.57 A 1478 Warner Ave SR-55 to Red Hill Ave Tus 6D 22,400 0.40 A 22,400 0.40 A a Intersection within Irvine Planning Area 36--LOS E acceptable b Orange County Congestion Management Program (CMP) locations IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 63
Figure 3.1 – Alternative 2 Daily Arterial ADT

IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 64
Figure 3.2 – Alternative 2 Daily Arterial Deficiencies

IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 65

3.3 Alternative 2 Peak Hour Link Analysis
Peak hour directional traffic volumes were directly obtained from peak hour forecast turning movement volumes for intersections upstream and downstream for each deficient arterial segment. Table 3.2 presents the results of peak hour link analysis, indicating all arterial segments within the City of Irvine that are deficient under daily conditions operate at an acceptable LOS in both peak hours, and hence no mitigation measures are recommended at this time for these facilities.

Table 3.2 – Alternative 2 Peak Hour Link Analysis

ID ARTERIAL SEGMENT LIMITS FACILITY
TYPE
ALTERNATIVE 2 FORECAST VOLUME

WITH UPDATE AM PM

AM PM NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB
879 Campus Drive Carlson Avenue to University 4D 645 1,369 1,155 868 Acceptable Acceptable Acceptable Acceptable 726 Culver Drive I-5 NB Ramps to I-5 SB Ramps 7D 1,648 3,406 3,330 2,038 Acceptable Acceptable Acceptable Acceptable 213 Culver Drive I-5 SB Off-Ramp to Scottsdale
Drive 6D 1,615 3,102 3,020 2,556 Acceptable Acceptable Acceptable Acceptable 214 Culver Drive Scottsdale Drive to Walnut
Avenue 6D 1,580 2,689 2,839 2,162 Acceptable Acceptable Acceptable Acceptable 215 Culver Drive Walnut Avenue to Deerfield
Avenue 6D 1,361 2,786 1,957 2,786 Acceptable Acceptable Acceptable Acceptable 217 Culver Drive Irvine Center Drive to Warner
Avenue 6D 1,356 2,797 2,650 1,937 Acceptable Acceptable Acceptable Acceptable 219 Culver Drive Barranca Parkway to Alton
Parkway 6D 1,462 2,699 2,726 1,830 Acceptable Acceptable Acceptable Acceptable 220 Culver Drive Alton Parkway to Main Street 6D 1,620 2,669 2,960 1,839 Acceptable Acceptable Acceptable Acceptable 221 Culver Drive Main Street to San Leandro 6D 1,515 2,747 2,860 1,848 Acceptable Acceptable Acceptable Acceptable 222 Culver Drive San Leandro to I-405 NB On-
Ramp 6D 1,626 3,025 3,102 1,925 Acceptable Acceptable Acceptable Acceptable 224 Culver Drive I-405 SB On-Ramp to
Michelson Drive 6D 2,133 2,838 2,779 2,266 Acceptable Acceptable Acceptable Acceptable 183 Harvard
Avenue
Michelson Drive to University
Drive 2U 535 1,163 1,221 940 Acceptable Acceptable Acceptable Acceptable 133 Jamboree
Road
Michelle Drive to Walnut
Avenue 5D 814 2,608 1,801 1,795 Acceptable Acceptable Acceptable Acceptable 144 Jamboree
Road Kelvin Avenue to Main Street 8D 1,812 3,399 3,854 2,529 Acceptable Acceptable Acceptable Acceptable 148 Jamboree
Road
I-405 On-Ramp to Michelson
Drive
Maj8D+
2AUX 2,736 5,101 4,521 3,706 Acceptable Acceptable Acceptable Acceptable 149 Jamboree
Road
Michelson Drive to Dupont
Drive 7D 1,854 2,514 2,669 2,508 Acceptable Acceptable Acceptable Acceptable 98 Von Karman
Avenue
Barranca Parkway to Alton
Parkway 4D 2,140 2,576 2,780 2,680 Acceptable Acceptable Acceptable Acceptable 100 Von Karman
Avenue
Alton Parkway to McGaw
Avenue 4D 957 2,017 2,160 1,352 Acceptable Acceptable Acceptable Acceptable 102 Von Karman
Avenue McGaw Avenue to Anchor 4D 942 1,852 1,918 1,110 Acceptable Acceptable Acceptable Acceptable 103 Von Karman
Avenue Anchor to Main Street 4D 880 1,881 1,920 1,079 Acceptable Acceptable Acceptable Acceptable

3.4 Alternative 2 Peak Hour Intersection Analysis
The intersection analysis includes both a reporting of intersection ICU and the corresponding LOS, as well as a comparison between Buildout Cumulative With Update and Alternative 2 scenarios. The results of this IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 66
analysis are presented in Table 3.3. There are 24 intersection deficiencies so compared to the Buildout Cumulative With Update scenario, there is one more intersections that become deficient in the Alternative 2 scenario: #720: Flower at MacArthur Boulevard (Costa Mesa). Further discussion of specific impacts, mitigation, and fair-share cost analysis is addressed in Section 3.7. Based on the Alternative 2 intersection ICU analysis, the following intersections within the study area are forecast to operate at the deficient LOS:
 #12: SR-55 Frontage Road SB at Baker Street (Costa Mesa) – AM Peak Hour LOS E with a 0.91 ICU  #720: Flower at MacArthur Boulevard (Costa Mesa) – AM Peak Hour LOS E with a 0.91 ICU*  #98: Von Karman Avenue at Alton Parkway (Irvine) – PM Peak Hour LOS F with a 1.02 ICU  #144: Jamboree Road at I-405 SB Ramps (Irvine) – AM Peak Hour LOS F with a 1.06 ICU  #145: Jamboree Road at Michelson Drive (Irvine) – PM Peak Hour LOS F with a 1.02 ICU  #188: Harvard Avenue at Michelson Drive (Irvine) – PM Peak Hour LOS E with a 0.91 ICU  #192: California Avenue at University Drive (Irvine) – AM Peak Hour LOS E with a 0.97 ICU  #232: Culver Drive at I-405 NB Ramps (Irvine) – PM Peak Hour LOS E with a 0.92 ICU  #84: MacArthur Boulevard at Campus Drive (Irvine/Newport Beach) – PM Peak Hour LOS E with a

0.94 ICU
 #44: Red Hill Avenue at Alton Parkway (Irvine / Santa Ana) – PM Peak Hour LOS E with a 0.97 ICU  #97: Von Karman Avenue/Tustin Ranch Road at Barranca Parkway (Irvine/Tustin) – PM Peak Hour LOS F with a 1.19 ICU
 #136: Jamboree Road at Barranca Parkway (Irvine/Tustin) – AM Peak Hour LOS E with a 0.94 ICU and PM Peak Hour LOS E with a 1.11 ICU
 #63: Campus Drive at Bristol Street SB (Newport Beach) – AM Peak Hour LOS E with a 0.93 ICU  #543: Bristol at Segerstrom (Santa Ana) – AM Peak Hour LOS E with a 1.00 ICU and PM Peak Hour LOS E with a 0.93 ICU
 #544: Bristol Street at MacArthur Boulevard (Santa Ana) – PM Peak Hour LOS E with a 0.92 ICU  #719: Flower at Segerstrom (Santa Ana) – PM Peak Hour LOS E with a 1.02 ICU*  #723: Main Street at Segerstrom (Santa Ana) – AM Peak Hour LOS E with a 1.00 ICU and PM Peak Hour LOS F with a 1.19 ICU
 #727: Halladay at Dyer (Santa Ana) – PM Peak Hour LOS E with a 1.00 ICU  #728: Halladay E at Alton Parkway (Santa Ana) – AM Peak Hour LOS F with a 1.12 ICU  #3: Newport Avenue at Edinger Avenue (Tustin) – AM Peak Hour LOS F with a 1.15 ICU  #38: Red Hill Avenue at Walnut Avenue (Tustin) – PM Peak Hour LOS E with a 0.94 ICU  #40: Red Hill Avenue at Edinger Avenue (Tustin) – PM Peak Hour LOS E with a 0.91 ICU  #453: Red Hill Avenue at Valencia Avenue (Tustin) – AM Peak Hour LOS E with a 1.00 ICU  #749: Park Avenue at A Street (Tustin) – PM Peak Hour LOS E with a 0.97 ICU *Denotes impact in Alternative 2 Scenario
Figure 3.3 and Figure 3.4 graphically present the AM and PM peak hour intersection ICU for deficient intersections for the Alternative 2 scenario. Appendix A presents detailed ICU worksheets. For shared jurisdictions, the more conservative methodology was utilized.

IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 67
Table 3.3 – Alternative 2 Peak Hour Intersection LOS

ID INTERSECTION
PA 36/CMP/

SANTA ANA

PRE-ESTABLISHED

ATMS LOCATIONS
(BUILDOUT)

JURISDICTION

BUILDOUT CUMULATIVE WITH
UPDATE ALTERNATIVE 2

AM PM AM PM

ICU LOS ICU LOS ICU LOS ICU LOS
10 SR-55 Frontage Rd SB at Paularino Ave CM 0.85 D 0.77 C 0.86 D 0.78 C 11 SR-55 Frontage Rd NB at Paularino Ave CM 0.73 C 0.61 B 0.73 C 0.61 B 12 SR-55 Frontage Rd SB at Baker St * CM 0.92 E 0.80 C 0.91 E 0.81 D 13 SR-55 Frontage Rd NB at Baker St CM 0.84 D 0.71 C 0.82 D 0.70 B 50 Red Hill Ave at Paularino Ave CM 0.75 C 0.69 B 0.74 C 0.69 B 51 Red Hill Ave at Baker St CM 0.60 A 0.69 B 0.60 A 0.68 B 52 Red Hill Ave at Bristol St CM 0.74 C 0.65 B 0.75 C 0.64 B 541 Bear at Baker St CM 0.75 C 0.74 C 0.75 C 0.76 C
542 Bear at Paularino Ave CM 0.49 A 0.73 C 0.49 A 0.71 C 545 Bristol at Sunflower CM 0.67 B 0.73 C 0.68 B 0.74 C 546 Bristol at Anton CM 0.46 A 0.66 B 0.46 A 0.66 B
547 Bristol at Paularino Ave CM 0.50 A 0.81 D 0.51 A 0.79 C 548 Bristol at Baker St CM 0.58 A 0.66 B 0.58 A 0.67 B
549 Newport Blvd SB at Bristol CM 0.31 A 0.57 A 0.31 A 0.58 A 550 Newport Blvd NB at Bristol CM 0.43 A 0.53 A 0.43 A 0.53 A 715 Bristol at I-405 NB Off Ramp CM 0.49 A 0.73 C 0.49 A 0.74 C 716 Bristol at I-405 SB Ramps CM 0.48 A 0.60 A 0.49 A 0.60 A 717 Bear at SR-73 SB Ramps CM 0.44 A 0.54 A 0.44 A 0.54 A 720 Flower at MacArthur Blvd CM 0.90 D 0.87 D 0.91 E 0.88 D 721 Flower at Sunflower CM 0.54 A 0.57 A 0.53 A 0.58 A
722 Anton at Sunflower CM 0.43 A 0.41 A 0.42 A 0.40 A
726 Main St at Sunflower CM 0.68 B 0.74 C 0.69 B 0.73 C 735 Newport Blvd NB at Del mar CM 0.77 C 0.55 A 0.77 C 0.54 A 736 Newport Blvd SB at Fair/Del Mar CM 0.53 A 0.59 A 0.52 A 0.59 A 737 Newport Blvd NB at Mesa Rd CM 0.42 A 0.36 A 0.43 A 0.36 A 738 Newport Blvd SB at Mesa Rd CM 0.24 A 0.70 B 0.25 A 0.70 B 32 Daimler St at McGaw Ave Irv 0.26 A 0.25 A 0.26 A 0.25 A 45 Red Hill Ave at McGaw Ave a Irv 0.56 A 0.81 D 0.55 A 0.80 C 47 Red Hill Ave at MacArthur Blvd a Irv 0.80 C 0.89 D 0.79 C 0.86 D 48 Red Hill Ave at Sky Park N a Irv 0.35 A 0.47 A 0.33 A 0.43 A 49 Red Hill Ave at Main St a Irv 0.83 D 0.94 E 0.83 D 0.91 E 66 Gillette Avenue at Alton Parkway a Irv 0.68 B 0.72 C 0.68 B 0.71 C 67 Gillette Ave at McGaw Ave a Irv 0.46 A 0.66 B 0.46 A 0.65 B 70 Gillette Ave at Main Street a Irv 0.44 A 0.63 B 0.44 A 0.62 B 73 Armstrong Avenue and Alton Parkway West a Irv 0.35 A 0.40 A 0.36 A 0.40 A 74 Armstrong Avenue and Alton Parkway East a Irv 0.37 A 0.49 A 0.37 A 0.48 A 77 MacArthur Blvd at Sky Park East a Irv 0.42 A 0.53 A 0.41 A 0.53 A 78 MacArthur Blvd at Main St a Irv 0.81 D 0.91 E 0.82 D 0.92 E 79 MacArthur Blvd at I-405 NB Ramps a Irv 0.76 C 0.72 C 0.77 C 0.72 C 80 MacArthur Blvd at I-405 SB Ramps a Irv 0.68 B 0.82 D 0.68 B 0.82 D 82 MacArthur Blvd at Michelson Dr a Irv 0.94 E 0.96 E 0.93 E 0.96 E 83 MacArthur Blvd at Douglas Ave a Irv 0.55 A 0.70 B 0.55 A 0.70 B 87 Dupont Dr at Michelson Dr a Irv 0.48 A 0.50 A 0.48 A 0.50 A 98 Von Karman Ave at Alton Pkwy a Irv 0.92 E 1.02 F 0.93 E 1.02 F 99 Von Karman Ave at McGaw Ave a Irv 0.77 C 0.88 D 0.77 C 0.87 D 100 Von Karman Ave at Main St a Irv 0.73 C 0.84 D 0.73 C 0.84 D 101 Von Karman Ave at Morse Ave a Irv 0.62 B 0.71 C 0.62 B 0.71 C 102 Von Karman Ave at Michelson Dr a Irv 0.87 D 0.95 E 0.87 D 0.96 E IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 68

ID INTERSECTION
PA 36/CMP/

SANTA ANA

PRE-ESTABLISHED

ATMS LOCATIONS
(BUILDOUT)

JURISDICTION

BUILDOUT CUMULATIVE WITH
UPDATE ALTERNATIVE 2

AM PM AM PM

ICU LOS ICU LOS ICU LOS ICU LOS
103 Von Karman Ave at Dupont Dr a Irv 0.66 B 0.71 C 0.66 B 0.71 C 104 Von Karman Ave at Martin a Irv 0.48 A 0.64 B 0.47 A 0.64 B 115 Millikan Ave at Alton Pkwy a Irv 0.45 A 0.65 B 0.44 A 0.65 B 116 Cartwright Rd at Main St a Irv 0.51 A 0.66 B 0.51 A 0.66 B 119 Teller Ave at Michelson Dr a Irv 0.67 B 0.64 B 0.67 B 0.64 B 128 Jamboree Rd at I-5 NB Ramps b Irv 0.86 D 0.73 C 0.86 D 0.73 C 129 Jamboree Rd at I-5 SB Ramps b Irv 0.75 C 0.59 A 0.76 C 0.59 A 130 Jamboree Rd at Michelle Dr Irv 0.71 C 0.79 C 0.71 C 0.80 C 131 Jamboree Rd SB at Walnut Ave Irv 0.64 B 0.68 B 0.63 B 0.67 B 132 Jamboree Rd NB at Walnut Ave Irv 0.48 A 0.63 B 0.47 A 0.63 B 135 Jamboree Rd NB Ramps at Warner Ave Irv 0.45 A 0.90 D 0.45 A 0.90 D 137 Jamboree Rd at Beckman Ave a Irv 0.64 B 0.76 C 0.62 B 0.76 C 138 Jamboree Rd at Alton Pkwy a Irv 0.76 C 0.90 D 0.77 C 0.90 D 139 Jamboree Rd at McGaw Ave a Irv 0.70 B 0.77 C 0.71 C 0.77 C 140 Jamboree Rd at Kelvin Ave a Irv 0.70 B 0.72 C 0.70 B 0.72 C 141 Jamboree Rd at Main St a Irv 0.80 C 0.93 E 0.80 C 0.94 E 143 Jamboree Rd at I-405 NB Ramps a,b Irv 0.82 D 0.95 E 0.83 D 0.96 E 144 Jamboree Rd at I-405 SB Ramps a,b Irv 1.06 F 0.93 E 1.06 F 0.94 E 145 Jamboree Rd at Michelson Dr a Irv 0.91 E 1.02 F 0.91 E 1.02 F 146 Jamboree Rd at Dupont Rd a Irv 0.64 B 0.73 C 0.64 B 0.74 C 164 Construction S at Barranca Pkwy a Irv 0.39 A 0.68 B 0.39 A 0.68 B 168 Murphy Ave at Alton Pkwy a Irv 0.41 A 0.74 C 0.41 A 0.74 C 170 Union at Main St a Irv 0.38 A 0.65 B 0.38 A 0.66 B
171 Veneto at Main St Irv 0.38 A 0.60 A 0.38 A 0.60 A
174 Carlson Ave at Michelson Dr Irv 0.67 B 0.84 D 0.67 B 0.84 D 175 Carlson Ave at Campus Dr Irv 0.71 C 0.81 D 0.71 C 0.81 D 180 Harvard Ave at Walnut Ave Irv 0.44 A 0.56 A 0.44 A 0.56 A 183 Harvard Ave at Warner Ave Irv 0.51 A 0.73 C 0.51 A 0.73 C 184 Harvard Ave at Barranca Pkwy Irv 0.57 A 0.75 C 0.57 A 0.74 C 185 Harvard Ave at Alton Pkwy Irv 0.69 B 0.69 B 0.69 B 0.69 B 186 Harvard Ave at Main St Irv 0.64 B 0.80 C 0.64 B 0.80 C 187 Harvard Ave at Coronado Irv 0.65 B 0.64 B 0.65 B 0.64 B 188 Harvard Ave Michelson Dr Irv 0.75 C 0.91 E 0.75 C 0.91 E 189 Harvard Ave University Dr Irv 0.83 D 0.86 D 0.84 D 0.86 D 190 University Dr at Campus Dr √ Irv 0.69 B 0.77 C 0.69 B 0.77 C 191 Mesa Rd at University Dr Irv 0.49 A 0.60 A 0.50 A 0.59 A 192 California Ave at University Dr Irv 0.97 E 0.81 D 0.97 E 0.81 D 196 Hearthstone Blvd at Irvine Center Dr Irv 0.74 C 0.65 B 0.74 C 0.65 B 198 Paseo Westpark at Warner Ave Irv 0.45 A 0.44 A 0.45 A 0.44 A 199 Paseo Westpark at Barranca Pkwy Irv 0.47 A 0.61 B 0.47 A 0.61 B 200 Paseo Westpark at Alton Pkwy Irv 0.50 A 0.68 B 0.50 A 0.68 B 201 Paseo Westpark at Main St Irv 0.57 A 0.59 A 0.57 A 0.59 A 221 Culver Dr at Bryan Ave Irv 0.78 C 0.71 C 0.79 C 0.71 C 222 Culver Dr at Trabuco Rd Irv 0.84 D 0.78 C 0.84 D 0.78 C 223 Culver Dr at I-5 SB Ramps Irv 0.70 B 0.64 B 0.70 B 0.64 B 224 Culver Dr at Walnut Ave √ Irv 0.76 C 0.87 D 0.76 C 0.87 D 225 Culver Dr at Deerfield Dr Irv 0.82 D 0.84 D 0.81 D 0.84 D 226 Culver Dr at Irvine Center Dr √ Irv 0.78 C 0.78 C 0.78 C 0.78 C 227 Culver Dr at Warner Ave Irv 0.80 C 0.74 C 0.80 C 0.74 C IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 69

ID INTERSECTION
PA 36/CMP/

SANTA ANA

PRE-ESTABLISHED

ATMS LOCATIONS
(BUILDOUT)

JURISDICTION

BUILDOUT CUMULATIVE WITH
UPDATE ALTERNATIVE 2

AM PM AM PM

ICU LOS ICU LOS ICU LOS ICU LOS
228 Culver Dr at Barranca Pkwy √ Irv 0.79 C 0.80 C 0.79 C 0.80 C 229 Culver Dr at Alton Pkwy √ Irv 0.75 C 0.87 D 0.77 C 0.88 D 230 Culver Dr at Main St Irv 0.67 B 0.79 C 0.68 B 0.78 C 231 Culver Dr at San Leandro Irv 0.78 C 0.62 B 0.78 C 0.62 B 232 Culver Dr at I-405 NB Ramps Irv 0.71 C 0.92 E 0.71 C 0.92 E 233 Culver Dr at I-405 SB Ramps Irv 0.73 C 0.72 C 0.73 C 0.72 C 234 Culver Dr at Michelson Dr Irv 0.64 B 0.86 D 0.64 B 0.87 D 235 Culver Dr at University Dr √ Irv 0.82 D 0.79 C 0.82 D 0.80 C 337 Von Karman Ave at Quartz a Irv 0.78 C 0.86 D 0.78 C 0.85 D 439 Bixby at Michelson Dr Irv 0.48 A 0.56 A 0.48 A 0.56 A 440 Siglo at Main St Irv 0.40 A 0.56 A 0.40 A 0.56 A
472 Obsidian at Michelson Dr a Irv 0.58 A 0.68 B 0.57 A 0.68 B 84 MacArthur Blvd at Campus Dr Irv/NB 0.74 C 0.93 E 0.74 C 0.94 E 105 Von Karman Ave at Campus Dr Irv/NB 0.75 C 0.85 D 0.75 C 0.85 D 121 Teller Ave at Campus Dr Irv/NB 0.45 A 0.58 A 0.45 A 0.58 A 147 Jamboree Rd at Campus Dr Irv/NB 0.83 D 0.82 D 0.83 D 0.82 D 149 Jamboree Rd at Fairchild Rd Irv/NB 0.74 C 0.76 C 0.74 C 0.76 C 150 Jamboree Rd at MacArthur Blvd b Irv/NB 0.88 D 0.87 D 0.88 D 0.88 D 176 Fairchild Ave at MacArthur Blvd Irv/NB 0.83 D 0.90 D 0.84 D 0.89 D 193 MacArthur Blvd NB at University Dr Irv/NB 0.70 B 0.78 C 0.70 B 0.78 C 194 MacArthur Blvd SB at University Dr Irv/NB 0.76 C 0.68 B 0.76 C 0.68 B 195 SR-73 SB Ramps at University Dr Irv/NB 0.82 D 0.57 A 0.83 D 0.57 A 9 SR-55 NB Ramps at MacArthur Blvd Irv/SA 0.75 C 0.64 B 0.75 C 0.64 B 31 Daimler St at Alton Pkwy Irv/SA 0.67 B 0.69 B 0.68 B 0.71 C 43 Red Hill Ave at Deere Ave Irv/SA 0.52 A 0.88 D 0.51 A 0.87 D 44 Red Hill Ave at Alton Pkwy Irv/SA 1.02 F 1.32 F 0.83 D 0.97 E 42 Red Hill Ave at Barranca Pkwy/Dyer Rd Irv/SA/Tus 0.77 C 0.90 D 0.77 C 0.89 D 71 Armstrong Ave at Barranca Pkwy Irv/Tus 0.53 A 0.74 C 0.52 A 0.74 C 97 Von Karman Ave/Tustin Ranch Rd at
Barranca Pkwy Irv/Tus 0.89 D 1.19 F 0.90 D 1.19 F
112 Myford Rd at Michelle Dr Irv/Tus 0.36 A 0.28 A 0.37 A 0.28 A 113 Myford Rd at Walnut Ave Irv/Tus 0.36 A 0.49 A 0.36 A 0.48 A 114 Millikan Ave/District Way at Barranca Pkwy Irv/Tus 0.53 A 0.72 C 0.53 A 0.72 C 126 Jamboree Rd at Bryan Ave Irv/Tus 0.72 C 0.80 C 0.72 C 0.80 C 127 Jamboree Rd at El Camino Real Irv/Tus 0.74 C 0.80 C 0.74 C 0.80 C 134 Loop Rd/Park Ave at Warner Ave Irv/Tus 0.50 A 0.78 C 0.50 A 0.78 C 136 Jamboree Rd at Barranca Pkwy Irv/Tus 0.94 E 1.11 F 0.94 E 1.11 F 181 Harvard Ave at Edinger Ave/Irvine Center Dr Irv/Tus 0.54 A 0.72 C 0.54 A 0.73 C 182 Harvard Ave at Paseo Westpark/Moffett Dr. Irv/Tus 0.42 A 0.52 A 0.42 A 0.51 A 441 Loop Rd at Jamboree Rd SB Ramps Irv/Tus 0.39 A 0.80 C 0.39 A 0.80 C 61 Campus Dr at Airport Way NB 0.55 A 0.86 D 0.55 A 0.86 D 62 Campus Dr at Bristol St NB NB 0.79 C 0.81 D 0.79 C 0.80 C 63 Campus Dr at Bristol St SB NB 0.93 E 0.74 C 0.93 E 0.74 C 64 Birch St at Bristol St NB NB 0.75 C 0.73 C 0.75 C 0.73 C 65 Birch St at Bristol St SB NB 0.61 B 0.65 B 0.61 B 0.65 B 85 MacArthur Blvd at Birch St NB 0.65 B 0.78 C 0.65 B 0.78 C 106 Von Karman Ave at Birch St NB 0.50 A 0.56 A 0.50 A 0.56 A 107 Von Karman Ave at MacArthur Blvd NB 0.48 A 0.67 B 0.47 A 0.67 B 148 Jamboree Rd at Birch St NB 0.68 B 0.58 A 0.67 B 0.58 A 151 Jamboree Rd at Bristol St NB NB 0.37 A 0.58 A 0.37 A 0.59 A IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 70

ID INTERSECTION
PA 36/CMP/

SANTA ANA

PRE-ESTABLISHED

ATMS LOCATIONS
(BUILDOUT)

JURISDICTION

BUILDOUT CUMULATIVE WITH
UPDATE ALTERNATIVE 2

AM PM AM PM

ICU LOS ICU LOS ICU LOS ICU LOS
153 Jamboree Rd at Bristol St SB NB 0.69 B 0.60 A 0.70 B 0.60 A 154 Jamboree Rd at Eastbluff Dr NB 0.69 B 0.62 B 0.69 B 0.62 B 155 Jamboree Rd at Bison Ave NB 0.47 A 0.55 A 0.47 A 0.55 A 156 Jamboree Rd at Ford Rd NB 0.90 D 0.77 C 0.90 D 0.77 C 178 MacArthur Blvd at Bison Ave NB 0.67 B 0.66 B 0.68 B 0.67 B 179 MacArthur Blvd at Ford Rd NB 0.66 B 0.68 B 0.66 B 0.68 B 741 Jamboree at San Joaquin NB 0.62 B 0.56 A 0.62 B 0.56 A 742 MacArthur at San Joaquin NB 0.51 A 0.73 C 0.51 A 0.72 C 733 Irvine at Mesa Rd NB/OC 0.73 C 0.74 C 0.73 C 0.74 C 734 Irvine at University/Del Mar NB/OC 0.68 B 0.75 C 0.68 B 0.75 C 4 SR-55 SB Ramps at Edinger Ave b SA 0.81 D 0.69 B 0.81 D 0.69 B 5 Hotel Terrace Dr at Dyer Rd SA 0.61 B 0.77 C 0.61 B 0.77 C 6 Grand Ave at Dyer Rd SA 0.81 D 0.68 B 0.81 D 0.69 B
7 SR-55 NB Ramps at Dyer Rd SA 0.85 D 0.59 A 0.85 D 0.59 A 8 SR-55 SB Ramps at MacArthur Blvd c SA 0.70 B 0.62 B 0.70 B 0.63 B 29 Pullman St at Barranca Pkwy SA 0.60 A 0.81 D 0.60 A 0.81 D 543 Bristol at Segerstrom SA 1.00 E 0.93 E 1.00 E 0.93 E 544 Bristol St at MacArthur Blvd SA 0.80 C 0.92 E 0.80 C 0.92 E 718 Bear at SR-73 NB Ramps SA 0.37 A 0.64 B 0.37 A 0.64 B 719 Flower at Segerstrom * SA 0.84 D 1.00 E 0.84 D 1.02 F 723 Main St at Segerstrom SA 1.00 E 1.19 F 1.00 E 1.19 F 724 Main St at Alton Ave SA 0.62 B 0.81 D 0.63 B 0.82 D 725 Main and MacArthur (w/o SR-55) c SA 0.67 B 0.83 D 0.68 B 0.83 D 727 Halladay at Dyer Rd SA 0.88 D 1.00 E 0.88 D 1.00 E
728 Halladay E at Alton Pkwy SA 1.12 F 0.84 D 1.12 F 0.85 D 729 Halladay W at Alton Pkwy SA 0.82 D 0.77 C 0.82 D 0.77 C 730 Grand Ave at Warner SA 0.65 B 0.72 C 0.64 B 0.72 C
731 SR-55 SB Ramps at Grand Ave SA 0.63 B 0.53 A 0.66 B 0.53 A 3 Newport Ave at Edinger Ave Tus 1.15 F 0.67 B 1.15 F 0.67 B 14 Walnut Ave at McFadden Ave Tus 0.51 A 0.52 A 0.49 A 0.53 A 18 Newport Ave at Bryan Ave Tus 0.54 A 0.67 B 0.54 A 0.67 B 19 Newport Ave at Main St Tus 0.84 D 0.79 C 0.84 D 0.78 C 20 Newport Ave at El Camino Real Tus 0.85 D 0.85 D 0.85 D 0.85 D 21 Newport Ave at I-5 NB Ramps Tus 0.81 D 0.62 B 0.80 C 0.62 B 22 Newport Ave at I-5 SB Ramp/Nisson Rd Tus 0.63 B 0.73 C 0.62 B 0.73 C 23 Newport Ave at McFadden St Tus 0.68 B 0.57 A 0.67 B 0.56 A 24 Newport Ave at Walnut Ave Tus 0.82 D 0.84 D 0.83 D 0.84 D 25 Newport Ave at Sycamore Ave Tus 0.68 B 0.66 B 0.70 B 0.66 B 27 Del Amo Ave at Edinger Ave Tus 0.50 A 0.48 A 0.49 A 0.48 A 35 Red Hill Ave at Bryan Ave Tus 0.62 B 0.80 C 0.62 B 0.80 C 36 Red Hill Ave at El Camino Real Tus 0.54 A 0.54 A 0.54 A 0.54 A 37 Red Hill Ave at Nisson Rd Tus 0.67 B 0.78 C 0.68 B 0.78 C 38 Red Hill Ave at Walnut Ave Tus 0.78 C 0.94 E 0.79 C 0.94 E 39 Red Hill Ave at Sycamore Ave Tus 0.71 C 0.67 B 0.71 C 0.67 B 40 Red Hill Ave at Edinger Ave Tus 0.76 C 0.91 E 0.76 C 0.91 E 55 Browning Ave at Bryan Ave Tus 0.43 A 0.59 A 0.42 A 0.60 A 56 Browning Ave at El Camino Real Tus 0.51 A 0.49 A 0.50 A 0.50 A 58 Browning Ave at Walnut Ave Tus 0.47 A 0.66 B 0.48 A 0.67 B 92 Tustin Ranch Rd at Bryan Ave Tus 0.73 C 0.82 D 0.73 C 0.82 D IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 71

ID INTERSECTION
PA 36/CMP/

SANTA ANA

PRE-ESTABLISHED

ATMS LOCATIONS
(BUILDOUT)

JURISDICTION

BUILDOUT CUMULATIVE WITH
UPDATE ALTERNATIVE 2

AM PM AM PM

ICU LOS ICU LOS ICU LOS ICU LOS
93 Tustin Ranch Rd at El Camino Real Tus 0.86 D 0.76 C 0.86 D 0.77 C 94 Tustin Ranch Rd at I-5 NB Ramps Tus 0.65 B 0.57 A 0.65 B 0.57 A 95 Tustin Ranch Rd at I-5 SB Ramps Tus 0.70 B 0.66 B 0.70 B 0.66 B 96 Tustin Ranch Rd at Walnut Ave Tus 0.68 B 0.87 D 0.69 B 0.87 D 109 Myford Rd at Bryan Ave Tus 0.52 A 0.66 B 0.52 A 0.66 B 110 Myford Rd at El Camino Real Tus 0.44 A 0.66 B 0.44 A 0.66 B 111 Franklin Ave at Walnut Ave Tus 0.53 A 0.84 D 0.53 A 0.84 D 133 Jamboree Rd at Edinger Ave b Tus 0.47 A 0.74 C 0.47 A 0.74 C 445 Tustin Ranch Rd at Warner Ave N Tus 0.54 A 0.73 C 0.54 A 0.73 C 446 Tustin Ranch Rd at Warner Ave S Tus 0.64 B 0.81 D 0.65 B 0.80 C 447 Armstrong Ave/Severyns Rd Valencia Ave Tus 0.37 A 0.41 A 0.37 A 0.41 A 448 Armstrong Ave at Warner Ave Tus 0.38 A 0.43 A 0.38 A 0.43 A 453 Red Hill Ave at Valencia Ave Tus 1.00 E 0.79 C 1.00 E 0.81 D 454 Tustin Ranch Rd at Valencia Ave Tus 0.60 A 0.68 B 0.59 A 0.68 B 455 E Connector/Jamboree Plaza at Edinger Ave Tus 0.58 A 0.66 B 0.58 A 0.66 B 456 N Loop Rd at Valencia Ave Tus 0.17 A 0.15 A 0.17 A 0.15 A 457 N Loop Rd at Moffett Dr Tus 0.47 A 0.37 A 0.47 A 0.37 A 478 Red Hill Ave at I-5 NB Ramps Tus 0.67 B 0.65 B 0.67 B 0.65 B 479 Red Hill Ave at I-5 SB Ramps Tus 0.68 B 0.80 C 0.68 B 0.79 C 480 Tustin Ranch Rd/Connector at Edinger Ave Tus 0.21 A 0.19 A 0.21 A 0.19 A 732 SR-55 NB Ramp at Newport Ave Tus 0.64 B 0.65 B 0.64 B 0.65 B 739 Newport Ave at Mitchell Ave Tus 0.75 C 0.71 C 0.75 C 0.71 C 740 Red Hill Ave at Mitchell Ave Tus 0.58 A 0.68 B 0.58 A 0.68 B 743 Newport Ave at Valencia Tus 0.60 A 0.89 D 0.60 A 0.90 D 745 Tustin Ranch Rd at Park Ave Tus 0.50 A 0.65 B 0.50 A 0.65 B 746 Kensington Park Dr at Edinger Ave Tus 0.45 A 0.60 A 0.45 A 0.60 A 747 Kensington Park Dr at Valencia Ave Tus 0.36 A 0.37 A 0.36 A 0.37 A 748 Armstrong Ave at A St Tus 0.36 A 0.48 A 0.36 A 0.48 A 749 Park Ave at A St Tus 0.75 C 0.97 E 0.75 C 0.97 E
750 Legacy Rd at Warner Ave Tus 0.45 A 0.67 B 0.45 A 0.67 B 751 Tustin Ranch Rd at Legacy Rd Tus 0.65 B 0.73 C 0.65 B 0.73 C 752 Legacy Rd at N Loop Rd Tus 0.17 A 0.16 A 0.17 A 0.16 A 753 Tustin Ranch Rd at Edinger Ave Connector Tus 0.47 A 0.40 A 0.47 A 0.40 A 28 Pullman St at Warner Ave Tus/SA 0.62 B 0.67 B 0.63 B 0.67 B 41 Red Hill Ave at Warner Ave Tus/SA 0.56 A 0.77 C 0.56 A 0.77 C 754 Red Hill Ave at Carnegie Ave Tus/SA 0.54 A 0.67 B 0.54 A 0.67 B F Denotes intersection operating at a deficient LOS
a Intersection within Irvine Planning Area 36--LOS E acceptable b Orange County Congestion Management Program (CMP) locations c Intersections within City of Santa Ana--LOS E acceptable √ ATMS credit-Reduction of 0.05 applied to ICU
* Impact
IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Iteris, Inc. | 72
Figure 3.3 – Alternative 2 AM Peak Hour Intersection Deficiencies

IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
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Figure 3.4 – Alternative 2 PM Peak Hour Intersection Deficiencies

IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
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3.5 Alternative 2 Peak Hour Freeway Mainline Analysis
Future freeway mainline volumes are based on forecast traffic using the ITAM model. Table 3.4 presents the freeway mainline segment analysis for Alternative 2 conditions and compares mainline segment performance to Buildout Cumulative With Update conditions. The Alternative 2 scenario does not include any freeway mainline capacity improvements, consequently, the capacities are consistent with the Buildout Cumulative With Update scenario. Appendix B presents detailed HCS worksheets for mainline analysis.

The same segments that are forecast to be deficient in the Buildout With Update scenario are also deficient in Alternative 2. In the AM peak, 34 out of 60 freeway segments operate at a deficient LOS and in the PM peak 27 out of 60 operate at a deficient LOS. In total 40 segments are deficient in one or both peaks. The deficient segments are:

AM Peak Hour:

I-5 Northbound  Between Culver Drive and Jamboree Road  Between Jamboree Road and Tustin Ranch Road
 Between Tustin Ranch Road and Red Hill Avenue
 Between Red Hill Avenue and Newport Avenue
 Between Newport Avenue and SR-55
 North of SR-55
Southbound  Between Jamboree Road and Culver Drive
 Between Tustin Ranch Road and Jamboree Road
 Between Red Hill Avenue and Tustin Ranch Road
 Between Newport Avenue and Red Hill Avenue
 North of SR-55
I-405 Northbound  Between Culver Drive and Jamboree Road  Between Jamboree Road and MacArthur Boulevard
 Between MacArthur Boulevard and SR-55
Southbound  Between Jamboree Road and Culver Drive
 Between SR-55 and MacArthur Boulevard
 Between Bristol Street and SR-55
 Between SR-73 and Bristol Street
SR-55 Northbound  Fair Drive to SR-73
 McFadden Street/Sycamore Avenue to I-5
Southbound  Between Dyer Road and MacArthur Boulevard
 Between Edinger Avenue and Dyer Road
 Between McFadden Street/Sycamore Avenue and Edinger Avenue  Between I-5 and McFadden Street/Sycamore Avenue
SR-73 Northbound  Between MacArthur Boulevard and University Drive  Between University Drive and Jamboree Road
 Between Jamboree Road and Birch Street
 Between Birch Street and Campus Drive
 Between Campus Drive and SR-55
Southbound  Between University Drive and MacArthur Boulevard  Between Campus Drive and Birch Street
 Between SR-55 and Campus Drive
 Between SR-55 and Bear Street
SR-261 Southbound  South of El Camino Real
PM Peak Hour:

I-5 Northbound  Between Culver Drive to Jamboree Road
 Between Jamboree Road to Tustin Rach Road
 Between Tustin Ranch Road and Red Hill Avenue
 Between Red Hill Avenue and Newport Avenue
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ALTERNATIVES ANALYSIS
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 Between Newport Avenue and SR-55
 North of SR-55
Southbound  Between Jamboree Road and Culver Drive
 Between Tustin Ranch Road and Jamboree Road
 Between Red Hill Avenue and Tustin Ranch Road
 Between Newport Avenue and Red Hill Avenue
 North of SR-55
I-405  Northbound  Between Jamboree Road and MacArthur Boulevard  Between SR-55 and MacArthur Boulevard
 Southbound  Between Jamboree Road and MacArthur Boulevard  Between SR-55 and MacArthur Boulevard
SR-55 Northbound  Between MacArthur Boulevard and Dyer Road  Between Dyer Road and Edinger Avenue
 Between Edinger Avenue to McFadden Street/Sycamore Avenue  Between McFadden Street/Sycamore Avenue and I-5
Southbound  Between Edinger Avenue to Dyer Road
SR-73 Northbound  Between Jamboree Road and Birch Street  Between Birch Street and Campus Drive
 Between Campus Drive and SR-55
 Between SR-55 and Bear Street
Southbound  Between MacArthur Boulevard and University Drive  Between Birch Street and Campus Drive
 Between SR-55 and Campus Drive
Table 3.4 – Alternative 2 Freeway Peak Hour Mainline LOS

LOCATION
FREEWAY LANES BUILDOUT CUMULATIVE WITH UPDATE ALTERNATIVE 2

AM PEAK HOUR PM PEAK HOUR AM PEAK HOUR PM PEAK HOUR

DIRECTION
LANES

PEAK HOUR

CAPACITY
VOLUME
V/C
LOS
VOLUME
V/C
LOS
VOLUME
V/C
LOS

HCM DENSITY
LOS
VOLUME
V/C
LOS

HCM DENSITY
LOS
I-5
Culver Dr to Jamboree
Rd
NB 6 12,000 13,482 1.12 F 12,029 1.00 E 13,482 1.12 F 12,033 1.00 E SB 6 12,000 12,970 1.08 F 12,372 1.03 F 12,898 1.07 F 12,374 1.03 F Jamboree Rd to Tustin
Ranch Rd
NB 6 12,000 13,158 1.10 F 11,971 1.00 E 13,132 1.09 F 11,991 1.00 E SB 6 12,000 12,969 1.08 F 11,990 1.00 E 13,084 1.09 F 11,990 1.00 E Tustin Ranch Rd to Red
Hill Ave
NB 6 12,000 13,299 1.11 F 12,210 1.02 F 13,286 1.11 F 12,224 1.02 F SB 6 12,000 13,562 1.13 F 12,370 1.03 F 13,672 1.14 F 12,378 1.03 F Red Hill Ave to Newport
Ave
NB 5 10,000 12,645 1.05 F 11,684 0.97 E 12,638 1.05 F 11,691 0.97 E SB 6 12,000 13,083 1.09 F 11,682 0.97 E 13,190 1.10 F 11,688 0.97 E Newport Ave to SR-55 NB 6 12,000 13,262 1.11 F 12,279 1.02 F 13,236 1.10 F 12,327 1.03 F SB 4 8,000 9,981 0.83 D 8,892 0.74 D 10,030 0.84 D 8,905 0.74 D North of SR-55 NB 5 10,000 11,249 1.12 F 10,466 1.05 F 11,165 1.12 F 10,496 1.05 F SB 5 10,000 10,517 1.05 F 9,123 0.91 E 10,458 1.05 F 9,117 0.91 E I-405
Culver Dr to Jamboree
Rd
NB 5 10,000 13,859 1.15 F 10,617 0.88 D 13,858 1.15 F 10,661 0.89 D SB 4 8,000 10,460 1.05 F 12,118 1.21 F 10,446 1.04 F 12,116 1.21 F Jamboree Rd to
MacArthur Blvd
NB 6 12,000 13,628 1.14 F 11,628 0.97 E 13,637 1.14 F 11,604 0.97 E SB 7 14,000 12,326 0.88 D 12,158 0.87 D 12,248 0.87 D 12,171 0.87 D MacArthur Blvd to SR-55 NB 6 12,000 12,411 1.03 F 12,567 1.05 F 12,430 1.04 F 12,597 1.05 F SB 6 12,000 13,969 1.16 F 11,739 0.98 E 13,881 1.16 F 11,763 0.98 E SR-55 to Bristol St NB 4 8,000 6,152 0.62 C 6,891 0.69 C 6,167 0.62 C 6,883 0.69 C SB 5 10,000 10,591 1.06 F 7,946 0.79 D 10,509 1.05 F 7,981 0.80 D Bristol St to SR-73 NB 5 10,000 7,211 0.72 D 8,306 0.83 D 7,213 0.72 D 8,338 0.83 D SB 5 10,000 10,144 1.01 F 6,918 0.69 C 10,094 1.01 F 6,922 0.69 C IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

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LOCATION
FREEWAY LANES BUILDOUT CUMULATIVE WITH UPDATE ALTERNATIVE 2

AM PEAK HOUR PM PEAK HOUR AM PEAK HOUR PM PEAK HOUR

DIRECTION
LANES

PEAK HOUR

CAPACITY
VOLUME
V/C
LOS
VOLUME
V/C
LOS
VOLUME
V/C
LOS

HCM DENSITY
LOS
VOLUME
V/C
LOS

HCM DENSITY
LOS
SR-55
South of Victoria St NB 4 8,000 3,984 0.66 C 3,424 0.57 C 4,044 0.67 C 3,424 0.57 C SB 3 6,000 3,187 0.53 C 3,276 0.55 C 3,195 0.53 C 3,278 0.55 C Victoria St to Fair Dr NB 4 8,000 6,396 0.80 D 4,867 0.61 C 6,425 0.80 D 4,874 0.61 C SB 3 6,000 5,006 0.63 C 5,556 0.69 C 5,020 0.63 C 5,553 0.69 C Fair Dr to SR-73 NB 4 8,000 7,911 0.99 E 6,210 0.78 D 7,927 0.99 E 6,225 0.78 D SB 4 8,000 5,887 0.74 D 6,500 0.81 D 5,911 0.74 D 6,498 0.81 D SR-73 to Baker St NB 4 8,000 7,009 0.88 D 6,143 0.77 D 7,045 0.88 D 6,153 0.77 D SB 4 8,000 6,818 0.85 D 6,675 0.83 D 6,829 0.85 D 6,678 0.83 D Baker St to I-405 NB 4 8,000 7,009 0.88 D 6,143 0.77 D 7,045 0.88 D 6,153 0.77 D SB 4 8,000 6,818 0.85 D 6,675 0.83 D 6,829 0.85 D 6,678 0.83 D I-405 to MacArthur Blvd NB 4 8,000 9,035 0.75 D 9,220 0.77 D 9,058 0.75 D 9,260 0.77 D SB 4 8,000 10,674 0.89 D 8,947 0.75 D 10,675 0.89 D 8,951 0.75 D MacArthur Blvd to Dyer
Rd
NB 4 8,000 8,094 0.81 D 9,387 0.94 E 8,085 0.81 D 9,394 0.94 E SB 4 8,000 10,668 1.07 F 8,070 0.81 D 10,714 1.07 F 8,056 0.81 D Dyer Rd to Edinger Ave NB 4 8,000 8,198 0.82 D 10,330 1.03 F 8,205 0.82 D 10,319 1.03 F SB 4 8,000 10,999 1.37 F 7,674 0.96 E 10,952 1.37 F 7,662 0.96 E Edinger Ave to
McFadden St/ Sycamore
Ave
NB 5 10,000 8,431 0.84 D 10,377 1.04 F 8,395 0.84 D 10,374 1.04 F SB 4 8,000 11,638 1.16 F 8,118 0.81 D 11,581 1.16 F 8,103 0.81 D McFadden St/Sycamore
Ave to I-5
NB 5 10,000 9,110 0.91 E 10,957 1.10 F 9,092 0.91 E 10,962 1.10 F SB 5 10,000 10,964 1.10 F 7,971 0.80 D 10,950 1.09 F 7,943 0.79 D North of I-5 NB 3 6,000 6,114 0.61 C 7,829 0.78 D 6,164 0.62 C 7,852 0.79 D SB 3 6,000 8,447 0.84 D 5,777 0.58 C 8,426 0.84 D 5,796 0.58 C SR-73
MacArthur Blvd to
University Dr
NB 3 6,000 8,333 1.04 F 6,857 0.86 D 8,362 1.05 F 6,835 0.85 D SB 4 8,000 7,461 0.93 E 7,575 0.95 E 7,461 0.93 E 7,572 0.95 E University Dr to
Jamboree Rd
NB 3 6,000 7,563 0.95 E 5,730 0.72 D 7,588 0.95 E 5,707 0.71 C SB 3 6,000 5,583 0.70 C 6,072 0.76 D 5,582 0.70 C 6,068 0.76 D Jamboree Rd to Birch St NB 4 8,000 9,667 1.21 F 8,562 1.07 F 9,666 1.21 F 8,541 1.07 F SB 3 6,000 6,891 0.86 D 7,095 0.89 D 6,895 0.86 D 7,092 0.89 D Birch St to Campus Dr NB 4 8,000 7,835 0.98 E 7,412 0.93 E 7,840 0.98 E 7,388 0.92 E SB 4 8,000 8,291 1.04 F 7,711 0.96 E 8,298 1.04 F 7,696 0.96 E Campus Dr to SR-55 NB 4 8,000 8,834 1.10 F 9,839 1.23 F 8,839 1.10 F 9,802 1.23 F SB 4 8,000 10,630 1.33 F 8,854 1.11 F 10,640 1.33 F 8,852 1.11 F SR-55 to Bear St NB 3 6,000 6,459 0.81 D 7,218 0.90 E 6,462 0.81 D 7,195 0.90 E SB 3 6,000 7,194 0.90 E 5,884 0.74 D 7,195 0.90 E 5,885 0.74 D Bear St to I-405 NB 3 6,000 5,505 0.69 C 6,174 0.77 D 5,510 0.69 C 6,144 0.77 D SB 3 6,000 6,577 0.82 D 5,126 0.64 C 6,620 0.83 D 5,128 0.64 C SR-261
SR-261 South of El
Camino Real
NB 2 4,000 922 0.12 A 3,125 0.39 B 922 0.12 A 3,115 0.39 B SB 2 4,000 3,728 0.93 E 1,295 0.32 B 3,730 0.93 E 1,292 0.32 B Note:
*Impacted location. No HCM Analysis required for LOS F locations With Update impacts per performance criteria.

3.6 Alternative 2 Peak Hour Freeway Ramp Analysis
The ramp analysis methodology for Alternative 2 is consistent with that applied for Buildout Cumulative With Update. Table 3.5 displays the freeway ramp interchange, ramp type, number of lanes, peak hour capacity, IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

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volumes, densities, and LOS. Appendix C presents detailed HCS worksheets for ramp analysis. When compared to the Buildout Cumulative With Update scenario, there is one additional deficient location at the Southbound SR-55 Off-Ramp to Baker Street. Impacts on freeway ramps are addressed in Section 3.7 in accordance with the impact criteria agreed to by the City and Caltrans. The deficient ramp locations are:

AM Peak Hour:

I-5 Northbound  Off-Ramp to Jamboree Road
I-405 Northbound  Off-Ramp to Jamboree Road
 Off-Ramp to MacArthur Boulevard
Southbound  Off-Ramp to Jamboree Road
 Off-Ramp to MacArthur Boulevard
SR-55 Northbound  Direct On-Ramp from Fair Drive
 On-Ramp from Paularino Avenue
Southbound  Off-Ramp to Paularino Avenue
 Off-Ramp to Dyer Road
SR-73 Northbound  Off-Ramp to Birch Street
Southbound  Off-Ramp to MacArthur Boulevard
 Off-Ramp to Campus Drive
PM Peak Hour:

I-5 Northbound  Off-Ramp to Jamboree Road
Southbound  Direct On-Ramp from Jamboree Road
I-405 Northbound  Direct On-Ramp from Bristol Street*
 Off-Ramp to Bristol Street
Southbound  Off-Ramp to Jamboree Road
SR-55 Northbound  Direct On-Ramp from Fair Drive
 On-Ramp from Paularino Avenue
 Direct On-Ramp from MacArthur Boulevard
 On-Ramp from Edinger Avenue
 On-Ramp from McFadden Avenue
Southbound  Off-Ramp to Victoria Street
 Off-Ramp to Baker Street
 Off-Ramp to Paularino Avenue
SR-73 Northbound  On-Ramp North of University Drive from MacArthur Boulevard  On-Ramp from Jamboree Road
 Off-Ramp to Birch Street
 On-Ramp from Campus Drive
 Off-Ramp to Bear Street
Southbound  Off-Ramp to MacArthur Boulevard
*Denotes freeway ramp impacts.

Figure 3.5 and Figure 3.6 graphically depict the Alternative 2 freeway and ramp deficiencies.

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Table 3.5 – Alternative 2 Peak Hour Freeway Ramp LOS

INTERCHANGE RAMP TYPE
RAMP

CAPACITY
BUILDOUT CUMULATIVE WITH UPDATE ALTERNATIVE 2

AM PEAK HOUR PM PEAK HOUR AM PEAK HOUR PM PEAK HOUR

NUMBER OF
LANES
RAMP
LENGTH
VOLUME
V/C
LOS
VOLUME
V/C
LOS
VOLUME
V/C
LOS
HCM

DENSITY
LOS
VOLUME
V/C
LOS
HCM

DENSITY
LOS
I-5
Culver Dr
SB On Direct 1 1,000 335 0.37 B 559 0.62 C 334 0.37 B 559 0.62 C SB On Loop 1 1,000 597 0.66 C 300 0.33 B 595 0.66 C 300 0.33 B SB Off 2 500 841 0.37 B 1,811 0.80 D 840 0.37 B 1,811 0.80 D NB On Loop 2 1,000 750 0.50 B 480 0.32 B 750 0.50 B 480 0.32 B NB On Direct 1 1,000 653 0.73 D 175 0.19 A 652 0.72 D 175 0.19 A NB Off 1 500 504 0.34 B 763 0.51 C 509 0.34 B 767 0.51 C Jamboree Rd
SB On Direct 2 1,000 401 0.27 A 1,420 0.95 E 401 0.27 A 1,420 0.95 E SB On Loop 2 1,000 862 0.57 C 440 0.29 A 852 0.57 C 440 0.29 A SB Off 2 500 1,160 0.39 B 1,324 0.44 B 1,160 0.39 B 1,322 0.44 B NB On Loop 2 1,000 570 0.53 C 570 0.53 C 580 0.54 C 570 0.53 C NB On Direct 2 1,000 480 0.44 B 300 0.28 A 480 0.44 B 300 0.28 A NB Off 1 500 1,693 1.13 F 1,444 0.96 E 1,693 1.13 F 1,444 0.96 E Tustin Ranch Rd
SB On 2 1,000 690 0.46 B 770 0.51 C 690 0.46 B 760 0.51 C NB On 3 1,000 1,090 0.61 C 970 0.54 C 1,090 0.61 C 970 0.54 C NB Off 1 500 698 0.47 B 562 0.37 B 696 0.46 B 554 0.37 B SB Off 2 500 1,072 0.48 B 1,024 0.46 B 1,072 0.48 B 1,021 0.45 B Red Hill Ave
SB On 2 1,000 892 0.59 C 1,040 0.69 C 892 0.59 C 1,040 0.69 C NB On 2 1,000 813 0.54 C 767 0.51 C 813 0.54 C 768 0.51 C NB Off 1 500 840 0.56 C 1,010 0.67 C 840 0.56 C 1,020 0.68 C SB Off 1 500 500 0.33 B 503 0.34 B 500 0.33 B 492 0.33 B Newport Blvd SB Off 1 500 760 0.51 C 901 0.60 C 770 0.51 C 901 0.60 C NB On 2 1,000 930 0.62 C 870 0.58 C 930 0.62 C 870 0.58 C I-405
Culver Dr
SB On Direct 1 1,000 570 0.38 B 1,240 0.83 D 570 0.38 B 1,242 0.83 D SB On Loop 1 1,000 430 0.48 B 400 0.44 B 430 0.48 B 400 0.44 B SB Off 2 500 1,089 0.36 B 1,505 0.50 B 1,087 0.36 B 1,507 0.5 B NB On Loop 1 1,000 740 0.49 B 290 0.19 A 740 0.49 B 290 0.19 A NB On Direct 1 1,000 1,250 0.83 D 430 0.29 A 1,250 0.83 D 430 0.29 A NB Off 2 500 1,228 0.55 C 1,431 0.64 C 1,228 0.55 C 1,437 0.64 C Jamboree Rd
SB On Direct 2 1,000 811 0.45 B 1,560 0.87 D 810 0.45 B 1,562 0.87 D SB On Loop 1 1,000 365 0.24 A 700 0.47 B 365 0.24 A 701 0.47 B SB Off 2 500 2,688 1.19 F 2,091 0.93 E 2,690 1.20 F 2,111 0.94 E NB On Loop 1 1,000 640 0.43 B 630 0.42 B 640 0.43 B 630 0.42 B NB On Direct 2 1,000 1,390 0.77 D 970 0.54 C 1,390 0.77 D 970 0.54 C NB Off 2 500 2,659 1.18 F 1,843 0.82 D 2,663 1.18 F 1,843 0.82 D MacArthur Blvd
SB Direct On 2 1,000 620 0.34 B 1,370 0.76 D 620 0.34 B 1,380 0.77 D SB Off 2 500 2,554 1.14 F 1,135 0.5 B 2,544 1.13 F 1,146 0.51 C NB On 1 1,000 540 0.36 B 1,250 0.83 D 550 0.37 B 1,270 0.85 D NB Off 1 500 2,600 1.73 F 931 0.62 C 2,601 1.73 F 932 0.62 C Bristol St
SB Loop On 1 1,000 1,112 0.74 D 1,114 0.74 D 1,104 0.74 D 1,127 0.75 D SB Off 2 500 993 0.44 B 952 0.42 B 993 0.44 B 951 0.42 B NB On Loop 1 1,000 160 0.18 A 230 0.26 A 160 0.18 A 230 0.26 A NB On Direct 1 1,000 672 0.45 B 1,386 0.92 E 673 0.45 B 1,430 0.95 E 31.5 D NB Off 1 500 824 0.55 C 2,058 1.37 F 824 0.55 C 2,056 1.37 F SR-55
Victoria St
SB Direct On 1 1,000 516 0.57 C 655 0.73 D 517 0.57 C 657 0.73 D SB Off 2 500 1,239 0.55 C 2,084 0.93 E 1,254 0.56 C 2,086 0.93 E NB Direct On 1 1,000 1,252 0.83 D 1,143 0.76 D 1,249 0.83 D 1,141 0.76 D NB Off 1 500 676 0.45 B 795 0.53 C 651 0.43 B 778 0.52 C Fair Dr
SB Direct On 1 1,000 257 0.29 A 332 0.37 B 262 0.29 A 331 0.37 B SB Off 2 500 1,138 0.51 C 1,615 0.72 D 1,152 0.51 C 1,616 0.72 D NB Direct On 1 1,000 1,691 1.13 F 1,971 1.31 F 1,679 1.12 F 1,981 1.32 F NB Off 1 500 176 0.12 A 146 0.10 A 178 0.12 A 146 0.10 A Baker St SB On 1 1,000 559 0.37 B 1,150 0.77 D 558 0.37 B 1,153 0.77 D IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

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INTERCHANGE RAMP TYPE
RAMP

CAPACITY
BUILDOUT CUMULATIVE WITH UPDATE ALTERNATIVE 2

AM PEAK HOUR PM PEAK HOUR AM PEAK HOUR PM PEAK HOUR

NUMBER OF
LANES
RAMP
LENGTH
VOLUME
V/C
LOS
VOLUME
V/C
LOS
VOLUME
V/C
LOS
HCM

DENSITY
LOS
VOLUME
V/C
LOS
HCM

DENSITY
LOS
SR-55
SB Off 1 500 979 0.65 C 1,323 0.88 D 980 0.65 C 1,349 0.9 E NB Off 1 500 1,243 0.83 D 1,021 0.68 C 1,207 0.80 D 1,020 0.68 C Paularino Ave SB Off 1 500 1,741 1.16 F 1,470 0.98 E 1,750 1.17 F 1,498 1.00 E NB On 1 1,000 1,570 1.74 F 1,210 1.34 F 1,561 1.73 F 1,220 1.36 F MacArthur Blvd
SB On Direct 1 1,000 1,000 0.67 C 839 0.56 C 990 0.66 C 837 0.56 C SB On Loop 1 1,000 200 0.22 A 738 0.82 D 210 0.23 A 747 0.83 D SB Off 2 500 1,981 0.88 D 1,018 0.45 B 1,992 0.89 D 1,018 0.45 B NB On Loop 1 1,000 770 0.51 C 625 0.42 B 770 0.51 C 627 0.42 B NB On Direct 1 1,000 310 0.34 B 977 1.09 E 300 0.33 B 961 1.07 E NB Off 2 500 1,704 0.76 D 1,161 0.52 C 1,732 0.77 D 1,180 0.52 C Dyer Rd
SB On 1 1,000 960 0.64 C 1,249 0.83 D 950 0.63 C 1,255 0.84 D SB Off Loop 1 500 852 0.57 C 570 0.38 B 809 0.54 C 570 0.38 B SB Off to Grand 1 500 830 0.55 C 499 0.33 B 881 0.59 C 500 0.33 B NB On Direct 1 1,000 430 0.29 A 1,190 0.79 D 430 0.29 A 1,190 0.79 D NB On Loop 1 1,000 640 0.71 C 680 0.76 D 640 0.71 C 680 0.76 D NB Off 1 500 1,445 0.96 E 475 0.32 B 1,445 0.96 E 475 0.32 B Edinger Ave
SB On 1 1,000 1,022 0.68 C 936 0.62 C 1,014 0.68 C 936 0.62 C SB Off 1 500 1,120 0.75 D 580 0.39 B 1,119 0.75 D 580 0.39 B NB On 1 1,000 957 0.64 C 1,459 0.97 E 961 0.64 C 1,459 0.97 E NB Off 1 500 834 0.56 C 625 0.42 B 824 0.55 C 635 0.42 B McFadden Ave
SB On 1 1,000 634 0.42 B 594 0.40 B 614 0.41 B 609 0.41 B SB Off 2 500 602 0.27 A 955 0.42 B 601 0.27 A 958 0.43 B NB On 1 1,000 1,199 0.80 D 1,558 1.04 E 1,215 0.81 D 1,566 1.04 E NB Off 1 500 520 0.35 B 770 0.51 C 519 0.35 B 767 0.51 C SR-73
Bison Ave
SB On 1 1,000 150 0.10 A 360 0.24 A 150 0.10 A 360 0.24 A SB Off 1 500 1,015 0.68 C 482 0.32 B 1,015 0.68 C 479 0.32 B NB On 1 1,000 463 0.31 B 1,201 0.80 D 454 0.30 A 1,201 0.80 D MacArthur Blvd
SB On 1 1,000 218 0.15 A 1,208 0.81 D 219 0.15 A 1,212 0.81 D SB Off 1 500 1,371 0.91 E 1,403 0.94 E 1,377 0.92 E 1,403 0.94 E NB On s/o University Dr 1 1,000 723 0.48 B 1,203 0.80 D 744 0.50 B 1,194 0.80 D NB On n/o University Dr 1 1,000 1,012 0.67 C 1,858 1.24 F 991 0.66 C 1,866 1.24 F University Dr SB Off 1 500 1,180 0.79 D 820 0.55 C 1,190 0.79 D 820 0.55 C Jamboree Rd
SB On 1 1,000 476 0.32 B 950 0.63 C 474 0.32 B 950 0.63 C SB Off 2 500 1,399 0.62 C 837 0.37 B 1,403 0.62 C 821 0.36 B NB On 1 1,000 1,092 0.73 D 1,991 1.33 F 1,087 0.72 D 1,985 1.32 F Birch St NB Off 1 500 1,832 1.22 F 1,563 1.04 E 1,827 1.22 F 1,567 1.04 E Campus Dr SB Off 2 500 2,339 1.04 E 1,553 0.69 C 2,342 1.04 E 1,571 0.70 C NB On 1 1,000 999 0.67 C 3,298 2.20 F 999 0.67 C 3,281 2.19 F SR-73 at Bear
SB On 1 1,000 830 0.55 C 740 0.49 B 830 0.55 C 740 0.49 B SB Off 1 500 390 0.26 A 391 0.26 A 400 0.27 A 390 0.26 A NB Off 1 500 724 0.48 B 1,582 1.05 E 724 0.48 B 1,586 1.06 E NB On 1 1,000 250 0.17 A 501 0.33 B 250 0.17 A 470 0.31 B SR-261
Jamboree Rd SB On 2 1,000 1,215 0.40 B 1,329 0.44 B 1,217 0.41 B 1,301 0.43 B NB Off 2 250 559 0.25 A 1,386 0.62 C 556 0.25 A 1,388 0.62 C Walnut Ave NB On 1 1,000 358 0.24 A 1,176 0.78 D 359 0.24 A 1,172 0.78 D SB Off 1 500 1,034 0.69 C 529 0.35 B 1,041 0.69 C 528 0.35 B Note:
1HCM2010 limits Ramp HCM Density calculations with freeway lanes to 5 or less. HCM density was adjusted to include freeway lanes of 5 or more lanes.

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Figure 3.5 – Alternative 2 Freeway AM Peak Hour Deficiencies

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Figure 3.6 – Alternative 2 Freeway PM Peak Hour Deficiencies

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3.7 Alternative 2 Future Improvements and Mitigations
Table 3.6 shows the number of significantly impacted locations for arterials, intersections, freeway mainline and ramps. Because the land-use is identical and there is only one roadway network difference between the Alternative 2 and Buildout Cumulative With Update scenarios, there are few significant impacts observed.

Improvement strategies for each are discussed in turn.

Table 3.6 – Alternative 2 Number of Impacted Locations in the Study Area FACILITY ALTERNATIVE 2
Arterial Segments 0
Intersections 2
Freeway Mainline 0
Freeway Ramps 1
Total 2
Intersections
Deficient intersections within the IBC study area fall under two categories: significant impact and cumulative deficiency. Impacts are determined using the definition of significant impacts from each city’s traffic impact analysis protocol, presented in Chapter 2 of the 2018 IBC Vision Plan Two-Year Traffic Study Update. For the cities of Costa Mesa, Santa Ana, and Tustin, significant impacts are identified as an increase in intersection ICU of 0.01 or greater under With Update conditions of a deficient intersection when compared to Baseline conditions. For the City of Newport Beach, an impact is identified as an increase of 0.01 or more of the critical movement of a deficient intersection. Cumulative deficiencies are identified as those intersections that fail under both the Baseline and With Update conditions but do not have an update impact as identified by the above noted criteria. The City of Irvine threshold for defining impact is degradation of an intersection from acceptable to deficient LOS, or for a location already deficient in the baseline, an increase of 0.02 or greater of an intersection ICU. For intersections with shared jurisdictional boundaries, the more conservative methodology was employed.

Twenty-four intersections under Alternative 2 are forecast to operate at a deficient LOS. Of those deficient intersections, a significant impact is forecast for two intersections in Alternative 2 and require intersection improvements. Table 3.7 identifies intersections with significant impact deficiencies for the Alternative 2 scenario studied.

Table 3.7 –Alternative 2 Intersections Significantly Impacted in the Study Area

ID LOCATION JURSDICTION MITIGATION REQUIRED
719 Flower Street at Segerstrom Santa Ana Yes
720 Flower Street at MacArthur Boulevard Santa Ana Yes
Total Number Locations 2
Source: ITAM, City of Irvine, ICU analysis
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Improvements
The development of improvements is consistent with the approach used in the 2018 IBC Vision Plan Two- Year Traffic Study Update. The improvements recommended in this study result in facility operations within acceptable thresholds and are physical improvements rather than operational improvements. Improvements are also analyzed for feasibility based upon potential cost-effectiveness and right-of-way acquisition.

Where applicable, feasible improvements identified in the 2010 and 2015 IBC Vision Plans that have yet to be implemented were recommended as improvements where appropriate. Additionally, traffic studies and other planning documents were sourced in adjacent jurisdictions to develop improvement strategies for intersection deficiencies.

Figure 3.7 identifies the locations of the intersection impacts and cumulative deficiencies with a description of the improvement for each location.

Fair-share
As done in the 2018 IBC Vision Plan Two-Year Traffic Study Update, for the sole purpose of providing a reference, a fair-share methodology has been performed to evaluate what the financial participation of improving impacts would be. The same formula is used to calculate the fair-share proportion as in the 2018 IBC Vision Plan Two-Year Traffic Study Update. Detailed fair-share calculation worksheets are included in Appendix E.

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Figure 3.7 – Alternative 2 IBC Vision Study Area Improvement Locations

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The following sections discuss the intersection deficiencies and recommended mitigations for each jurisdiction within the study area.

3.7.1 City of Santa Ana
There are two location in the City of Santa Ana which require mitigation. Table 3.8 identifies the improvement strategy and corresponding ICUs. The following mitigation is recommended for the intersection that is significantly impacted by the proposed plan update:
 Intersection #719: Flower Street and Segerstrom Avenue This intersection is deficient under the Buildout Cumulative With Update and is forecast to have a significant impact under the Alternative 2 scenario during the PM peak. Because of the high westbound volume on Segerstrom Avenue in the morning, the recommended improvement is to widen the road to add a westbound right-turn lane. The improvement would bring the deficient intersection back to an acceptable LOS.
 Intersection #720: Flower Street and MacArthur Boulevard This intersection is forecast to have a significant impact under the Alternative 2 scenario during the PM peak. Because of the high eastbound volume on MacArthur Boulevard during the AM Peak hour, the recommended improvement is to widen the road to add an eastbound right-turn lane. The improvement would bring the deficient intersection back to an acceptable LOS.

Table 3.8 – City of Santa Ana Intersection Improvements

ID INTERSECTION
ALTERNATIVE 2 ALTERNATIVE 2 AFTER

IMPROVEMENT IMPROVEMENT

STRATEGY
FAIR-SHARE*

AM PM AM PM
ICU
LOS
ICU
LOS
ICU
LOS
ICU
LOS
719 Flower St at
Segerstrom Ave 0.84 D 1.02 E 0.84 D 0.97 E Add WBR 1.1% 720
Flower St at
MacArthur
Boulevard

0.91 E 0.88 D 0.86 D 0.88 D Add EBR 1.0%
*Fair-share percentage is shown for informational and comparison purposes only

3.7.2 Freeway Ramps
There are 24 freeway ramp which are deficient under the Alternative 2 future scenarios. The volumes are generally consistent with the Buildout With Update scenario forecast volumes, with one ramp experiencing an increase in the peak hour volume of over 30 vehicles per hour, triggering an impact under the impact criteria as agreed to by the City of Irvine and Caltrans. Table 3.9 identifies the one impacted freeway ramp and fair-shares under the Alternative 2 conditions for information and future planning purposes.

Table 3.9– Alternative 2 Freeway Ramp Plan Update Impacts and Fair-Share

INTERCHANGE

RAMP TYPE
RAMP

CAPACITY

BUILDOUT CUMULATIVE WITH
UDPATE ALTERNTIAVE 2 IMPACT IDENTIFIED

NUMBER OF LANES

RAMP LENGTH

AM PEAK HOUR PM PEAK HOUR AM PEAK HOUR PM PEAK HOUR

TRIP DIFFERENCE AM
(+30 CARS=IMPACT)

TRIP DIFFERENCE PM
(+30 CARS=IMPACT)

IMPACT V/C

PLAN UPDATE FAIR-
SHARE
VOLUME
V/C
LOS
VOLUME
V/C
LOS
VOLUME
V/C
LOS
VOLUME
V/C
LOS
I-405 Bristol St NB On-Direct 1 1,000 672 0.45 B 1,386 0.92 E 673 0.45 B 1,430 0.95 E +1 +44 * 3.1% IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

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*Fair-share percentage is shown for informational and comparison purposes only IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

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4 COST ESTIMATES

4.1 Cost Estimates for Mitigation Improvements
Planning level cost estimates were developed for each of the required mitigation locations. This involved the development of concept plans for each of the improvements overlaid on recent aerial imagery provided by the City. Unit costs were updated based on recent Caltrans cost estimates and on bid data provided to the City. These unit costs were then applied to the construction requirements identified in the concept plans.

Utility identification, including sewer and overhead electrical lines, were determined to the extent possible from the aerial imagery. Length of turn pocket date was determined from traffic data where appropriate.

Consistent with the 2010 Vision Plan Traffic Fee Nexus Study and the 2015 Update, cost estimates include provisions for the following:
 Preliminary project development
 Right-of-way
 Design Engineering and Administration Cost
 Construction Engineering Cost and Administration
 Construction Cost
 Construction Contingency

4.1.2 Cost Estimates for Alternative 2
Table 4.2 shows the cost estimates for the improvements identified for the Alternative 2. Concept plans are and detailed cost estimates broken down into component categories are provided in Appendix H. Both intersection improvement locations are unique to Alternative 2.

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Table 4.2 – Alternative 2 Cost of Improvements
ID Jurisdiction Intersection Improvement
Construc
tion
($ 000's)
Right-of-
way
($ 000's)
PD/
Design/
CM
($ 000's)
Total
($ 000's) Alt 2 Only
720 Santa Ana
Flower Street at
MacArthur
Boulevard
Add EBR $611 $3,290 $606 $4,507 Yes
719 Santa Ana
Flower Street at
Segerstrom
Avenue
Add WBR $1,814 $362 $1,208 $3,384 Yes
All Intersections $7,891
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5 REFERENCES
 City of Irvine General Plan—2006
 City of Tustin General Plan—2008
 City of Costa Mesa General Plan—2000
 City of Newport Beach General Plan–2006
 Irvine City Council Ordinance No. 03-08, April 2003
 National Cooperative Highway Research Program Report 255, Transportation Research Board.  ICU Worksheets Methodology, Austin-Foust Associates, Inc.  Irvine Business Complex General Plan Amendment and Rezoning Project Environmental Impact Report, Robert Bein, William Frost and Associates, October 1992  North Irvine Transportation Mitigation (NITM) Program Nexus Study Five Year Review, Parsons Brinckerhoff, July 2008
 Irvine Business Complex Vision Plan Traffic Study, March 2010 Parson Brinkerhoff  2012 Citywide Circulation Phasing Report, Iteris, 2013  Irvine Business Complex Vision Plan Traffic Study, January 13 2016, Iteris IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

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6 GLOSSARY OF TRANSPORTATION TERMS
Common Abbreviations
ADT Average Daily Traffic
ITAM Irvine Traffic Analysis Model
Caltrans The California Department of Transportation
DU Dwelling Unit
HCM Highway Capacity Manual
HCS Highway Capacity Software (Software package utilizing the formulae in the Highway Capacity Manual) HOV High Occupancy Vehicle lane
ICU Intersection Capacity Utilization
ITAM Irvine Traffic Analysis Model
OCTA Orange County Transportation Authority
OCTAM Orange County Transportation Analysis Model
TSF Thousands of Square Feet
V/C Volume/Capacity Ratio
VMT Vehicle Miles Traveled
AUXILIARY LANE: A non-capacity enhancing lane that provides operational benefits to the freeway mainline.

Typically an auxiliary lane extends between an on-ramp and off-ramp to facilitate the weave movement between the interchange without detrimental effects to the mainline through lanes.

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 that 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. lf there is an all red interval after the end of a yellow, then that is also added into the clearance interval.

CRITICAL MOVEMENT: Conflicting intersection turning movements that are found to have the highest ICU for opposing movements; i.e. each of the approaches at a four-legged intersection will contain a critical movement that conflicts with an opposing movement.

DAILY CAPACITY: The daily volume of traffic that will result in a volume during the peak hour equal to the capacity of the roadway.

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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.

DIRECTIONAL SPLIT: The percent of traffic in the peak direction at any point in time.

DIVERGE AREA (HCM): the two right shoulder lanes plus the auxiliary lane for 1500 feet downstream from the ramp gore point (location where the ramp intersects with the freeway mainline.

DIVERSION: The rerouting of peak hour traffic to avoid congestion.

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.

HIGH OCCUPANCY VEHICLE (HOV) LANE: A lane restricted for use by vehicles with 2 or more persons.

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.

MERGE AREA (HCM): the two right shoulder lanes plus the auxiliary lane for 1500 feet downstream from the ramp gore point (location where the ramp intersects with the freeway mainline.

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.

MIXED USE DEVELOPMENT: The practice of allowing more than one type of lane use in a building or set of buildings. In planning terms, this can mean some combination of residential, commercial, industrial, office, institutional, or other land uses.

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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.

ORANGE COUNTY TRANSPORTATION ANALYSIS MODEL (OCTAM): The regional model developed and maintained by OCTA that is the parent model to the City of Irvine subarea model, ITAM.

ORIGIN-DESTINATION SURVEY: A survey to determine the point of origin and the point of destination for a given vehicle trip.

PASSENGER CAR EQUIVALENTS (PGE): One car is one Passenger car Equivalent. A truck is equal to two or three 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.

PEAK HOUR: The 60 consecutive minutes with the highest number of vehicles.

PEAK HOUR FACTOR: the period during which peak hour traffic volume is at its highest. Peak Hour factor is determined by calculating the hourly volume divided by the peak rate of flow within the hour, which is the highest 15 minute interval multiplied by four.

PRETIMED SIGNAL: A type of traffic signal that directs traffic to stop and go on a predetermined time schedule without regard to traffic conditions. Also, fixed time signal.

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 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.

SIGNIFICANT IMPACT (CEQA): Projects can cause significant impacts by direct physical changes to the environment or by triggering reasonably foreseeable indirect physical changes. Physical changes caused by a project can contribute incrementally to cumulative effects that are significant, even if individual changes resulting from a project are limited. You must determine whether the cumulative impact is significant, as well as whether an individual effect is “cumulatively considerable.” This means “the incremental effects of an individual project are significant when viewed in connection with the effects of past projects, the effects of other current projects, and the effects of probable future projects” (CEQA Guidelines Section 15064(h)(1)).

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STARTING DELAY: The delay experienced in initiating the movement of queued traffic from a stop to an average running speed through a signalized intersection.

SYNCHRO: A complete software package for modeling, optimizing, managing and simulating traffic systems.

Synchro implements the HCM methodologies for intersection analysis and is applied for State Highway System ramp termini intersections.

TRANSIT ORIENTED DEVELOPMENT: A mixed-use residential or commercial area designed to maximize access to public transport, and often incorporates features to encourage transit ridership.

TRIP: The movement of a person or vehicle from one location (origin) to another (destination). For example, from home to store to home are 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.

WEAVING AREA: The area of a freeway where there is cross traffic from either a on or off-ramp or transition to another freeway. Typically weaving segments are formed when merge areas are followed closely by diverge areas (within 2,500 feet) and the two are joined by an auxiliary lane requiring the crossing of two or more traffic streams traveling in the same general direction along a significant length of highway without the aid of traffic control devices.

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Innovating Through Informatics™
7 APPENDICES
Appendix A: ICU Worksheets
IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE
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A lternative 2 ICU Worksheets
31 . Daimler St. at Alton Pkwy. 32 . Daimler St. at McGaw Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 72 .04* 196 .12* NBL 0 0 58 11 {.01}* NBT 1 1700 19 .03 151 .15 NBT 1 1700 38 .06* 44 .03 NBR 0 0 40 107 NBR d 1700 70 .04 126 .07 SBL 1 1700 65 .04 44 .03 SBL 0 0 150 {.09}* 96 SBT 1 1700 92 .12* 35 .07* SBT 1 1700 51 .12 46 .08* SBR 0 0 115 82 SBR d 1700 16 .01 18 .01 EBL 1 1700 87 .05 162 .10* EBL 1 1700 3 .00 5 .00 EBT 2 3400 1414 .42* 979 .29 EBT 2 3400 10 .01* 111 .04* EBR 1 1700 230 .14 94 .06 EBR 0 0 7 23 WBL 1 1700 88 .05* 51 .03 WBL 1 1700 82 .05* 124 .07* WBT 2 3400 972 .29 1262 .37* WBT 2 3400 127 .05 72 .04 WBR 1 1700 27 .02 107 .06 WBR 0 0 29 83 .05 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .68 .71 TOTAL CAPACITY UTILIZATION .26 .25 42 . Red Hill Av. at Barranca Pkwy. 43 . Red Hill Av. at Deere Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 180 .05 488 .14 NBL 1 1700 79 .05* 31 .02 NBT 4 6800 639 .09* 2382 .35* NBT 3 5100 882 .17 2932 .57* NBR d 1700 132 .08 424 .25 NBR d 1700 157 .09 48 .03 SBL 2 3400 536 .16* 457 .13* SBL 1 1700 105 .06 80 .05* SBT 4 6800 1124 .17 800 .12 SBT 3 5100 1705 .33* 1053 .21 SBR d 1700 210 .12 245 .14 SBR 1 1700 140 .08 24 .01 EBL 2 3400 262 .08 299 .09* EBL 1 1700 16 .01 110 .06 EBT 4 6800 1882 .32* 1079 .18 EBT 1 1700 91 .07* 122 .13* EBR 0 0 306 122 EBR 0 0 34 100 WBL 2 3400 500 .15* 198 .06 WBL 1 1700 11 .01* 117 .07* WBT 4 6800 820 .12 1857 .27* WBT 1 1700 32 .02 65 .04 WBR 1 1700 260 .15 619 .36 WBR 1 1700 28 .02 209 .12 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .77 .89 TOTAL CAPACITY UTILIZATION .51 .87 Friday, December 14, 2018 Page 1
44 . Red Hill Av. at Alton Pkwy. 45 . Red Hill Av. at McGaw Av.

ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC)

AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR

LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 300 .18* 193 .11 NBL 2 3400 253 .07 85 .03 NBT 3 5100 634 .12 2139 .42* NBT 3 5100 1223 .24* 2085 .41* NBR 1 1700 474 .28 195 .11 NBR 1 1700 606 .36 671 .39 SBL 1 1700 411 .24 220 .13* SBL 2 3400 242 .07* 130 .04* SBT 3 5100 1017 .20* 980 .19 SBT 3 5100 1189 .23 1510 .30 SBR 1 1700 415 .24 190 .11 SBR d 1700 100 .06 40 .02 EBL 2 3400 256 .08 328 .10 EBL 1 1700 40 .02 95 .06 EBT 2 3400 806 .24* 855 .25* EBT 2 3400 93 .05* 230 .14* EBR 1 1700 275 .16 308 .18 EBR 0 0 67 303 .18 WBL 2 3400 258 .08* 403 .12* WBL 2 3400 343 .10* 529 .16* WBT 2 3400 766 .23 897 .26 WBT 2 3400 168 .09 255 .15 WBR 1 201 503 WBR 0 0 127 354 .21
Right Turn Adjustment NBR .08* Right Turn Adjustment NBR .04* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .83 .97 TOTAL CAPACITY UTILIZATION .55 .80 46 . Red Hill Av. at Reynolds Av. 47 . Red Hill Av. at MacArthur Blvd.

ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC)

AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR

LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 280 .16* 74 .04* NBL 2 3400 85 .03 142 .04 NBT 3 5100 1800 .35 2300 .45 NBT 3 5100 909 .18* 1152 .23* NBR d 1700 461 .27 249 .15 NBR 0 0 20 36
SBL 1 1700 49 .03 11 .01 SBL 2 3400 495 .15* 653 .19* SBT 3 5100 1120 .22* 2259 .44* SBT 3 5100 734 .14 1020 .20 SBR d 1700 30 .02 16 .01 SBR f 373 926
EBL 0 0 0 0 EBL 2 3400 1111 .33* 677 .20*
EBT 0 0 0 0 EBT 3 5100 1315 .26 627 .12
EBR 1 1700 50 .03 231 .14 EBR d 1700 127 .07 86 .05 WBL 0 0 0 0 WBL 1 1700 50 .03 120 .07
WBT 0 0 0 0 WBT 3 5100 422 .08* 993 .19*
WBR 1 1700 20 .01 100 .06 WBR f 820 1268
Right Turn Adjustment Multi .15* Clearance Interval .05* .05* Clearance Interval .05* .05*
TOTAL CAPACITY UTILIZATION .79 .86
TOTAL CAPACITY UTILIZATION .43 .68
Friday, December 14, 2018 Page 2
1700 .12 .30
48 . Red Hill Av. at Sky Park N 49 . Red Hill Av. at Main St. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 87 .05 78 .05 NBL 2 3400 192 .06 413 .12* NBT 3 5100 864 .17* 998 .20* NBT 2 3400 790 .23* 990 .29 NBR d 1700 112 .07 47 .03 NBR 1 1700 546 .32 398 .23 SBL 1 1700 91 .05* 89 .05* SBL 2 3400 103 .03* 82 .02 SBT 3 5100 566 .11 876 .17 SBT 2 3400 417 .16 648 .28* SBR d 1700 91 .05 62 .04 SBR 0 0 132 318 EBL 1 1700 26 .02* 76 .04* EBL 2 3400 228 .07 181 .05* EBT 1 1700 18 .01 46 .03 EBT 3 5100 1921 .42* 870 .20 EBR 1 1700 47 .03 108 .06 EBR 0 0 243 163 WBL 1 1700 18 .01 78 .05 WBL 2 3400 170 .05* 449 .13 WBT 1 1700 12 .04* 42 .09* WBT 3 5100 496 .12 2010 .41* WBR 0 0 50 119 WBR 0 0 103 88 Clearance Interval .05* .05* Right Turn Adjustment NBR .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .33 .43 TOTAL CAPACITY UTILIZATION .83 .91 66 . Gillette Av. at Alton Pkwy. 67 . Gillette Av. at McGaw Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 90 {.05}* 355 {.21}* NBL 1 1700 119 .07* 238 .14 NBT 1 1700 0 .05 0 .21 NBT 1 1700 53 .05 311 .24* NBR d 1700 50 .03 467 .27 NBR 0 0 37 91 SBL 0 0 0 0 SBL 1 1700 33 .02 59 .03* SBT 0 0 0 0 SBT 1 1700 120 .07* 63 .04 SBR 0 0 0 0 SBR d 1700 76 .04 207 .12 EBL 0 0 0 0 EBL 1 1700 209 .12* 194 .11* EBT 2 3400 1400 .49* 1163 .37 EBT 2 3400 613 .19 833 .26 EBR 0 0 268 104 EBR 0 0 47 36 WBL 1 1700 152 .09* 86 .05 WBL 1 1700 94 .06 40 .02 WBT 2 3400 1110 .33 1495 .44* WBT 2 3400 479 .15* 690 .22* WBR 0 0 0 0 WBR 0 0 29 47 Right Turn Adjustment NBR .01* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .46 .65 TOTAL CAPACITY UTILIZATION .68 .71 Friday, December 14, 2018 Page 3
70 . Gillette Av. at Main St. 71 . Armstrong St. at Barranca Pkwy. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 36 .01* 255 .08 NBL 1 1700 100 .06* 488 .29* NBT 1 1700 6 .00 154 .09* NBT 2 3400 83 .05 294 .17 NBR 1 1700 78 .05 392 .23 NBR 0 0 97 .06 469 .28 SBL 2 3400 89 .03 195 .06* SBL 1 1700 36 .02 138 .08 SBT 1 1700 99 .06* 13 .01 SBT 1 1700 48 .03* 117 .07* SBR d 1700 162 .10 192 .11 SBR 1 1700 37 .02 144 .08 EBL 2 3400 276 .08* 175 .05* EBL 1 1700 145 .09* 118 .07* EBT 4 6800 1363 .20 1623 .24 EBT 4 6800 1537 .23 1657 .24 EBR f 326 79 EBR d 1700 228 .13 165 .10 WBL 2 3400 285 .08 48 .01 WBL 2 3400 274 .08 148 .04 WBT 3 5100 1082 .24* 1571 .34* WBT 4 6800 2003 .29* 1752 .26* WBR 0 0 148 174 WBR 1 1700 192 .11 109 .06 Right Turn Adjustment NBR .03* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .52 .74 TOTAL CAPACITY UTILIZATION .44 .62 73 . Armstrong St. W. at Alton Pkwy. 74 . Armstrong St. E. at Alton Pkwy. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 30 .02* 100 .06* NBL 0 0 0 0 NBT 0 0 0 0 NBT 0 0 0 0 NBR 1 1700 50 .03 220 .13 NBR 0 0 0 0 SBL 0 0 0 0 SBL 1 1700 32 .02* 143 .08* SBT 0 0 0 0 SBT 0 0 0 0 SBR 0 0 0 0 SBR 1 1700 80 .05 178 .10 EBL 0 0 0 0 EBL 1 1700 171 .10* 217 .13* EBT 3 5100 1130 .22* 1070 .21* EBT 3 5100 978 .19 1017 .20 EBR d 1700 99 .06 22 .01 EBR 0 0 0 0 WBL 1 1700 111 .07* 78 .05* WBL 0 0 0 0 WBT 3 5100 960 .19 1190 .23 WBT 3 5100 1010 .20* 1102 .22* WBR 0 0 0 0 WBR d 1700 99 .06 93 .05 Right Turn Adjustment NBR .03* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .37 .48 TOTAL CAPACITY UTILIZATION .36 .40 Friday, December 14, 2018 Page 4
77 . MacArthur Bl. at Sky Park E. 78 . MacArthur Bl. at Main St.

ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC)

AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR

LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 161 .09* 118 .07 NBL 2 3400 691 .20* 785 .23* NBT 3 5100 1158 .23 2179 .43* NBT 4 6800 1176 .17 1609 .24 NBR 0 0 0 0 NBR f 1422 657
SBL 0 0 0 0 SBL 2 3400 572 .17 369 .11
SBT 4 6800 1542 .26* 1240 .19 SBT 4 6800 1011 .15* 1159 .17* SBR 0 0 201 82 SBR 1 1700 107 .06 72 .04
EBL 2 3400 36 .01* 181 .05* EBL 1 1700 63 .04 128 .08 EBT 0 0 0 0 EBT 3 5100 970 .19* 826 .16*
EBR 1 1700 73 .04 250 .15 EBR 1 1700 828 .49 757 .45 WBL 0 0 0 0 WBL 2 3400 445 .13* 848 .25*
WBT 0 0 0 0 WBT 3 5100 573 .11 1116 .22
WBR 0 0 0 0 WBR f 252 616
Clearance Interval .05* .05* Right Turn Adjustment EBR .10* EBR .06* Clearance Interval .05* .05*
TOTAL CAPACITY UTILIZATION .41 .53 Note: Assumes Right-Turn Overlap for EBR TOTAL CAPACITY UTILIZATION .82 .92
79 . MacArthur Bl. at I-405 NB Ramps 80 . MacArthur Bl. at I-405 SB Ramps ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC)

AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR

LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 0 0 0 0
NBT 4 6800 1984 .29* 2616 .38* NBT 4 6800 1525 .22 2974 .44* NBR 2 3400 360 .11 770 .23 NBR 1 1700 464 .27 801 .47 SBL 2 3400 190 .06* 500 .15* SBL 2 3400 156 .05 579 .17* SBT 4 6800 2085 .31 2312 .34 SBT 4 6800 1893 .28* 1781 .26 SBR 0 0 0 0 SBR 1 1700 638 .38 352 .21
EBL 0 0 0 0 EBL 0 0 0 0
EBT 0 0 0 0 EBT 0 0 0 0
EBR 0 0 0 0 EBR 0 0 0 0
WBL 2 3400 1265 .37* 488 .14* WBL 2 3400 1197 .35* 559 .16* WBT 0 0 0 0 WBT 1 1700 322 .19 190 .11
WBR 2 3400 1336 .39 444 .13 WBR f 785 406
Clearance Interval .05* .05*
Clearance Interval .05* .05*
TOTAL CAPACITY UTILIZATION .77 .72
TOTAL CAPACITY UTILIZATION .68 .68
Friday, December 14, 2018 Page 5
81 . MacArthur Bl. at Business Center Dr. 82 . MacArthur Bl. at Michelson Dr.

ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC)

AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR

LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1 1700 331 .19 200 .12
NBT 4 6800 1289 .19 2815 .41* NBT 4 6800 1403 .21* 2341 .34* NBR d 1700 370 .22 390 .23 NBR 1 1700 352 .21 169 .10 SBL 0 0 0 0 SBL 2 3400 1199 .35* 742 .22*
SBT 4 6800 2970 .44* 2170 .32 SBT 4 6800 1902 .28 1594 .24 SBR 0 0 0 0 SBR 0 0 21 13
EBL 0 0 0 0 EBL 2 3400 699 .21* 491 .14*
EBT 0 0 0 0 EBT 1 1700 200 .12 173 .10
EBR 0 0 0 0 EBR 1 1700 192 .11 192 .11
WBL 0 0 0 0 WBL 2 3400 120 .04 640 .19*
WBT 0 0 0 0 WBT 1 1700 187 .11* 171 .10
WBR 1 1700 101 .06 325 .19 WBR 1 1700 223 .13 734 .43 Right Turn Adjustment WBR .19* Right Turn Adjustment WBR .02* Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes E/W Split Phasing
TOTAL CAPACITY UTILIZATION .49 .65 Note: Assumes Right-Turn Overlap for WBR TOTAL CAPACITY UTILIZATION .93 .96
83 . MacArthur Bl. at Douglas Av.

ITAM 18 Alt 2 (IRVINE ISEC)

AM PK HOUR PM PK HOUR

LANES CAPACITY VOL V/C VOL V/C
NBL 0 0 0 0
NBT 4 6800 1929 .31* 1957 .30*
NBR 0 0 177 81
SBL 2 3400 503 .15* 380 .11*
SBT 4 6800 1695 .25 2055 .30
SBR 0 0 0 0
EBL 0 0 0 0
EBT 0 0 0 0
EBR 0 0 0 0
WBL 1 1700 65 .04* 79 .05*
WBT 0 0 0 0
WBR 1 1700 231 .14 548 .32
Right Turn Adjustment WBR .19*
Clearance Interval .05* .05*
TOTAL CAPACITY UTILIZATION .55 .70 Friday, December 14, 2018 Page 6 87 . Dupont Dr. at Michelson Dr. 97 . Von Karman Av. at Barranca Pkwy. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 93 .05* 190 .11* NBL 2 3400 94 .03* 129 .04 NBT 2 3400 35 .02 40 .02 NBT 2 3400 608 .18 1761 .52* NBR 0 0 33 70 .04 NBR d 1700 160 .09 428 .25 SBL 1 1700 23 .01 179 .11 SBL 2 3400 309 .09 280 .08* SBT 2 3400 12 .01* 123 .07* SBT 2 3400 1344 .40* 796 .23 SBR 0 0 25 .01 109 SBR 2 3400 760 .22 873 .26 EBL 1 1700 68 .04 61 .04 EBL 2 3400 554 .16 542 .16 EBT 2 3400 884 .35* 601 .24* EBT 3 5100 1051 .21* 1762 .35* EBR 0 0 297 213 EBR d 1700 158 .09 80 .05 WBL 1 1700 31 .02* 45 .03* WBL 2 3400 698 .21* 454 .13* WBT 3 5100 383 .10 941 .20 WBT 4 6800 1326 .20 1268 .19 WBR 0 0 108 79 WBR 1 1700 188 .11 746 .44 Clearance Interval .05* .05* Right Turn Adjustment WBR .06* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .48 .50 TOTAL CAPACITY UTILIZATION .90 1.19 98 . Von Karman Av. at Alton Pkwy. 99 . Von Karman Av. at McGaw Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 148 .09* 87 .05 NBL 1 1700 97 .06* 115 .07 NBT 2 3400 729 .21 1608 .47* NBT 2 3400 744 .22 1507 .44* NBR d 1700 127 .07 220 .13 NBR d 1700 52 .03 180 .11 SBL 1 1700 83 .05 234 .14* SBL 1 1700 59 .03 84 .05* SBT 2 3400 1522 .45* 880 .26 SBT 2 3400 1572 .46* 874 .26 SBR d 1700 220 .13 249 .15 SBR d 1700 244 .14 119 .07 EBL 1 1700 182 .11 205 .12* EBL 1 1700 74 .04* 295 .17* EBT 2 3400 770 .23* 928 .27 EBT 2 3400 409 .16 798 .26 EBR d 1700 112 .07 136 .08 EBR 0 0 128 97 WBL 1 1700 186 .11* 116 .07 WBL 1 1700 70 .04 41 .02 WBT 2 3400 703 .21 815 .24* WBT 2 3400 489 .16* 418 .16* WBR d 1700 119 .07 180 .11 WBR 0 0 62 111 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .93 1.02 TOTAL CAPACITY UTILIZATION .77 .87 Friday, December 14, 2018 Page 7
100 . Von Karman Av. at Main St. 101 . Von Karman Av. at Morse Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 258 .08* 463 .14 NBL 2 3400 330 .10* 107 .03 NBT 2 3400 718 .21 1196 .35* NBT 2 3400 1098 .36 1763 .53* NBR 1 1700 216 .13 544 .32 NBR 0 0 113 32 SBL 1 1700 118 .07 151 .09* SBL 1 1700 199 .12 44 .03* SBT 2 3400 1160 .34* 719 .21 SBT 2 3400 1433 .42* 1217 .36 SBR 1 1700 404 .24 291 .17 SBR f 176 60 EBL 2 3400 237 .07* 383 .11 EBL 1 1700 28 .02* 49 .03* EBT 3 5100 735 .14 1525 .30* EBT 1 1700 8 .00 4 .00 EBR f 541 305 EBR f 44 253 WBL 2 3400 399 .12 166 .05* WBL 1 1700 23 .01 130 .08 WBT 3 5100 847 .19* 1056 .24 WBT 1 1700 4 .03* 13 .07* WBR 0 0 115 191 WBR 0 0 54 108 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .73 .84 TOTAL CAPACITY UTILIZATION .62 .71 102 . Von Karman Av. at Michelson Dr. 103 . Von Karman Av. at Dupont Dr. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 65 .04 42 .02 NBL 1 1700 40 .02 59 .03 NBT 2 3400 1086 .32* 1306 .38* NBT 2 3400 1266 .39* 1123 .38* NBR 1 1700 153 .09 160 .09 NBR 0 0 52 158 SBL 1 1700 457 .27* 294 .17* SBL 1 1700 134 .08* 151 .09* SBT 2 3400 1216 .43 1158 .38 SBT 2 3400 1094 .32 1455 .43 SBR 0 0 239 141 SBR 1 1700 32 .02 72 .04 EBL 1 1700 135 .08* 329 .19* EBL 1 1700 11 .01 38 .02 EBT 2 3400 270 .09 496 .17 EBT 2 3400 104 .06* 241 .14* EBR 0 0 26 98 EBR 0 0 87 221 WBL 1 1700 179 .11 303 .18 WBL 1 1700 139 .08* 84 .05* WBT 2 3400 506 .15* 567 .17* WBT 2 3400 118 .07 139 .08 WBR f 488 665 WBR 0 0 153 .09 219 .13 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .87 .96 TOTAL CAPACITY UTILIZATION .66 .71 Friday, December 14, 2018 Page 8
104 . Von Karman Av. at Martin 112 . Myford Rd. at Michelle Dr. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 26 .02* 32 .02* NBL 1 1700 95 .06* 82 .05 NBT 2 3400 1273 .37 1074 .32 NBT 2 3400 0 .03 0 .12* NBR 1 1700 13 .01 26 .02 NBR 0 0 102 406 SBL 1 1700 28 .02 29 .02 SBL 1 1700 0 .00 0 .00 SBT 2 3400 1088 .37* 1446 .50* SBT 2 3400 0 .00* 0 .00 SBR 0 0 173 241 SBR 0 0 0 0 EBL 2 3400 55 .02* 151 .04* EBL 1 1700 0 .00 0 .00 EBT 1 1700 9 .03 5 .02 EBT 2 3400 128 .04* 229 .07* EBR 0 0 36 35 EBR d 1700 40 .02 88 .05 WBL 1 1700 7 .00 23 .01 WBL 1 1700 370 .22* 63 .04* WBT 1 1700 1 .01* 8 .03* WBT 2 3400 545 .16 110 .03 WBR 0 0 12 49 WBR 0 0 0 0 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .47 .64 TOTAL CAPACITY UTILIZATION .37 .28 113 . Myford Rd. at Walnut Av. 114 . Millikan Av. at Barranca Pkwy. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 9 .01 76 .04 NBL 1 1700 139 .08* 398 .23* NBT 1 1700 19 .01* 45 .03* NBT 2 3400 10 .00 97 .03 NBR f 63 391 NBR d 1700 10 .01 116 .07 SBL 2 3400 122 .04* 256 .08* SBL 2 3400 26 .01 186 .05 SBT 1 1700 22 .01 16 .01 SBT 0.5 3400 24 {.05}* 74 {.04}* SBR 1 1700 67 .04 108 .06 SBR 1.5 222 251 {.04} EBL 1 1700 99 .06 75 .04* EBL 2 3400 154 .05* 231 .07 EBT 2 3400 586 .17* 773 .23 EBT 3 5100 935 .18 1938 .38* EBR d 1700 101 .06 26 .02 EBR d 1700 308 .18 237 .14 WBL 2 3400 307 .09* 118 .03 WBL 1 1700 17 .01 39 .02* WBT 2 3400 684 .20 966 .28* WBT 4 6800 2060 .30* 1802 .26 WBR 1 1700 182 .11 211 .12 WBR 1 1700 56 .03 393 .23 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .36 .48 TOTAL CAPACITY UTILIZATION .53 .72 Friday, December 14, 2018 Page 9
115 . Millikan Av. at Alton Pkwy. 116 . Cartwright Rd. at Main St. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 42 .02* 117 .07* NBL 1 1700 33 .02* 127 .07* NBT 1 1700 7 .00 53 .03 NBT 1 1700 2 .00 11 .01 NBR 1 1700 21 .01 111 .07 NBR 1 1700 45 .03 151 .09 SBL 1 1700 44 .03 93 .05 SBL 2 3400 116 .03 141 .04 SBT 1 1700 22 .01* 30 .02* SBT 1 1700 5 .09* 3 .09* SBR 1 1700 113 .07 189 .11 SBR 0 0 148 146 EBL 1 1700 120 .07* 168 .10 EBL 1 1700 110 .06* 147 .09 EBT 2 3400 720 .21 1135 .33* EBT 3 5100 912 .20 2123 .42* EBR d 1700 110 .06 98 .06 EBR 0 0 129 30 WBL 1 1700 120 .07 302 .18* WBL 2 3400 136 .04 98 .03* WBT 2 3400 965 .28* 924 .27 WBT 3 5100 1353 .29* 1171 .25 WBR d 1700 75 .04 98 .06 WBR 0 0 119 92 Right Turn Adjustment SBR .01* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .51 .66 TOTAL CAPACITY UTILIZATION .44 .65 119 . Teller Av. at Michelson Dr. 126 . Jamboree Rd. at Bryan Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 52 .02 154 .05 NBL 2 3400 90 .03* 437 .13 NBT 1 1700 16 .06* 39 .22* NBT 4 6800 558 .08 2178 .32* NBR 0 0 81 340 NBR 1 1700 119 .07 333 .20 SBL 1 1700 300 .18* 168 .10* SBL 2 3400 341 .10 165 .05* SBT 1 1700 70 .04 77 .05 SBT 4 6800 2402 .35* 945 .14 SBR 1 1700 169 .10 117 .07 SBR d 1700 146 .09 271 .16 EBL 1 1700 48 .03* 78 .05 EBL 2 3400 86 .03 267 .08* EBT 3 5100 568 .11 1192 .23* EBT 2 3400 600 .18* 490 .14 EBR 1 1700 160 .09 150 .09 EBR d 1700 203 .12 172 .10 WBL 1 1700 310 .18 63 .04* WBL 2 3400 375 .11* 310 .09 WBT 3 5100 1799 .35* 949 .19 WBT 2 3400 644 .19 1034 .30* WBR 1 1700 26 .02 123 .07 WBR 1 1700 166 .10 296 .17 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .67 .64 TOTAL CAPACITY UTILIZATION .72 .80 Friday, December 14, 2018 Page 10
127 . Jamboree Rd. at El Camino Real 128 . Jamboree Rd. at I-5 NB Ramps ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 245 .07* 657 .19 NBL 0 0 0 0 NBT 4 6800 647 .10 2490 .37* NBT 4 6800 1055 .16 2659 .39* NBR 1 1700 521 .31 375 .22 NBR f 580 570 SBL 1 1700 234 .14 82 .05* SBL 0 0 0 0 SBT 4 6800 2633 .39* 943 .14 SBT 4 6800 2933 .43* 1577 .23 SBR 1 1700 162 .10 293 .17 SBR f 479 300 EBL 1 1700 71 .04 277 .16* EBL 0 0 0 0 EBT 1 1700 204 .12* 196 .12 EBT 0 0 0 0 EBR 2 3400 269 .08 397 .12 EBR 0 0 0 0 WBL 2 3400 359 .11* 498 .15 WBL 1.5 1297 .38* 453 .27* WBT 2 3400 153 .06 346 .17* WBT 0 5100 1 0 WBR 0 0 62 216 WBR 1.5 395 .23 991 .29 Clearance Interval .05* .05* Right Turn Adjustment WBR .02* Note: Assumes Right-Turn Overlap for EBR Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .74 .80 TOTAL CAPACITY UTILIZATION .86 .73 129 . Jamboree Rd. at I-5 SB Ramps 130 . Jamboree Rd. at Michelle Dr. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1 1700 177 .10* 101 .06 NBT 4 6800 1177 .17 2748 .40* NBT 4 6800 1401 .21 3504 .52* NBR f 401 1420 NBR d 1700 60 .04 7 .00 SBL 0 0 0 0 SBL 1 1700 37 .02 26 .02* SBT 4 6800 3349 .49* 1650 .24 SBT 4 6800 3414 .50* 2272 .33 SBR f 852 440 SBR d 1700 658 .39 254 .15 EBL 2 3400 427 .13* 472 .14* EBL 2 3400 181 .05* 563 .17* EBT 0 0 0 0 EBT 0.5 3400 3 .00 17 {.01} EBR 2 3400 733 .22 850 .25 EBR 1.5 80 195 WBL 0 0 0 0 WBL 1 1700 6 .00 26 .02 WBT 0 0 0 0 WBT 1 1700 5 .01* 5 .04* WBR 0 0 0 0 WBR 0 0 8 59 Right Turn Adjustment EBR .09* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .71 .80 TOTAL CAPACITY UTILIZATION .76 .59 Friday, December 14, 2018 Page 11
131 . Jamboree Rd. SB at Walnut Av. 132 . Jamboree Rd. NB at Walnut Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 2 3400 333 .10 449 .13 NBT 0 0 0 0 NBT 2 3400 452 .13* 865 .25* NBR 0 0 0 0 NBR d 1700 396 .23 561 .33 SBL 2 3400 303 .09 297 .09 SBL 0 0 0 0 SBT 2 3400 884 .26* 556 .16* SBT 0 0 0 0 SBR 1 1700 534 .31 209 .12 SBR 0 0 0 0 EBL 0 0 0 0 EBL 2 3400 50 .01* 343 .10* EBT 3 5100 465 .09* 813 .16* EBT 3 5100 724 .14 769 .15 EBR 1 1700 364 .21 600 .35 EBR 0 0 0 0 WBL 2 3400 360 .11* 374 .11* WBL 0 0 0 0 WBT 3 5100 720 .14 1201 .24 WBT 3 5100 747 .15* 1131 .22* WBR 0 0 0 0 WBR 1 1700 337 .20 392 .23 Right Turn Adjustment EBR .12* EBR .19* Right Turn Adjustment Multi .13* WBR .01* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .63 .67 TOTAL CAPACITY UTILIZATION .47 .63 134 . Loop Rd. at Warner Av. 135 . Jamboree Rd. NB at Warner Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 59 .03 172 .10* NBL 0 0 0 0 NBT 2 3400 36 .01* 56 .02 NBT 1 1700 0 .00 0 .00 NBR 1 1700 196 .12 622 .37 NBR 0 0 0 0 SBL 1 1700 256 .15* 229 .13 SBL 0 0 7 8 SBT 2 3400 210 .06 263 .08* SBT 1 1700 0 .00* 0 .00* SBR f 507 148 SBR 1 1700 85 .05 167 .10 EBL 2 3400 23 .01 53 .02* EBL 1 1700 382 .22* 915 .54* EBT 3 5100 878 .17* 1088 .21 EBT 2 3400 643 .19 892 .26 EBR 1 1700 183 .11 158 .09 EBR d 1700 1 .00 3 .00 WBL 2 3400 157 .05* 289 .09 WBL 1 1700 1 .00 2 .00 WBT 2 3400 464 .14 961 .28* WBT 2 3400 595 .18* 1043 .31* WBR 1 1700 31 .02 61 .04 WBR d 1700 138 .08 195 .11 Right Turn Adjustment NBR .07* NBR .25* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .45 .90 TOTAL CAPACITY UTILIZATION .50 .78 Friday, December 14, 2018 Page 12
136 . Jamboree Rd. at Barranca Pkwy. 137 . Jamboree Rd. at Beckman Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 207 .06* 563 .17 NBL 1 1700 25 .01* 28 .02 NBT 4 6800 968 .14 3320 .49* NBT 4 6800 1253 .20 3506 .52* NBR f 144 100 NBR 0 0 78 30 SBL 2 3400 579 .17 352 .10* SBL 1 1700 71 .04 11 .01* SBT 4 6800 3999 .59* 1823 .27 SBT 4 6800 3225 .50* 1786 .28 SBR f 1393 589 SBR 0 0 197 88 EBL 2.5 210 .06 1100 EBL 1 1700 39 .02* 178 .10* EBT 2.5 8500 649 .13* 1089 .26* EBT 1 1700 11 .01 39 .02 EBR 1 1700 181 .11 264 .16 EBR d 1700 21 .01 93 .05 WBL 2 3400 194 .06 143 .04 WBL 1 1700 55 .03 77 .05 WBT 3 5100 583 .11* 1078 .21* WBT 1 1700 38 .04* 24 .08* WBR f 143 660 WBR 0 0 38 119 Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .62 .76 TOTAL CAPACITY UTILIZATION .94 1.11 138 . Jamboree Rd. at Alton Pkwy. 139 . Jamboree Rd. at McGaw Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 212 .06* 287 .08 NBL 2 3400 202 .06* 245 .07 NBT 4 6800 1115 .16 3166 .47* NBT 4 6800 1452 .22 3247 .48* NBR 1 1700 258 .15 174 .10 NBR 0 0 54 33 SBL 2 3400 304 .09 267 .08* SBL 2 3400 18 .01 24 .01* SBT 4 6800 2942 .46* 1523 .26 SBT 4 6800 3092 .50* 1917 .30 SBR 0 0 206 260 SBR 0 0 274 112 EBL 2 3400 151 .04 470 .14* EBL 1 1700 120 .07* 309 .18 EBT 3 5100 498 .13* 809 .21 EBT 2 3400 101 .06 374 .20* EBR 0 0 187 252 EBR 0 0 140 .08 299 WBL 2 3400 221 .07* 265 .08 WBL 1 1700 24 .01 57 .03* WBT 3 5100 652 .13 793 .16* WBT 2 3400 90 .03* 63 .03 WBR d 1700 154 .09 233 .14 WBR 0 0 16 50 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .77 .90 TOTAL CAPACITY UTILIZATION .71 .77 Friday, December 14, 2018 Page 13
140 . Jamboree Rd. at Kelvin Av. 141 . Jamboree Rd. at Main St. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 75 .04* 162 .10 NBL 2 3400 418 .12* 404 .12 NBT 4 6800 1595 .26 3316 .53* NBT 4 6800 1496 .22 2831 .42* NBR 0 0 152 316 NBR f 489 617 SBL 1 1700 18 .01 13 .01* SBL 2 3400 453 .13 286 .08* SBT 4 6800 3115 .46* 2285 .34 SBT 4 6800 2577 .38* 1936 .28 SBR d 1700 5 .00 49 .03 SBR 1 1700 348 .20 247 .15 EBL 1 1700 47 .03 20 .01 EBL 2 3400 142 .04 678 .20 EBT 1 1700 20 .01* 32 .02* EBT 3 5100 470 .09* 1199 .24* EBR d 1700 174 .10 138 .08 EBR f 368 663 WBL 1 1700 132 .08* 186 .11* WBL 2 3400 545 .16* 504 .15* WBT 1 1700 21 .01 29 .02 WBT 3 5100 757 .15 680 .13 WBR d 1700 18 .01 14 .01 WBR f 167 405 Right Turn Adjustment EBR .06* Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes Right-Turn Overlap for SBR TOTAL CAPACITY UTILIZATION .70 .72 TOTAL CAPACITY UTILIZATION .80 .94 142 . Jamboree Rd. at Union 143 . Jamboree Rd. at I-405 NB Ramps ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 0 0 0 0 NBT 4 6800 2570 .38 3750 .55* NBT 3 5100 2169 .43* 3398 .67* NBR 1 1700 470 .28 120 .07 NBR f 640 630 SBL 0 0 0 0 SBL 0 0 0 0 SBT 4 6800 3000 .44* 3690 .54 SBT 4 6800 2138 .31 2269 .33 SBR 0 0 0 0 SBR f 1390 970 EBL 0 0 0 0 EBL 0 0 0 0 EBT 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 EBR 0 0 0 0 WBL 0 0 0 0 WBL 3 5100 1782 .35* 1221 .24* WBT 0 0 0 0 WBT 0 0 0 0 WBR 0 0 0 0 WBR f 881 622 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .49 .60 TOTAL CAPACITY UTILIZATION .83 .96 Friday, December 14, 2018 Page 14
144 . Jamboree Rd. at I-405 SB Ramps 145 . Jamboree Rd. at Michelson Dr. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1 1700 218 .13 132 .08 NBT 3 5100 1911 .37 2931 .57* NBT 4 6800 1576 .23* 2403 .35* NBR f 810 1562 NBR 1 1700 436 .26 373 .22 SBL 0 0 0 0 SBL 2 3400 1271 .37* 891 .26* SBT 4 6800 3514 .52* 2816 .41 SBT 4 6800 2392 .35 2165 .32 SBR f 365 701 SBR f 1337 526 EBL 2 3400 1017 .30* 1073 .32* EBL 2 3400 392 .12* 772 .23* EBT 0 0 0 0 EBT 2 3400 424 .12 728 .21 EBR 2 3400 1673 .49 1038 .31 EBR 1 1700 103 .06 111 .07 WBL 0 0 0 0 WBL 2 3400 317 .09 497 .15 WBT 0 0 0 0 WBT 2 3400 476 .14* 453 .13* WBR 0 0 0 0 WBR f 765 1369 Right Turn Adjustment EBR .19* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .91 1.02 TOTAL CAPACITY UTILIZATION 1.06 .94 146 . Jamboree Rd. at Dupont Rd. ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 126 .07* 82 .05* NBT 4 6800 1743 .26 2339 .34 NBR 1 1700 14 .01 35 .02 SBL 1 1700 66 .04 161 .09 SBT 3 5100 2027 .40* 2291 .45* SBR d 1700 248 .15 132 .08 EBL 2 3400 127 .04 199 .06 EBT 1 1700 70 .10* 94 .18* EBR 0 0 107 208 WBL 1 1700 26 .02* 21 .01* WBT 2 3400 46 .03 46 .03 WBR 0 0 180 .11 113 .07 Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .64 .74 Friday, December 14, 2018 Page 15
164 . Construction S. at Barranca Pkwy. 168 . Murphy Av. at Alton Pkwy. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 30 .02* 333 .20* NBL 1 1700 30 .02 82 .05 NBT 1 1700 24 .03 108 .17 NBT 1 1700 20 .08* 202 .36* NBR 0 0 27 178 NBR 0 0 112 406 SBL 1 1700 54 .03 56 .03 SBL 1 1700 40 .02* 62 .04* SBT 1 1700 62 .04* 48 .03* SBT 1 1700 27 .03 49 .10 SBR 1 1700 113 .07 265 .16 SBR 0 0 23 118 EBL 1 1700 243 .14* 142 .08* EBL 1 1700 123 .07* 54 .03 EBT 3 5100 880 .17 1269 .25 EBT 3 5100 848 .17 1165 .23* EBR 1 1700 205 .12 34 .02 EBR d 1700 69 .04 33 .02 WBL 1 1700 153 .09 58 .03 WBL 1 1700 94 .06 109 .06* WBT 3 5100 727 .14* 1277 .25* WBT 3 5100 947 .19* 1113 .22 WBR d 1700 83 .05 71 .04 WBR d 1700 68 .04 45 .03 Right Turn Adjustment SBR .07* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .41 .74 TOTAL CAPACITY UTILIZATION .39 .68 170 . Union at Main St. 171 . Veneto at Main St. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 141 .04 722 .21* NBL 2 3400 209 .06* 207 .06 NBT 1 1700 3 .02* 12 .06 NBT 1 1700 8 .03 21 .13* NBR 0 0 36 87 NBR 0 0 36 193 SBL 1 1700 61 .04* 44 .03 SBL 1 1700 41 .02 23 .01* SBT 1 1700 5 .00 2 .00* SBT 1 1700 11 .05* 6 .03 SBR 1 1700 43 .03 84 .05 SBR 0 0 80 50 EBL 2 3400 97 .03* 165 .05 EBL 1 1700 29 .02* 84 .05 EBT 3 5100 843 .17 1970 .39* EBT 3 5100 573 .13 1891 .39* EBR f 374 102 EBR 0 0 102 87 WBL 2 3400 56 .02 26 .01* WBL 2 3400 57 .02 57 .02* WBT 3 5100 1210 .24* 713 .15 WBT 3 5100 1011 .20* 526 .11 WBR 0 0 21 42 WBR 0 0 23 35 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .38 .66 TOTAL CAPACITY UTILIZATION .38 .60 Friday, December 14, 2018 Page 16
174 . Carlson Av. at Michelson Dr. 175 . Carlson Av. at Campus Dr. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 326 .10* 215 .06* NBL 0 0 0 0 NBT 2 3400 240 .07 175 .05 NBT 0 0 0 0 NBR 1 1700 334 .20 329 .19 NBR 0 0 0 0 SBL 2 3400 71 .02 146 .04 SBL 1 1700 292 .17* 328 .19* SBT 1 1700 48 .03* 275 .16* SBT 0 0 0 0 SBR f 341 1269 SBR 1 1700 259 .15 292 .17 EBL 2 3400 1065 .31* 737 .22* EBL 1 1700 297 .17* 428 .25* EBT 2 3400 867 .26 855 .25 EBT 2 3400 848 .25 1332 .39 EBR 1 1700 118 .07 288 .17 EBR 0 0 0 0 WBL 1 1700 155 .09 428 .25 WBL 0 0 0 0 WBT 2 3400 626 .18* 1185 .35* WBT 2 3400 1101 .32* 1098 .32* WBR f 178 247 WBR d 1700 173 .10 302 .18 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .67 .84 TOTAL CAPACITY UTILIZATION .71 .81 180 . Harvard Av. at Walnut Av. 181 . Harvard Av. at Edinger Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 206 .06 347 .10* NBL 2 3400 174 .05 278 .08 NBT 1 1700 61 .04* 58 .03 NBT 2 3400 223 .07* 580 .17* NBR d 1700 144 .08 295 .17 NBR 1 1700 145 .09 254 .15 SBL 1 1700 149 .09* 99 .06 SBL 1 1700 191 .11* 118 .07* SBT 1 1700 91 .05 58 .03* SBT 2 3400 306 .09 243 .07 SBR 1 1700 111 .07 73 .04 SBR d 1700 147 .09 109 .06 EBL 1 1700 38 .02* 103 .06 EBL 2 3400 74 .02 144 .04* EBT 2 3400 556 .16 856 .25* EBT 3 5100 1354 .27* 1147 .22 EBR 1 1700 261 .15 340 .20 EBR 1 1700 150 .09 180 .11 WBL 1 1700 108 .06 202 .12* WBL 2 3400 124 .04* 126 .04 WBT 2 3400 803 .24* 910 .27 WBT 3 5100 1090 .23 1883 .40* WBR d 1700 91 .05 28 .02 WBR 0 0 83 136 Right Turn Adjustment NBR .01* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .54 .73 TOTAL CAPACITY UTILIZATION .44 .56 Friday, December 14, 2018 Page 17
182 . Harvard Av. at Paseo Westpark 183 . Harvard Av. at Warner Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 91 .05* 110 .06 NBL 1 1700 105 .06* 277 .16 NBT 2 3400 264 .08 761 .22* NBT 2 3400 298 .09 989 .29* NBR d 1700 75 .04 178 .10 NBR d 1700 57 .03 96 .06 SBL 1 1700 116 .07 69 .04* SBL 1 1700 245 .14 135 .08* SBT 2 3400 361 .11* 362 .11 SBT 2 3400 656 .19* 426 .13 SBR 1 1700 112 .07 110 .06 SBR d 1700 128 .08 118 .07 EBL 1 1700 66 .04 163 .10* EBL 1 1700 133 .08* 195 .11* EBT 1 1700 209 .12* 173 .10 EBT 2 3400 367 .11 539 .16 EBR d 1700 125 .07 83 .05 EBR d 1700 220 .13 86 .05 WBL 1 1700 154 .09* 115 .07 WBL 1 1700 84 .05 68 .04 WBT 1 1700 166 .10 170 .10* WBT 2 3400 448 .13* 696 .20* WBR d 1700 210 .12 186 .11 WBR d 1700 159 .09 186 .11 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .42 .51 TOTAL CAPACITY UTILIZATION .51 .73 184 . Harvard Av. at Barranca Pkwy. 185 . Harvard Av. at Alton Pkwy. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 149 .09* 265 .16 NBL 1 1700 262 .15* 293 .17 NBT 2 3400 321 .09 1100 .32* NBT 2 3400 422 .12 1233 .36* NBR 1 1700 91 .05 226 .13 NBR d 1700 126 .07 146 .09 SBL 1 1700 250 .15 132 .08* SBL 1 1700 36 .02 56 .03* SBT 2 3400 785 .23* 388 .11 SBT 2 3400 1042 .31* 533 .16 SBR 1 1700 119 .07 89 .05 SBR 1 1700 162 .10 123 .07 EBL 2 3400 57 .02* 161 .05* EBL 2 3400 76 .02* 265 .08* EBT 3 5100 699 .14 1032 .20 EBT 3 5100 538 .11 1039 .20 EBR 1 1700 226 .13 225 .13 EBR 1 1700 367 .22 407 .24 WBL 2 3400 189 .06 136 .04 WBL 2 3400 191 .06 140 .04 WBT 3 5100 822 .18* 1056 .24* WBT 3 5100 787 .16* 803 .17* WBR 0 0 102 179 WBR 0 0 22 52 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .57 .74 TOTAL CAPACITY UTILIZATION .69 .69 Friday, December 14, 2018 Page 18
186 . Harvard Av. at Main St. 187 . Harvard Av. at Coronado ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 110 .03* 192 .06 NBL 2 3400 150 .04* 226 .07 NBT 2 3400 413 .12 1277 .38* NBT 2 3400 434 .13 1633 .49* NBR 1 1700 116 .07 330 .19 NBR 0 0 13 44 SBL 2 3400 55 .02 26 .01* SBL 1 1700 50 .03 118 .07* SBT 2 3400 1297 .38* 776 .23 SBT 2 3400 1592 .47* 1002 .29 SBR 1 1700 389 .23 169 .10 SBR d 1700 154 .09 55 .03 EBL 2 3400 184 .05 647 .19 EBL 2 3400 72 .02* 80 .02* EBT 3 5100 229 .07* 1358 .32* EBT 1 1700 6 .00 9 .01 EBR 0 0 155 .09 263 EBR d 1700 155 .09 252 .15 WBL 2 3400 378 .11* 132 .04* WBL 1 1700 43 .03 17 .01 WBT 3 5100 581 .12 290 .06 WBT 1 1700 16 .01* 11 .01* WBR 0 0 22 29 WBR 1 1700 114 .07 42 .02 Clearance Interval .05* .05* Right Turn Adjustment EBR .06* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .64 .80 TOTAL CAPACITY UTILIZATION .65 .64 188 . Harvard Av. at Michelson Dr. 189 . Harvard Av. at University Dr. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 130 .08* 89 .05 NBL 1 1700 79 .05* 84 .05 NBT 2 3400 362 .12 1024 .33* NBT 2 3400 337 .10 757 .22* NBR 0 0 48 96 NBR d 1700 107 .06 290 .17 SBL 1 1700 184 .11 321 .19* SBL 1 1700 30 .02 103 .06* SBT 2 3400 985 .29* 650 .19 SBT 2 3400 677 .20* 590 .17 SBR 1 1700 621 .37 270 .16 SBR d 1700 468 .28 246 .14 EBL 2 3400 100 .03* 662 .19* EBL 1 1700 114 .07* 419 .25* EBT 2 3400 318 .09 933 .27 EBT 3 5100 1115 .23 1827 .37 EBR f 62 194 EBR 0 0 53 76 WBL 1 1700 103 .06 96 .06 WBL 1 1700 151 .09 174 .10 WBT 2 3400 829 .24* 511 .15* WBT 3 5100 2158 .44* 1360 .28* WBR d 1700 137 .08 213 .13 WBR 0 0 80 54 Right Turn Adjustment SBR .06* Right Turn Adjustment SBR .03* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .75 .91 TOTAL CAPACITY UTILIZATION .84 .86 Friday, December 14, 2018 Page 19
190 . University Dr. at Campus Dr. 191 . Mesa Rd. at University Dr. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 107 .03* 258 .08 NBL 1 1700 7 .00 103 .06* NBT 3 5100 1082 .21 1575 .31* NBT 0 0 0 0 NBR 1 1700 402 .24 273 .16 NBR 1 1700 44 .03 219 .13 SBL 1 1700 155 .09 80 .05* SBL 0 0 0 0 SBT 3 5100 1989 .39* 1367 .27 SBT 0 0 0 0 SBR 1 1700 614 .36 279 .16 SBR 0 0 0 0 EBL 2 3400 164 .05 525 .15* EBL 0 0 0 0 EBT 2 3400 753 .22* 898 .26 EBT 3 5100 1576 .31* 2011 .39* EBR d 1700 363 .21 165 .10 EBR 1 1700 109 .06 63 .04 WBL 2 3400 177 .05* 318 .09 WBL 1 1700 231 .14* 127 .07* WBT 2 3400 609 .18 874 .26* WBT 3 5100 2263 .44 1687 .33 WBR d 1700 43 .03 200 .12 WBR 0 0 0 0 Clearance Interval .05* .05* Right Turn Adjustment NBR .02* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .74 .82 TOTAL CAPACITY UTILIZATION .50 .59 192 . California Av. at University Dr. 193 . MacArthur Blvd. NB at University Dr. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 228 .07* 765 .23* NBL 1 1700 33 .02* 10 .01* NBT 0 0 0 0 NBT 0 0 0 0 NBR 1 1700 222 .13 855 .50 NBR 1 1700 331 .19 269 .16 SBL 0 0 0 0 SBL 0 0 0 0 SBT 0 0 0 0 SBT 0 0 0 0 SBR 0 0 0 0 SBR 0 0 0 0 EBL 0 0 0 0 EBL 0 0 0 0 EBT 3 5100 1411 .28* 1215 .24 EBT 3 5100 2159 .42* 1551 .30* EBR 1 1700 1071 .63 588 .35 EBR d 1700 150 .09 112 .07 WBL 2 3400 923 .27* 132 .04 WBL 2 3400 580 .17* 1418 .42* WBT 3 5100 1315 .26 1655 .32* WBT 3 5100 937 .18 950 .19 WBR 0 0 0 0 WBR 0 0 0 0 Right Turn Adjustment EBR .30* NBR .21* Right Turn Adjustment NBR .04* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .97 .81 TOTAL CAPACITY UTILIZATION .70 .78 Friday, December 14, 2018 Page 20
196 . Hearthstone Bl. at ICD ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 24 .01* 37 .02* NBT 1 1700 23 .01 46 .03 NBR 1 1700 483 .28 364 .21 SBL 1 1700 38 .02 25 .01 SBT 1 1700 50 .03* 40 .02* SBR d 1700 60 .04 45 .03 EBL 1 1700 17 .01 48 .03 EBT 3 5100 1724 .35* 1440 .30* EBR 0 0 77 91 WBL 1 1700 255 .15* 439 .26* WBT 3 5100 1219 .24 2018 .41 WBR 0 0 21 56 Right Turn Adjustment NBR .15* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .74 .65 Friday, December 14, 2018 Page 21
198 . Paseo Westpark at Warner Av. 199 . Paseo Westpark at Barranca Pkwy. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 109 .06* 152 .09* NBL 2 3400 74 .02* 185 .05 NBT 1 1700 154 .09 170 .10 NBT 1 1700 143 .08 347 .20* NBR d 1700 26 .02 48 .03 NBR 1 1700 145 .09 258 .15 SBL 1 1700 82 .05 49 .03 SBL 2 3400 159 .05 86 .03* SBT 1 1700 260 .15* 83 .05* SBT 1 1700 234 .14* 125 .07 SBR d 1700 50 .03 58 .03 SBR d 1700 90 .05 49 .03 EBL 1 1700 90 .05* 100 .06* EBL 1 1700 37 .02 115 .07 EBT 2 3400 512 .15 563 .17 EBT 3 5100 876 .17* 1246 .24* EBR d 1700 113 .07 128 .08 EBR 1 1700 107 .06 130 .08 WBL 1 1700 45 .03 49 .03 WBL 1 1700 150 .09* 145 .09* WBT 2 3400 461 .14* 660 .19* WBT 3 5100 966 .21 1096 .24 WBR d 1700 121 .07 101 .06 WBR 0 0 100 148 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .45 .44 TOTAL CAPACITY UTILIZATION .47 .61 200 . Paseo Westpark at Alton Pkwy. 201 . Paseo Westpark at Main St. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 32 .02 38 .02 NBL 1 1700 131 .08 61 .04 NBT 1 1700 233 .18* 422 .31* NBT 1 1700 282 .21* 201 .14* NBR 0 0 77 99 NBR 0 0 78 31 SBL 1 1700 139 .08* 91 .05* SBL 1 1700 154 .09* 78 .05* SBT 1 1700 290 .17 187 .11 SBT 1 1700 253 .15 141 .08 SBR 1 1700 103 .06 112 .07 SBR 1 1700 132 .08 75 .04 EBL 1 1700 57 .03* 109 .06 EBL 1 1700 36 .02* 319 .19 EBT 3 5100 634 .13 1039 .21* EBT 2 3400 285 .08 1171 .34* EBR 0 0 25 49 EBR d 1700 129 .08 128 .08 WBL 1 1700 85 .05 103 .06* WBL 1 1700 44 .03 21 .01* WBT 3 5100 805 .16* 771 .15 WBT 2 3400 680 .20* 294 .09 WBR d 1700 90 .05 149 .09 WBR d 1700 67 .04 90 .05 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .50 .68 TOTAL CAPACITY UTILIZATION .57 .59 Friday, December 14, 2018 Page 22
221 . Culver Dr. at Bryan Av. 222 . Culver Dr. at Trabuco Rd. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 270 .08* 689 .20* NBL 0 0 0 0 NBT 3 5100 588 .12 1639 .32 NBT 3 5100 657 .13 2033 .40* NBR 1 1700 244 .14 363 .21 NBR f 973 1190 SBL 2 3400 141 .04 78 .02 SBL 1 1700 339 .20 163 .10* SBT 3 5100 1892 .37* 698 .14* SBT 3 5100 2684 .53* 1284 .25 SBR d 1700 342 .20 103 .06 SBR f 652 175 EBL 2 3400 252 .07 253 .07* EBL 0 0 0 0 EBT 1.5 5100 345 {.14}* 579 {.17} EBT 0 0 0 0 EBR 1.5 475 457 {.12} EBR 0 0 0 0 WBL 2 3400 494 .15* 214 .06 WBL 2 3400 879 .26* 765 .23* WBT 2 3400 538 .19 758 .25* WBT 0 0 0 0 WBR 0 0 121 108 WBR 2 3400 480 .14 824 .24 Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes Right-Turn Overlap for NBR TOTAL CAPACITY UTILIZATION .84 .78 TOTAL CAPACITY UTILIZATION .79 .71 223 . Culver Dr. at I-5 SB Ramps 224 . Culver Dr. at Walnut Av. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 2 3400 140 .04* 241 .07 NBT 4 6800 1282 .19 2461 .36* NBT 3 5100 891 .17 1991 .39* NBR f 334 559 NBR 1 1700 342 .20 331 .19 SBL 0 0 0 0 SBL 2 3400 196 .06 347 .10* SBT 3 5100 2638 .52* 1720 .34 SBT 3 5100 2073 .41* 1420 .28 SBR f 595 300 SBR 1 1700 424 .25 395 .23 EBL 3 5100 388 .08* 975 .19* EBL 2 3400 419 .12 599 .18* EBT 0 0 0 0 EBT 2 3400 612 .18* 552 .16 EBR 2 3400 452 .13 836 .25 EBR 1 1700 252 .15 131 .08 WBL 0 0 0 0 WBL 2 3400 456 .13* 369 .11 WBT 0 0 0 0 WBT 2 3400 586 .17 663 .20* WBR 0 0 0 0 WBR 1 1700 280 .16 249 .15 Right Turn Adjustment EBR .05* EBR .04* Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes Right-Turn Overlap for NBR TOTAL CAPACITY UTILIZATION .70 .64 TOTAL CAPACITY UTILIZATION .81 .92 Friday, December 14, 2018 Page 23
225 . Culver Dr. at Deerfield Dr. 226 . Culver Dr. at ICD ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 42 .01* 90 .03 NBL 2 3400 292 .09* 413 .12 NBT 3 5100 998 .20 2066 .41* NBT 4 6800 796 .12 1849 .27* NBR 1 1700 93 .05 127 .07 NBR f 242 377 SBL 2 3400 177 .05 124 .04* SBL 2 3400 350 .10 231 .07* SBT 3 5100 2320 .45* 1515 .30 SBT 4 6800 2025 .30* 1339 .20 SBR 1 1700 280 .16 298 .18 SBR 1 1700 253 .15 230 .14 EBL 1 1700 175 .10* 391 .23* EBL 2 3400 194 .06 320 .09* EBT 1 1700 160 .09 139 .08 EBT 3 5100 1410 .28* 1023 .20 EBR d 1700 105 .06 131 .08 EBR f 397 285 WBL 1 1700 136 .08 84 .05 WBL 2 3400 372 .11* 305 .09 WBT 1 1700 158 .20* 92 .11* WBT 3 5100 1065 .21 1767 .35* WBR 0 0 177 103 WBR f 121 220 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .81 .84 TOTAL CAPACITY UTILIZATION .83 .83 227 . Culver Dr. at Warner Av. 228 . Culver Dr. at Barranca Pkwy. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 132 .08* 201 .12 NBL 2 3400 132 .04* 304 .09 NBT 3 5100 1046 .21 2286 .45* NBT 3 5100 893 .18 1901 .37* NBR 1 1700 99 .06 147 .09 NBR 1 1700 345 .20 342 .20 SBL 1 1700 100 .06 128 .08* SBL 2 3400 468 .14 208 .06* SBT 3 5100 2499 .49* 1449 .28 SBT 3 5100 2042 .40* 1219 .24 SBR d 1700 195 .11 359 .21 SBR f 240 296 EBL 2 3400 212 .06 232 .07* EBL 2 3400 197 .06 456 .13* EBT 2 3400 292 .09* 255 .08 EBT 2 3400 850 .25* 870 .26 EBR d 1700 246 .14 143 .08 EBR 1 1700 242 .14 303 .18 WBL 1 1700 145 .09* 98 .06 WBL 2 3400 339 .10* 268 .08 WBT 2 3400 263 .08 290 .09* WBT 3 5100 719 .18 960 .24* WBR d 1700 112 .07 142 .08 WBR 0 0 181 262 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .80 .74 TOTAL CAPACITY UTILIZATION .84 .85 Friday, December 14, 2018 Page 24
229 . Culver Dr. at Alton Pkwy. 230 . Culver Dr. at Main St. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 139 .04* 248 .07 NBL 2 3400 96 .03* 150 .04 NBT 3 5100 1108 .22 2272 .45* NBT 3 5100 1335 .26 2370 .46* NBR 1 1700 318 .19 371 .22 NBR 1 1700 126 .07 374 .22 SBL 2 3400 221 .07 292 .09* SBL 2 3400 106 .03 219 .06* SBT 3 5100 2219 .44* 1259 .25 SBT 3 5100 2118 .42* 1475 .29 SBR f 334 319 SBR f 430 169 EBL 2 3400 218 .06 362 .11* EBL 2 3400 191 .06 601 .18* EBT 2 3400 672 .20* 861 .25 EBT 2 3400 142 .04* 446 .13 EBR 1 1700 183 .11 277 .16 EBR f 169 236 WBL 2 3400 289 .09* 279 .08 WBL 2 3400 462 .14* 139 .04 WBT 2 3400 707 .21 767 .23* WBT 2 3400 323 .10 92 .03* WBR 1 1700 234 .14 274 .16 WBR 1 1700 152 .09 69 .04 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .82 .93 TOTAL CAPACITY UTILIZATION .68 .78 231 . Culver Dr. at Paseo Westpark 232 . Culver Dr. at I-405 NB Ramps ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 191 .11* 312 .18 NBL 0 0 0 0 NBT 3 5100 1399 .27 2761 .54* NBT 3 5100 1405 .28 2488 .49* NBR 0 0 0 0 NBR f 740 290 SBL 0 0 0 0 SBL 0 0 0 0 SBT 3 5100 2598 .51* 1768 .35 SBT 3 5100 1887 .37* 1565 .31 SBR d 1700 153 .09 78 .05 SBR f 1250 430 EBL 1 1700 70 .04* 59 .03* EBL 0 0 0 0 EBT 0 0 0 0 EBT 0 0 0 0 EBR 1 1700 319 .19 92 .05 EBR 0 0 0 0 WBL 0 0 0 0 WBL 2 3400 973 .29* 785 .23* WBT 0 0 0 0 WBT 0 0 0 0 WBR 0 0 0 0 WBR 1 1700 255 .15 652 .38 Right Turn Adjustment EBR .07* Right Turn Adjustment WBR .15* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .78 .62 TOTAL CAPACITY UTILIZATION .71 .92 Friday, December 14, 2018 Page 25
233 . Culver Dr. at I-405 SB Ramps 234 . Culver Dr. at Michelson Dr. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 2 3400 224 .07* 373 .11 NBT 3 5100 1393 .27 1714 .34 NBT 3 5100 1208 .24 1796 .36* NBR f 570 1242 NBR 0 0 29 25 SBL 0 0 0 0 SBL 2 3400 211 .06 443 .13* SBT 3 5100 2390 .47* 1798 .35* SBT 3 5100 1823 .36* 1319 .26 SBR f 430 400 SBR 1 1700 726 .43 431 .25 EBL 1.5 727 .21* 1078 .32* EBL 2 3400 359 .11* 911 .27* EBT 0 5100 0 0 EBT 1 1700 181 .11 341 .20 EBR 1.5 360 .21 429 .25 EBR 1 1700 171 .10 250 .15 WBL 0 0 0 0 WBL 1 1700 85 .05 91 .05 WBT 0 0 0 0 WBT 1.5 5100 174 {.05}* 187 {.06}* WBR 0 0 0 0 WBR 1.5 260 {.01} 223 {.03} Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .73 .72 TOTAL CAPACITY UTILIZATION .64 .87 235 . Culver Dr. at University Dr. 337 . Von Karman Ave. at Quartz ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 61 .02* 56 .02* NBL 1 1700 260 .15* 118 .07 NBT 4 6800 1176 .17 1523 .22 NBT 2 3400 1246 .37 2145 .63* NBR 2 3400 784 .23 820 .24 NBR 1 1700 229 .13 70 .04 SBL 2 3400 61 .02 67 .02 SBL 1 1700 428 .25 76 .04* SBT 3 5100 1367 .27* 1123 .22* SBT 2 3400 1899 .56* 1251 .37 SBR d 1700 369 .22 214 .13 SBR d 1700 468 .28 141 .08 EBL 2 3400 99 .03 418 .12 EBL 2 3400 42 .01 393 .12* EBT 3 5100 1155 .23* 1662 .33* EBT 1 1700 6 .00* 14 .01 EBR d 1700 73 .04 70 .04 EBR 1 1700 51 .03 277 .16 WBL 2 3400 1030 .30* 777 .23* WBL 1 1700 42 .02* 92 .05 WBT 3 5100 1810 .36 1290 .27 WBT 1 1700 7 .00 11 .01* WBR 0 0 45 79 WBR f 91 422 Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes Right-Turn Overlap for NBR TOTAL CAPACITY UTILIZATION .78 .85 TOTAL CAPACITY UTILIZATION .87 .85 Friday, December 14, 2018 Page 26
439 . Bixby at Michleson Dr. 440 . Siglo at Main St. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 14 .01* 34 .02* NBL 0 0 0 0 NBT 1 1700 9 .01 3 .02 NBT 0 0 0 0 NBR 0 0 7 33 NBR 0 0 0 0 SBL 2 3400 28 .01 210 .06 SBL 2 3400 152 .04* 298 .09* SBT 1 1700 2 .04* 1 .21* SBT 0 0 0 0 SBR 0 0 61 349 SBR 1 1700 68 .04 182 .11 EBL 1 1700 400 .24* 136 .08* EBL 2 3400 159 .05* 115 .03 EBT 2 3400 485 .15 691 .21 EBT 3 5100 848 .17 2162 .42* EBR 0 0 31 36 EBR 0 0 0 0 WBL 1 1700 27 .02 43 .03 WBL 0 0 0 0 WBT 2 3400 475 .14* 683 .20* WBT 3 5100 1322 .26* 1128 .22 WBR 1 1700 241 .14 42 .02 WBR 1 1700 191 .11 195 .11 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .48 .56 TOTAL CAPACITY UTILIZATION .40 .56 441 . Loop Rd. at Jamboree Rd. SB Ramps 472 . Obsidian at Michleson Dr. ITAM 18 Alt 2 (IRVINE ISEC) ITAM 18 Alt 2 (IRVINE ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 1 3 NBL 0 0 7 27 NBT 2 3400 0 .00* 1 .00* NBT 1 1700 2 .02* 0 .07* NBR 1 1700 52 .03 192 .11 NBR 0 0 21 93 SBL 1 1700 288 .17* 558 .33* SBL 0 0 41 {.02}* 376 {.22}* SBT 2 3400 0 .00 2 .00 SBT 1 1700 4 .03 0 .22 SBR 0 0 15 75 .04 SBR f 17 243 EBL 0 0 0 0 EBL 1 1700 136 .08* 11 .01* EBT 0 0 0 0 EBT 2 3400 748 .23 940 .28 EBR 0 0 0 0 EBR 0 0 40 9 WBL 2 3400 180 .05* 110 .03* WBL 1 1700 75 .04 21 .01 WBT 0 0 322 499 WBT 2 3400 1076 .32* 1118 .33* WBR 1 1700 510 .30 979 .58 WBR 1 1700 722 .42 50 .03 Right Turn Adjustment WBR .12* Multi .39* Right Turn Adjustment WBR .08* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .39 .80 TOTAL CAPACITY UTILIZATION .57 .68 Friday, December 14, 2018 Page 27
10 . SR-55 Frontage Rd. SB at Paularino Av. 11 . SR-55 Frontage Rd. NB at Paularino Av. ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 0 0 86 138 NBT 0 0 0 0 NBT 2 3200 1053 .36* 607 .23* NBR 0 0 0 0 NBR d 1600 216 .14 155 .10 SBL 0 0 698 188 SBL 0 0 0 0 SBT 2 3200 848 .55* 959 .47* SBT 0 0 0 0 SBR 0 0 204 351 SBR 0 0 0 0 EBL 0 0 0 0 EBL 1 1600 341 .21 167 .10* EBT 2 3200 807 .29* 365 .17* EBT 2 3200 1174 .37* 385 .12 EBR 0 0 133 175 EBR 0 0 0 0 WBL 1 1600 32 .02* 225 .14* WBL 0 0 0 0 WBT 2 3200 158 .05 706 .22 WBT 2 3200 104 .03 772 .24* WBR 0 0 0 0 WBR 1 1600 167 .10 446 .28 Right Turn Adjustment WBR .04* TOTAL CAPACITY UTILIZATION .86 .78 TOTAL CAPACITY UTILIZATION .73 .61 12 . SR-55 Frontage Rd. SB at Baker St. 13 . SR-55 Frontage Rd. NB at Baker St. ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1.5 278 .17 297 .19 NBT 0 0 0 0 NBT 1.5 4800 505 .32* 315 .20* NBR 0 0 0 0 NBR 0 424 .26 408 .26 SBL 1 1600 543 .34* 130 .08 SBL 0 0 0 0 SBT 0.5 3200 162 {.10} 443 {.37}* SBT 0 0 0 0 SBR 1.5 275 776 SBR 0 0 0 0 EBL 0 0 0 0 EBL 1 1600 695 .43* 276 .17* EBT 2 3200 1669 .52* 592 .19* EBT 2 3200 1486 .46 485 .15 EBR 1 1600 312 .20 419 .26 EBR 0 0 0 0 WBL 1 1600 84 .05* 291 .18* WBL 0 0 0 0 WBT 2 3200 415 .13 1089 .34 WBT 2 3200 222 .07* 1067 .33* WBR 0 0 0 0 WBR 1 1600 110 .07 302 .19 Right Turn Adjustment EBR .07* TOTAL CAPACITY UTILIZATION .82 .70 TOTAL CAPACITY UTILIZATION .91 .81 Friday, December 14, 2018 Page 28
50 . Red Hill Av. at Paularino Av. 51 . Red Hill Av. at Baker St. ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3200 122 .04 168 .05* NBL 2 3200 141 .04 317 .10* NBT 2 3200 1401 .46* 1057 .34 NBT 2 3200 870 .29* 756 .24 NBR 0 0 79 17 NBR 0 0 59 16 SBL 1 1600 67 .04* 44 .03 SBL 1 1600 42 .03* 11 .01 SBT 2 3200 417 .14 852 .34* SBT 2 3200 442 .17 574 .30* SBR 0 0 40 223 SBR 0 0 115 386 EBL 1 1600 185 .12 228 .14* EBL 1.5 828 .26* 471 .15* EBT 2 3200 563 .23* 132 .07 EBT 1.5 4800 299 .19 64 .04 EBR 0 0 165 99 EBR 1 1600 203 .13 165 .10 WBL 1 1600 18 .01* 53 .03 WBL 1 1600 9 .01 50 .03 WBT 2 3200 78 .03 431 .16* WBT 2 3200 39 .02* 351 .13* WBR 0 0 24 85 WBR 0 0 21 50 TOTAL CAPACITY UTILIZATION .74 .69 TOTAL CAPACITY UTILIZATION .60 .68 52 . Red Hill Av. at Bristol St. 541 . Bear St. at Baker St. ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3200 133 .04 98 .03 NBL 1 1600 54 .03 218 .14* NBT 1.5 4800 468 .15* 176 .06* NBT 1 1600 119 .10* 227 .16 NBR 1.5 160 .10 67 NBR 0 0 39 26 SBL 2 3200 336 .11* 524 .16* SBL 2 3200 343 .11* 271 .08 SBT 2 3200 124 .04 420 .13 SBT 1 1600 252 .16 184 .12* SBR 1 1600 126 .08 448 .28 SBR 2 3200 304 .10 625 .20 EBL 2 3200 525 .16* 185 .06* EBL 2 3200 323 .10 229 .07* EBT 3 4800 1164 .24 579 .12 EBT 2 3200 1459 .52* 583 .21 EBR 1 1600 91 .06 118 .07 EBR 0 0 212 89 WBL 2 3200 45 .01 122 .04 WBL 1 1600 26 .02* 27 .02 WBT 3 4800 501 .10* 1543 .32* WBT 3 4800 411 .11 1677 .42* WBR 1 1600 657 .41 369 .23 WBR 0 0 127 315 Right Turn Adjustment WBR .23* SBR .04* Right Turn Adjustment SBR .01* Note: Assumes Right-Turn Overlap for SBR TOTAL CAPACITY UTILIZATION .75 .64 TOTAL CAPACITY UTILIZATION .75 .76 Friday, December 14, 2018 Page 29
542 . Bear St. at Paularino Av. 545 . Bristol St. at Sunflower Av. ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 16 .01 41 .03 NBL 3 4800 102 .02* 629 .13 NBT 3 4800 714 .20* 1645 .37* NBT 2.5 6400 603 .13 1813 .38* NBR 0 0 258 142 NBR 1.5 175 .11 212 .13 SBL 1 1600 293 .18* 129 .08* SBL 2 3200 303 .09 208 .07* SBT 3 4800 989 .21 1019 .22 SBT 3 4800 1714 .36* 934 .19 SBR 0 0 10 15 SBR 1 1600 113 .07 230 .14 EBL 1 1600 11 .01 16 .01 EBL 2 3200 124 .04 334 .10* EBT 1 1600 25 .04* 11 .03* EBT 2.5 6400 993 .22* 490 {.10} EBR 0 0 33 33 EBR 1.5 444 277 WBL 1 1600 111 .07* 365 .23* WBL 2 3200 250 .08* 289 .09 WBT 1 1600 4 .00 34 .02 WBT 4 6400 299 .05 1221 .19* WBR 1 1600 74 .05 290 .18 WBR d 1600 150 .09 343 .21 TOTAL CAPACITY UTILIZATION .49 .71 TOTAL CAPACITY UTILIZATION .68 .74 546 . Bristol St. at Anton Blvd. 547 . Bristol St. at Paularino Av. ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3200 49 .02* 388 .12 NBL 2 3200 13 .00 145 .05* NBT 4 6400 986 .15 2122 .33* NBT 4 6400 829 .14 1278 .22 NBR f 1147 788 NBR 0 0 74 101 SBL 2 3200 291 .09 198 .06* SBL 2 3200 307 .10 295 .09 SBT 4 6400 1985 .31* 1417 .22 SBT 3 4800 1303 .28* 1467 .34* SBR 1 1600 12 .01 88 .06 SBR 0 0 44 171 EBL 1 1600 8 .01 115 .07 EBL 1 1600 223 .14 114 .07* EBT 1 1600 21 .01* 54 .03* EBT 1 1600 321 .20* 144 .09 EBR 1 1600 11 .01 120 .08 EBR 1 1600 35 .02 53 .03 WBL 3 4800 584 .12* 966 .20* WBL 2 3200 86 .03* 190 .06 WBT 1 1600 19 .01 105 .07 WBT 1 1600 72 .05 534 .33* WBR 1 1600 136 .09 417 .26 WBR 1 1600 191 .12 408 .26 Right Turn Adjustment WBR .04* Note: Assumes Right-Turn Overlap for WBR TOTAL CAPACITY UTILIZATION .51 .79 TOTAL CAPACITY UTILIZATION .46 .66 Friday, December 14, 2018 Page 30
548 . Bristol St. at Baker St. 549 . Bristol St. at Newport Blvd. SB ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3200 54 .02 273 .09 NBL 2 3200 258 .08* 780 .24* NBT 4 6400 416 .07* 905 .14* NBT 3 4800 760 .16 1609 .34 NBR 1 1600 231 .14 254 .16 NBR 0 0 8 9 SBL 2 3200 483 .15* 450 .14* SBL 0 0 0 0 SBT 3 4800 815 .17 794 .17 SBT 3 4800 1100 .23* 664 .14* SBR 1 1600 173 .11 548 .34 SBR d 1600 312 .20 537 .34 EBL 3 4800 304 .06 314 .07* EBL 0 0 0 0 EBT 3 4800 1276 .29* 456 .12 EBT 0 0 0 0 EBR 0 0 100 112 EBR 0 0 0 0 WBL 2 3200 220 .07* 314 .10 WBL 0 0 0 0 WBT 3 4800 286 .06 1159 .24* WBT 0 0 0 0 WBR 1 1600 234 .15 340 .21 WBR 0 0 0 0 Right Turn Adjustment SBR .08* Right Turn Adjustment SBR .20* Note: Assumes Right-Turn Overlap for SBR NBR TOTAL CAPACITY UTILIZATION .31 .58 TOTAL CAPACITY UTILIZATION .58 .67 550 . Bristol St. at Newport Blvd. NB ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBT 3 4800 689 .14 2125 .44* NBR 0 0 0 0 SBL 0 0 0 0 SBT 3 4800 1091 .23* 655 .14 SBR 0 0 0 0 EBL 1.5 351 {.20}* 295 .09* EBT 0 4800 2 .20 0 EBR 1.5 629 226 {.00} WBL 0 0 0 0 WBT 0 0 0 0 WBR 0 0 0 0 TOTAL CAPACITY UTILIZATION .43 .53 Friday, December 14, 2018 Page 31
715 . Bristol St. at I-405 NB Ramps 716 . Bristol St. at I-405 SB Ramps ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1 1600 90 .06* 150 .09* NBT 4 6400 1577 .27 2275 .39* NBT 4 6400 1158 .18 1875 .29 NBR 0 0 160 230 NBR 0 0 0 0 SBL 0 0 0 0 SBL 0 0 0 0 SBT 5 8000 2629 .33* 2485 .31 SBT 3 4800 1474 .31* 1786 .37* SBR 0 0 10 23 SBR f 1014 977 EBL 0 0 0 1 EBL 3 4800 569 .12* 695 .14* EBT 0 0 0 0 EBT 0 0 0 0 EBR 2 3200 50 .02 280 .09 EBR f 424 256 WBL 1.5 181 .06* 635 WBL 0 0 0 0 WBT 1.5 4800 50 .03 387 .21* WBT 0 0 0 0 WBR 2 3200 593 .19 1034 .32 WBR 0 0 0 0 Right Turn Adjustment Multi .10* Multi .14* Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .49 .60 TOTAL CAPACITY UTILIZATION .49 .74 717 . Bear St. at SR-73 SB Ramps 720 . Flower St. at MacArthur Blvd. ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1 1600 279 .17* 202 .13 NBT 2 3200 303 .18* 620 .25* NBT 2 3200 464 .29 875 .31* NBR 0 0 267 178 NBR 0 0 655 .41 123 SBL 2 3200 563 .18* 561 .18* SBL 1 1600 127 .08 23 .01* SBT 2 3200 617 .19 891 .28 SBT 2 3200 549 .23* 469 .17 SBR 0 0 0 0 SBR 0 0 176 63 EBL 1.5 127 .08* 180 .11* EBL 1 1600 81 .05 139 .09* EBT 0 3200 0 1 EBT 3 4800 1684 .40* 1014 .30 EBR 0.5 273 .17 209 .13 EBR 0 0 241 433 WBL 0 0 0 0 WBL 1 1600 116 .07* 418 .26 WBT 0 0 0 0 WBT 3 4800 790 .17 2125 .47* WBR 0 0 0 0 WBR 0 0 35 136 Right Turn Adjustment NBR .04* TOTAL CAPACITY UTILIZATION .44 .54 TOTAL CAPACITY UTILIZATION .91 .88 Friday, December 14, 2018 Page 32
721 . Flower St. at Sunflower Av. 722 . Anton Blvd. at Sunflower Av. ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 26 .02 67 .04 NBL 1 1600 12 .01* 13 .01* NBT 2 3200 77 .02* 474 .15* NBT 0 0 0 0 NBR 1 1600 131 .08 79 .05 NBR 2 3200 267 .08 676 .21 SBL 1 1600 287 .18* 87 .05* SBL 0 0 0 0 SBT 2 3200 236 .12 128 .08 SBT 0 0 0 0 SBR 0 0 138 184 .12 SBR 0 0 0 0 EBL 2 3200 112 .04 275 .09* EBL 0 0 0 0 EBT 3 4800 1171 .26* 665 .15 EBT 3 4800 1480 .32* 694 .15 EBR 0 0 82 74 EBR 0 0 44 25 WBL 2 3200 112 .04* 85 .03 WBL 2 3200 257 .08* 345 .11 WBT 3 4800 366 .10 1175 .29* WBT 3 4800 410 .09 1447 .30* WBR 0 0 91 216 WBR 0 0 0 0 Right Turn Adjustment NBR .03* Right Turn Adjustment NBR .01* NBR .09* TOTAL CAPACITY UTILIZATION .53 .58 TOTAL CAPACITY UTILIZATION .42 .40 726 . Main St. at Sunflower Av. 735 . Newport Blvd. NB at Del Mar Av./University Dr. ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3200 284 .09* 1365 .43* NBL 0 0 165 116 NBT 3 4800 219 .05 1256 .26 NBT 3 4800 1407 .33* 679 .17* NBR 0 0 3 3 NBR 1 1600 228 .14 204 .13 SBL 1 1600 8 .01 3 .00 SBL 0 0 0 0 SBT 2 3200 851 .27* 269 .08* SBT 0 0 0 0 SBR 1 1600 336 .21 400 .25 SBR 0 0 0 0 EBL 1.5 411 681 EBL 2 3200 873 .27* 334 .10* EBT 0.5 3200 3 .13* 7 .22* EBT 2 3200 887 .28 646 .20 EBR 2 3200 1329 .42 659 .21 EBR 0 0 0 0 WBL 0 0 0 0 WBL 0 0 0 0 WBT 1 1600 0 .00* 0 .00* WBT 1.5 4800 428 .17* 854 .27* WBR 0 0 0 0 WBR 1.5 372 317 .20 Right Turn Adjustment EBR .20* Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .77 .54 Note: Assumes Right-Turn Overlap for EBR TOTAL CAPACITY UTILIZATION .69 .73 Friday, December 14, 2018 Page 33
736 . Newport Blvd. SB at Del Mar Av./University 737 . Newport Blvd. NB at Mesa Dr. ITAM 18 Alt 2 (COSTA MESA ISEC) ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1 1600 33 .02 35 .02 NBT 0 0 0 0 NBT 2 3200 783 .24* 386 .12* NBR 0 0 0 0 NBR d 1600 162 .10 71 .04 SBL 1 1600 261 .16* 392 .25 SBL 0 0 0 0 SBT 3 4800 551 .11 1610 .34* SBT 0 0 0 0 SBR f 386 1218 SBR 0 0 0 0 EBL 0 0 0 1 EBL 2 3200 144 .05* 91 .03* EBT 4 6400 1504 .24* 548 .09* EBT 1 1600 178 .11 229 .14 EBR 0 0 50 52 EBR 0 0 0 0 WBL 1 1600 192 .12* 248 .16* WBL 0 0 0 0 WBT 2 3200 406 .13 722 .23 WBT 1 1600 177 .14* 295 .21* WBR 0 0 0 0 WBR 0 0 43 34 TOTAL CAPACITY UTILIZATION .52 .59 TOTAL CAPACITY UTILIZATION .43 .36 738 . Newport Blvd. SB at Mesa Dr. ITAM 18 Alt 2 (COSTA MESA ISEC) AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBT 0 0 0 0 NBR 0 0 0 0 SBL 1 1600 320 .20* 323 .20 SBT 4 6400 1140 .18 2997 .47* SBR 1 1600 0 .00 10 .01 EBL 0 0 0 0 EBT 1 1600 0 .00* 0 .00* EBR 1 1600 0 .00 10 .01 WBL 1 1600 80 .05* 350 .22* WBT 1 1600 0 .00 0 .00 WBR 0 0 0 0 Right Turn Adjustment EBR .01* TOTAL CAPACITY UTILIZATION .25 .70 Friday, December 14, 2018 Page 34
61 . Airport Wy. at Campus Dr. 62 . Campus Dr. at Bristol St. NB ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 2 3200 484 .15 412 .13* NBT 0 0 0 0 NBT 3 4800 2699 .56* 923 .19 NBR 0 0 0 0 NBR 0 0 0 0 SBL 0 0 0 0 SBL 0 0 0 0 SBT 0 0 0 0 SBT 4 6400 266 .04 1577 .25* SBR 2 3200 411 .13 1148 .36 SBR 3 4800 314 .07 1409 .29 EBL 1 1600 422 .26 242 .15* EBL 0 0 0 0 EBT 3 4800 2030 .42* 1230 .26 EBT 0 0 0 0 EBR 0 0 0 0 EBR 0 0 0 0 WBL 0 0 0 0 WBL 1 1600 184 .12 323 .20 WBT 3 4800 349 .11 1482 .35* WBT 5 8000 1362 .21* 2869 .38* WBR 0 0 198 .12 178 WBR 0 0 371 .23 187 Right Turn Adjustment SBR .13* SBR .36* Right Turn Adjustment WBR .02* SBR .04* TOTAL CAPACITY UTILIZATION .55 .86 TOTAL CAPACITY UTILIZATION .79 .80 63 . Campus Dr. at Bristol St. SB 64 . Birch St. at Bristol St. NB ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 2 3200 196 .06 251 .08* NBT 5 8000 1479 .22* 755 .12* NBT 2 3200 1513 .47* 681 .21 NBR 0 0 303 266 .17 NBR 0 0 0 0 SBL 1 1600 137 .09* 402 .25* SBL 0 0 0 0 SBT 3 4800 332 .07 1496 .31 SBT 1.5 6400 325 .10 801 .29* SBR 0 0 0 0 SBR 2.5 209 .07 1082 EBL 1.5 1681 {.62}* 609 {.32}* EBL 0 0 0 0 EBT 2.5 6400 2301 .62 1435 .32 EBT 0 0 0 0 EBR 2 3200 518 .16 546 .17 EBR 0 0 0 0 WBL 0 0 0 0 WBL 1.5 505 679 WBT 0 0 0 0 WBT 3.5 8000 1485 .28* 2037 .36* WBR 0 0 0 0 WBR 0 267 179 Right Turn Adjustment NBR .05* TOTAL CAPACITY UTILIZATION .75 .73 TOTAL CAPACITY UTILIZATION .93 .74 Friday, December 14, 2018 Page 35
65 . Birch St. at Bristol St. SB 84 . MacArthur Bl. at Campus Dr. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 2 3200 39 .01 143 .04 NBT 2.5 6400 635 .18* 466 .13 NBT 4 6400 1244 .19* 1604 .25* NBR 1.5 535 373 NBR 1 1600 89 .06 72 .05 SBL 2 3200 244 .08* 253 .08 SBL 1 1600 382 .24* 536 .34* SBT 2 3200 677 .21 1249 .39* SBT 3.5 8000 1179 .18 1579 .25 SBR 0 0 0 0 SBR 1.5 196 .12 127 .08 EBL 1.5 1075 {.35}* 434 {.26}* EBL 2 3200 779 .24* 461 .14* EBT 3.5 8000 1481 .35 1434 .26 EBT 3 4800 1229 .26 641 .13 EBR 0 283 211 EBR d 1600 84 .05 177 .11 WBL 0 0 0 0 WBL 2 3200 147 .05 174 .05 WBT 0 0 0 0 WBT 3 4800 335 .07* 1000 .21* WBR 0 0 0 0 WBR f 127 165 TOTAL CAPACITY UTILIZATION .61 .65 TOTAL CAPACITY UTILIZATION .74 .94 85 . MacArthur Bl. at Birch St. 105 . Von Karman Av. at Campus Dr. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 59 .04 145 .09* NBL 1 1600 13 .01 59 .04* NBT 3 4800 993 .21* 781 .16 NBT 2 3200 848 .26* 763 .24 NBR f 150 35 NBR f 101 221 SBL 1 1600 169 .11* 118 .07 SBL 1 1600 187 .12* 250 .16 SBT 4 6400 867 .18 1221 .24* SBT 2 3200 751 .27 963 .39* SBR 0 0 352 .22 308 SBR 0 0 120 274 EBL 1.5 181 .11 418 EBL 1 1600 358 .22* 198 .12* EBT 1.5 4800 561 .20* 467 .20* EBT 2 3200 851 .27 719 .22 EBR 0 78 67 EBR f 63 86 WBL 1 1600 85 .05 132 .08 WBL 1 1600 127 .08 131 .08 WBT 2 3200 409 .13* 797 .25* WBT 2 3200 328 .15* 758 .30* WBR f 126 231 WBR 0 0 154 189 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .75 .85 TOTAL CAPACITY UTILIZATION .65 .78 Friday, December 14, 2018 Page 36
106 . Von Karman Av. at Birch St. 107 . Von Karman Av. at MacArthur Bl. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 44 .03 78 .05* NBL 1 1600 62 .04* 157 .10 NBT 2 3200 671 .21* 634 .20 NBT 2 3200 156 .05 341 .11* NBR d 1600 51 .03 138 .09 NBR f 53 272 SBL 1 1600 83 .05* 57 .04 SBL 2 3200 253 .08 742 .23* SBT 2 3200 445 .14 803 .25* SBT 1 1600 231 .14* 223 .14 SBR d 1600 245 .15 170 .11 SBR f 56 115 EBL 1 1600 134 .08* 160 .10* EBL 1 1600 84 .05* 119 .07 EBT 2 3200 366 .11 435 .14 EBT 3 4800 604 .13 1162 .24* EBR d 1600 79 .05 74 .05 EBR f 203 118 WBL 1 1600 106 .07 52 .03 WBL 1 1600 57 .04 150 .09* WBT 2 3200 502 .16* 522 .16* WBT 3 4800 1131 .24* 690 .14 WBR d 1600 45 .03 115 .07 WBR f 700 171 TOTAL CAPACITY UTILIZATION .50 .56 TOTAL CAPACITY UTILIZATION .47 .67 121 . Teller Av. at Campus Dr. 147 . Jamboree Rd. at Campus Dr. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 8 .01* 41 .03 NBL 2 3200 157 .05 96 .03 NBT 1 1600 34 .02 152 .10* NBT 4 6400 1609 .29* 1926 .37* NBR 1 1600 69 .04 86 .05 NBR 0 0 243 454 SBL 1 1600 92 .06 139 .09* SBL 2 3200 360 .11* 251 .08* SBT 1 1600 132 .13* 74 .12 SBT 4 6400 1777 .29 2017 .36 SBR 0 0 77 117 SBR 0 0 87 287 EBL 1 1600 67 .04 71 .04 EBL 2 3200 201 .06 278 .09 EBT 2 3200 779 .24* 1045 .33* EBT 2 3200 697 .22* 835 .26* EBR f 77 44 EBR f 79 247 WBL 1 1600 111 .07* 101 .06* WBL 2 3200 674 .21* 357 .11* WBT 2 3200 505 .20 732 .26 WBT 2 3200 377 .12 707 .22 WBR 0 0 119 106 WBR 1 1600 151 .09 386 .24 TOTAL CAPACITY UTILIZATION .45 .58 TOTAL CAPACITY UTILIZATION .83 .82 Friday, December 14, 2018 Page 37
148 . Jamboree Rd. at Birch St. 149 . Jamboree Rd. at Fairchild Rd. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 308 .19* 75 .05 NBL 1 1600 1 .00 47 .03 NBT 3 4800 1633 .34 2171 .45* NBT 3 4800 1551 .34* 1740 .37* NBR 0 0 3 0 NBR 0 0 69 16 SBL 1 1600 6 .00 6 .00 SBL 2 3200 411 .13* 201 .06* SBT 3 4800 1936 .40* 1469 .31 SBT 4 6400 1612 .25 2356 .37 SBR f 632 1165 SBR d 1600 1 .00 6 .00 EBL 1.5 247 409 EBL 1 1600 22 .01 54 .03 EBT 0.5 3200 3 .08* 1 .13* EBT 1 1600 21 .03* 53 .08* EBR f 84 241 EBR 0 0 27 74 WBL 0 0 0 0 WBL 1 1600 25 .02* 70 .04* WBT 1 1600 0 .00* 0 .00* WBT 1 1600 1 .00 7 .00 WBR 0 0 0 0 WBR 1 1600 412 .26 487 .30 Note: Assumes E/W Split Phasing Right Turn Adjustment WBR .22* WBR .21* TOTAL CAPACITY UTILIZATION .67 .58 TOTAL CAPACITY UTILIZATION .74 .76 150 . Jamboree Rd. at MacArthur Bl. 151 . Jamboree Rd. at Bristol St. NB-SR73 NB Ramps ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3200 375 .12 296 .09* NBL 2 3200 674 .21 677 .21* NBT 4 6400 1157 .18* 1049 .16 NBT 3 4800 1790 .37* 1380 .29 NBR d 1600 231 .14 47 .03 NBR f 700 790 SBL 3 4800 490 .10* 805 .17 SBL 0 0 0 0 SBT 3 4800 678 .14 1518 .32* SBT 3.5 8000 630 .13 1120 .23* SBR 1 1600 624 .39 356 .22 SBR 1.5 396 1203 .38 EBL 2 3200 160 .05* 241 .08 EBL 0 0 0 0 EBT 3 4800 709 .15 1758 .37* EBT 0 0 0 0 EBR f 202 429 EBR 0 0 0 0 WBL 2 3200 120 .04 304 .10* WBL 0 0 0 0 WBT 3 4800 1531 .32* 709 .15 WBT 0 0 0 0 WBR 1 1600 633 .40 459 .29 WBR 0 0 0 0 Right Turn Adjustment SBR .23* Right Turn Adjustment SBR .15* Note: Assumes Right-Turn Overlap for WBR TOTAL CAPACITY UTILIZATION .37 .59 TOTAL CAPACITY UTILIZATION .88 .88 Friday, December 14, 2018 Page 38
153 . Jamboree Rd. at Bristol St. SB 154 . Jamboree Rd. at Eastbluff Dr.-University Dr. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1 1600 98 .06* 65 .04 NBT 6 9600 1639 .17* 1780 .19* NBT 3 4800 1170 .24 1523 .32* NBR 0 0 32 70 NBR 1 1600 357 .22 338 .21 SBL 0 0 0 0 SBL 2 3200 68 .02 100 .03* SBT 4 6400 650 .10 1150 .18 SBT 3 4800 1294 .27* 1439 .30 SBR 0 0 0 0 SBR 1 1600 244 .15 338 .21 EBL 1.5 1685 .53* 1030 {.41}* EBL 1.5 367 209 EBT 1.5 4800 479 .30 950 .41 EBT 0.5 3200 177 .19* 122 .11* EBR 2 3200 1436 .45 1180 .37 EBR 0 61 33 WBL 0 0 0 0 WBL 1.5 544 .17* 524 .16* WBT 0 0 0 0 WBT 1.5 4800 228 .14 218 .14 WBR 0 0 0 0 WBR f 183 101 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .70 .60 TOTAL CAPACITY UTILIZATION .69 .62 155 . Jamboree Rd. at Bison Av. 156 . Jamboree Rd. at Ford Rd. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 2 3200 530 .17* 335 .10* NBT 3 4800 1394 .29* 1684 .35* NBT 3 4800 1240 .28 1744 .41 NBR d 1600 213 .13 129 .08 NBR 0 0 98 223 SBL 2 3200 186 .06* 156 .05* SBL 1 1600 50 .03 63 .04 SBT 3 4800 1630 .34 1730 .36 SBT 3 4800 1568 .33* 1786 .37* SBR 1 1600 50 .03 72 .05 SBR 1 1600 131 .08 110 .07 EBL 1 1600 75 .05* 139 .09* EBL 1.5 235 62 .04 EBT 0 0 1 2 EBT 1.5 4800 292 .11* 178 .06* EBR 1 1600 66 .04 58 .04 EBR 1 1600 433 .27 350 .22 WBL 2 3200 124 .04 202 .06 WBL 1.5 113 .07 204 WBT 0 0 0 0 WBT 1.5 4800 430 .13* 180 .08* WBR 2 3200 120 .04 158 .05 WBR 1 1600 27 .02 26 .02 Right Turn Adjustment Multi .07* Multi .06* Right Turn Adjustment EBR .16* EBR .16* Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .47 .55 TOTAL CAPACITY UTILIZATION .90 .77 Friday, December 14, 2018 Page 39
176 . Fairchild Av. at MacArthur Bl. 178 . MacArthur Bl. at Bison Av. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 2 3200 225 .07 184 .06* NBT 0 0 0 0 NBT 4 6400 2801 .44* 2529 .40 NBR 0 0 0 0 NBR 1 1600 194 .12 209 .13 SBL 1 1600 45 .03* 511 .32* SBL 2 3200 80 .03* 167 .05 SBT 0 0 0 0 SBT 4 6400 2267 .35 2723 .43* SBR 1 1600 26 .02 210 .13 SBR 1 1600 225 .14 276 .17 EBL 1 1600 264 .17* 41 .03 EBL 2 3200 253 .08 245 .08 EBT 3 4800 1145 .24 2759 .57* EBT 2 3200 237 .07* 214 .07* EBR 0 0 0 0 EBR f 260 202 WBL 0 0 0 1 WBL 2 3200 451 .14* 355 .11* WBT 3 4800 2404 .64* 1110 .26 WBT 2 3200 244 .08 250 .08 WBR 0 0 646 139 WBR 1 1600 134 .08 166 .10 TOTAL CAPACITY UTILIZATION .84 .89 TOTAL CAPACITY UTILIZATION .68 .67 179 . MacArthur Bl. at Ford Rd. 194 . MacArthur Blvd. SB at University Dr. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3200 46 .01 61 .02 NBL 1 1600 21 .01* 30 .02* NBT 4 6400 1895 .30* 2128 .33* NBT 0 0 0 0 NBR f 99 732 NBR 1 1600 449 .28 553 .35 SBL 3 4800 587 .12* 877 .18* SBL 0 0 0 0 SBT 4 6400 2455 .38 2261 .35 SBT 0 0 0 0 SBR f 29 71 SBR 0 0 0 0 EBL 2 3200 49 .02 35 .01 EBL 0 0 1 0 EBT 2 3200 294 .09* 333 .10* EBT 3 4800 1711 .37* 1117 .24* EBR 1 1600 59 .04 62 .04 EBR 0 0 78 29 WBL 2 3200 486 .15* 216 .07* WBL 2 3200 352 .11* 301 .09* WBT 2 3200 325 .10 283 .09 WBT 3 4800 739 .15 710 .15 WBR f 1025 750 WBR 0 0 0 0 Right Turn Adjustment NBR .27* NBR .33* TOTAL CAPACITY UTILIZATION .66 .68 TOTAL CAPACITY UTILIZATION .76 .68 Friday, December 14, 2018 Page 40
195 . SR-73 SB Ramps at University Dr. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBT 0 0 0 0 NBR 0 0 0 0 SBL 1 1600 1067 .67* 659 .41* SBT 0 0 0 0 SBR 1 1600 123 .08 161 .10 EBL 0 0 0 1 EBT 3 4800 690 .14 451 .09 EBR 0 0 0 0 WBL 0 0 0 2 WBT 3 4800 770 .16* 759 .16* WBR 0 0 0 0 TOTAL CAPACITY UTILIZATION .83 .57 Friday, December 14, 2018 Page 41
733 . Irvine Av. at Mesa Dr. 734 . Irvine Av. at University Dr. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 113 .07 52 .03* NBL 1 1600 133 .08 139 .09* NBT 3 4800 1597 .33* 689 .14 NBT 3 4800 1740 .36* 675 .14 NBR 1 1600 610 .38 317 .13 NBR 1 1600 50 .03 21 .01 SBL 1 1600 22 .01* 19 .01 SBL 1 1600 124 .08* 54 .03 SBT 3 4800 810 .17 1826 .38* SBT 3 4800 641 .13 1969 .41* SBR 1 1600 121 .08 373 .23 SBR 1 1600 249 .16 637 .40 EBL 1 1600 212 .13 48 .03 EBL 1.5 533 {.21}* 273 {.11}* EBT 1.5 4000 408 .25* 164 .10* EBT 0.5 3200 136 .21 84 .11 EBR 1 86 142 .09 EBR 1 1600 173 .11 194 .12 WBL 2 3200 274 .09* 721 .23* WBL 1 1600 15 .01 51 .03 WBT 1 1600 76 .05 335 .22 WBT 1 1600 48 .03* 226 .14* WBR 0 0 11 24 WBR d 1600 27 .02 114 .07 Right Turn Adjustment NBR .05* TOTAL CAPACITY UTILIZATION .68 .75 TOTAL CAPACITY UTILIZATION .73 .74 741 . Jamboree Av. at San Joaquin Hills Rd. 742 . MacArthur Blvd. at San Joaquin Hills Rd. ITAM 18 Alt 2 (NEWPORT BEACH ISEC) ITAM 18 Alt 2 (NEWPORT BEACH ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 55 .03 74 .05 NBL 2 3200 103 .03 56 .02 NBT 3 4800 1231 .26* 1233 .26* NBT 4 6400 1220 .19* 1604 .25* NBR f 237 123 NBR 0 0 6 19 SBL 2 3200 766 .24* 543 .17* SBL 2 3200 538 .17* 616 .19* SBT 3 4800 1350 .28 1581 .33 SBT 3 4800 1487 .31 1496 .31 SBR f 92 266 SBR f 906 418 EBL 1.5 262 .08* 119 .04* EBL 3 4800 102 .02* 880 .18* EBT 1.5 4800 73 .05 48 .03 EBT 3 4800 267 .07 457 .12 EBR f 63 63 EBR 0 0 71 112 WBL 2 3200 134 .04* 285 .09* WBL 1 1600 23 .01 48 .03 WBT 1 1600 23 .01 99 .06 WBT 2 3200 410 .13* 333 .10* WBR 1 1600 23 .01 66 .04 WBR f 766 429 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .51 .72 TOTAL CAPACITY UTILIZATION .62 .56 Friday, December 14, 2018 Page 42
4 . SR-55 SB Ramps at Edinger Av. 5 . Hotel Terrace Dr. at Dyer Rd. ITAM 18 Alt 2 (SANTA ANA ISEC) ITAM 18 Alt 2 (SANTA ANA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1.5 437 361 NBL 1.5 245 331 NBT 0.5 3400 49 .14* 30 .12* NBT 0.5 3400 17 .08* 9 .10* NBR 2 3400 633 .19 189 .06 NBR 2 3400 547 .16 230 .07 SBL 1 1700 44 .03* 100 .06* SBL 0.5 55 100 SBT 1 1700 24 .01 69 .04 SBT 1.5 3400 187 .07* 250 .10* SBR 1 1700 11 .01 51 .03 SBR 1 1700 65 .04 119 .07 EBL 1 1700 27 .02 50 .03 EBL 1 1700 37 .02 82 .05 EBT 3 5100 2197 .43* 1704 .33* EBT 3 5100 1499 .29* 1492 .29* EBR f 450 431 EBR 1 1700 349 .21 226 .13 WBL 2 3400 540 .16* 436 .13* WBL 2 3400 414 .12* 779 .23* WBT 3 5100 1561 .33 1987 .41 WBT 3 5100 810 .16 1361 .27 WBR 0 0 124 123 WBR 1 1700 97 .06 70 .04 Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes N/S Split Phasing Note: Assumes N/S Split Phasing TOTAL CAPACITY UTILIZATION .81 .69 TOTAL CAPACITY UTILIZATION .61 .77 6 . Grand Av. at Dyer Rd. 7 . SR-55 NB Ramps at Dyer Rd. ITAM 18 Alt 2 (SANTA ANA ISEC) ITAM 18 Alt 2 (SANTA ANA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1.5 730 {.28}* 212 .06* NBT 0 0 0 0 NBT 0 5100 0 .28 0 NBR 0 0 0 0 NBR 1.5 715 263 {.00} SBL 2 3400 1266 .37* 497 .15* SBL 0 0 0 0 SBT 0 0 0 0 SBT 0 0 0 0 SBR 1 1700 361 .21 464 .27 SBR 0 0 0 0 EBL 2 3400 145 .04 334 .10* EBL 0 0 0 0 EBT 3 5100 2010 .39* 1441 .28 EBT 3 5100 2635 .52* 1397 .27 EBR 0 0 0 0 EBR f 640 680 WBL 0 0 0 0 WBL 0 0 0 0 WBT 3 5100 882 .17 1765 .35* WBT 2.5 6800 1050 {.21} 2178 {.48}* WBR f 877 670 WBR 1.5 430 {.04} 1190 Right Turn Adjustment SBR .04* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .85 .59 TOTAL CAPACITY UTILIZATION .81 .69 Friday, December 14, 2018 Page 43
8 . SR-55 SB Ramps at MacArthur Blvd. 9 . SR-55 NB Ramps at MacArthur Blvd. ITAM 18 Alt 2 (SANTA ANA ISEC) ITAM 18 Alt 2 (SANTA ANA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 2 3400 768 .23* 797 .23* NBT 0 0 0 0 NBT 0 0 0 0 NBR 0 0 0 0 NBR 2 3400 964 .28 383 .11 SBL 2 3400 1172 .34* 252 .07* SBL 0 0 0 0 SBT 0 0 0 0 SBT 0 0 0 0 SBR 2 3400 820 .24 766 .23 SBR 0 0 0 0 EBL 0 0 0 0 EBL 0 0 0 0 EBT 3 5100 1598 .31* 1201 .24 EBT 3 5100 2136 .42* 780 .15 EBR f 990 837 EBR f 770 627 WBL 0 0 0 0 WBL 0 0 0 0 WBT 3 5100 1010 .20 1797 .35* WBT 3 5100 522 .10 1812 .36* WBR f 210 747 WBR f 300 961 Right Turn Adjustment SBR .16* Right Turn Adjustment NBR .05* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .70 .63 TOTAL CAPACITY UTILIZATION .75 .64 28 . Pullman St. at Warner Av. 29 . Pullman St. at Barranca Pkwy. ITAM 18 Alt 2 (SANTA ANA ISEC) ITAM 18 Alt 2 (SANTA ANA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0.5 26 144 NBL 1.5 115 628 NBT 0.5 1700 642 .39* 505 .38* NBT 0.5 3400 14 .04* 57 .20* NBR 1 1700 320 .19 97 .06 NBR 1 1700 20 .01 46 .03 SBL 0 0 60 {.04}* 27 {.02}* SBL 1 1700 107 .06* 42 .02 SBT 2 3400 406 .14 881 .29 SBT 0.5 3400 75 {.04} 13 {.04}* SBR 0 0 7 95 SBR 1.5 178 286 EBL 1 1700 117 .07 110 .06 EBL 1 1700 306 .18 217 .13* EBT 3 5100 594 .13* 56 .02* EBT 4 6800 2414 .42* 1512 .23 EBR 0 0 90 102 .06 EBR 0 0 456 55 WBL 1 1700 27 .02* 341 .20* WBL 1 1700 57 .03* 22 .01 WBT 3 5100 8 .00 444 .10 WBT 4 6800 1174 .18 2546 .39* WBR 0 0 15 .01 57 WBR 0 0 33 105 Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes N/S Split Phasing TOTAL CAPACITY UTILIZATION .63 .67 TOTAL CAPACITY UTILIZATION .60 .81 Friday, December 14, 2018 Page 44
543 . Bristol St. at Segerstrom Av. 544 . Bristol St. at MacArthur Blvd. ITAM 18 Alt 2 (SANTA ANA ISEC) ITAM 18 Alt 2 (SANTA ANA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 89 .05* 266 .16 NBL 2 3400 68 .02* 343 .10 NBT 3 5100 858 .17 1639 .32* NBT 3 5100 608 .12 1773 .35* NBR d 1700 173 .10 232 .14 NBR 1 1700 105 .06 226 .13 SBL 1 1700 244 .14 112 .07* SBL 2 3400 377 .11 231 .07* SBT 3 5100 1810 .38* 977 .22 SBT 3 5100 1681 .37* 973 .22 SBR 0 0 106 164 SBR 0 0 216 156 EBL 1 1700 172 .10 178 .10* EBL 2 3400 240 .07 422 .12* EBT 2 3400 1283 .41* 856 .27 EBT 3 5100 1528 .30* 917 .18 EBR 0 0 116 74 EBR 1 1700 235 .14 120 .07 WBL 1 1700 184 .11* 191 .11 WBL 2 3400 194 .06* 311 .09 WBT 2 3400 615 .20 1263 .39* WBT 3 5100 936 .18 1677 .33* WBR 0 0 80 56 WBR 1 1700 132 .08 292 .17 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION 1.00 .93 TOTAL CAPACITY UTILIZATION .80 .92 Friday, December 14, 2018 Page 45
719 . Flower St. at Segerstrom Av. 720 . Flower St. at MacArthur Blvd. ITAM 18 Alt 2 (SANTA ANA ISEC) ITAM 18 Alt 2 (SANTA ANA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 48 .03* 147 .09 NBL 1 1700 279 .16* 202 .12 NBT 2 3400 413 .15 986 .32* NBT 2 3400 464 .27 875 .29* NBR 0 0 100 117 NBR 0 0 655 .39 123 SBL 1 1700 190 .11 94 .06* SBL 1 1700 127 .07 23 .01* SBT 2 3400 776 .27* 399 .14 SBT 2 3400 549 .21* 469 .16 SBR 0 0 144 87 SBR 0 0 176 63 EBL 1 1700 175 .10 145 .09* EBL 1 1700 81 .05 139 .08 EBT 2 3400 1470 .43* 859 .25 EBT 3 5100 1684 .38* 1014 .28* EBR d 1700 249 .15 119 .07 EBR 0 0 241 433 WBL 1 1700 95 .06* 92 .05 WBL 1 1700 116 .07* 418 .25* WBT 2 3400 639 .21 1545 .50* WBT 3 5100 790 .16 2125 .44 WBR 0 0 82 139 WBR 0 0 35 136 Clearance Interval .05* .05* Right Turn Adjustment NBR .04* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .84 1.02 TOTAL CAPACITY UTILIZATION .91 .88 723 . Main St. at Dyer Rd. 724 . Main St. at Alton Pkwy. ITAM 18 Alt 2 (SANTA ANA ISEC) ITAM 18 Alt 2 (SANTA ANA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 92 .05* 295 .17 NBL 1 1700 9 .01 28 .02 NBT 2 3400 595 .18 1757 .52* NBT 3 5100 665 .15* 2113 .46* NBR 1 1700 243 .14 647 .38 NBR 0 0 101 230 SBL 1 1700 283 .17 151 .09* SBL 1 1700 661 .39* 180 .11* SBT 3 5100 1742 .38* 746 .18 SBT 3 5100 1496 .30 801 .16 SBR 0 0 186 183 SBR 0 0 20 27 EBL 1 1700 172 .10 199 .12* EBL 0 0 0 0 EBT 2 3400 1415 .42* 821 .24 EBT 0 0 0 0 EBR 1 1700 323 .19 89 .05 EBR 0 0 0 0 WBL 1 1700 175 .10* 215 .13 WBL 0.5 59 119 WBT 2 3400 512 .15 1402 .41* WBT 0.5 1700 3 .04* 6 .07* WBR 1 1700 164 .10 323 .19 WBR 1 1700 198 .12 477 .28 Clearance Interval .05* .05* Right Turn Adjustment WBR .13* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION 1.00 1.19 TOTAL CAPACITY UTILIZATION .63 .82 Friday, December 14, 2018 Page 46
725 . Main St. at MacArthur Blvd. 727 . Halladay St. at Dyer Rd. ITAM 18 Alt 2 (SANTA ANA ISEC) ITAM 18 Alt 2 (SANTA ANA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 40 .01 492 .14 NBL 1 1700 55 .03 90 .05 NBT 3 5100 310 .06* 1257 .25* NBT 1 1700 155 .20* 299 .33* NBR 1 1700 240 .14 306 .18 NBR 0 0 177 262 SBL 2 3400 581 .17* 273 .08* SBL 1 1700 284 .17* 136 .08* SBT 3 5100 856 .17 394 .08 SBT 1 1700 396 .33 169 .15 SBR 1 1700 182 .11 274 .16 SBR 0 0 163 79 EBL 2 3400 324 .10 373 .11* EBL 1 1700 145 .09 321 .19* EBT 3 5100 1560 .31* 651 .13 EBT 3 5100 1523 .32* 1322 .28 EBR 1 1700 256 .15 79 .05 EBR 0 0 97 100 WBL 2 3400 170 .05* 216 .06 WBL 1 1700 243 .14* 131 .08 WBT 3 5100 430 .08 1724 .34* WBT 3 5100 588 .13 1661 .35* WBR 1 1700 202 .12 560 .33 WBR 0 0 72 119 Right Turn Adjustment NBR .04* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .88 1.00 TOTAL CAPACITY UTILIZATION .68 .83 728 . Halladay St. E at Alton Pkwy. 729 . Halladay St. W at Alton Pkwy. ITAM 18 Alt 2 (SANTA ANA ISEC) ITAM 18 Alt 2 (SANTA ANA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 0.5 10 44 NBT 1 1700 0 .00 0 .00 NBT 0.5 1700 0 .15* 1 .23* NBR 0 0 0 0 NBR 0 251 343 SBL 0.5 741 434 SBL 0 0 0 0 SBT 0.5 1700 1 .46* 0 .26* SBT 0 0 0 0 SBR 0 39 12 SBR 0 0 0 0 EBL 1 1700 16 .01 77 .05* EBL 0 0 2 2 EBT 1 1700 1036 .61* 781 .46 EBT 1 1700 715 .45* 427 .27 EBR 0 0 3 1 EBR 0 0 43 22 WBL 1 1700 0 .00 1 .00 WBL 0.5 289 {.17}* 198 WBT 1 1700 573 .34 841 .49* WBT 0.5 1700 292 .34 636 .49* WBR 1 1700 365 .21 575 .34 WBR 0 1 2 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION 1.12 .85 TOTAL CAPACITY UTILIZATION .82 .77 Friday, December 14, 2018 Page 47
730 . Grand Av. at Warner Av. 731 . Grand Av. at SR-55 SB Ramps ITAM 18 Alt 2 (SANTA ANA ISEC) ITAM 18 Alt 2 (SANTA ANA ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 89 .05 158 .09 NBL 0 0 0 0 NBT 3 5100 382 .10* 962 .24* NBT 2 3400 1029 .30* 1119 .33* NBR 0 0 149 267 NBR 0 0 0 0 SBL 1 1700 309 .18* 153 .09* SBL 0 0 0 0 SBT 3 5100 731 .18 573 .16 SBT 3 5100 1140 .22 761 .15 SBR 0 0 200 267 SBR 0 0 0 0 EBL 2 3400 326 .10 411 .12* EBL 0 0 0 0 EBT 3 5100 1299 .25* 530 .10 EBT 0 0 0 0 EBR 1 1700 444 .26 104 .06 EBR 0 0 0 0 WBL 2 3400 201 .06* 273 .08 WBL 1 1700 526 .31* 242 .14* WBT 3 5100 484 .09 1125 .22* WBT 0 0 0 0 WBR 1 1700 185 .11 418 .25 WBR 1 1700 355 .21 258 .15 Clearance Interval .05* .05* Right Turn Adjustment WBR .01* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .64 .72 TOTAL CAPACITY UTILIZATION .66 .53 Friday, December 14, 2018 Page 48
3 . Newport Av. at Edinger Av. 14 . Walnut Av. at McFadden St. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 770 .23* 994 .29* NBL 2 3400 319 .09* 598 .18* NBT 3 5100 0 .00 0 .00 NBT 0 0 0 0 NBR d 1700 194 .11 398 .23 NBR 1 1700 7 .00 59 .03 SBL 2 3400 0 .00 0 .00 SBL 0 0 0 0 SBT 3 5100 0 .00* 0 .00* SBT 0 0 0 0 SBR 1 1700 0 .00 0 .00 SBR 0 0 0 0 EBL 2 3400 0 .00 0 .00 EBL 0 0 0 0 EBT 3 5100 1936 .38* 1155 .23* EBT 2 3400 383 .23* 551 .28* EBR 1 1700 1654 .97 548 .32 EBR 0 0 678 .40 388 WBL 1 1700 216 .13* 173 .10* WBL 1 1700 42 .02* 42 .02* WBT 3 5100 1550 .30 1580 .31 WBT 2 3400 751 .22 442 .13 WBR f 0 0 WBR 0 0 0 0 Right Turn Adjustment EBR .36* Right Turn Adjustment EBR .10* Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes Right-Turn Overlap for EBR TOTAL CAPACITY UTILIZATION .49 .53 TOTAL CAPACITY UTILIZATION 1.15 .67 18 . Newport Av. at Bryan Av. 19 . Newport Av. at Main St. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 45 .03* 101 .06 NBL 1 1700 165 .10* 278 .16* NBT 3 5100 709 .14 1618 .32* NBT 3 5100 623 .15 1469 .32 NBR 0 0 22 23 NBR 0 0 146 174 SBL 1 1700 65 .04 68 .04* SBL 1 1700 118 .07 78 .05 SBT 3 5100 2122 .43* 1047 .21 SBT 3 5100 1907 .41* 957 .22* SBR 0 0 51 33 SBR 0 0 166 184 EBL 1 1700 23 .01* 26 .02* EBL 1 1700 131 .08 252 .15* EBT 1 1700 24 .01 29 .02 EBT 2 3400 526 .15* 418 .12 EBR 1 1700 73 .04 119 .07 EBR 1 1700 305 .18 270 .16 WBL 1 1700 21 .01 53 .03 WBL 1 1700 217 .13* 253 .15 WBT 1 1700 36 .02* 75 .04* WBT 2 3400 368 .11 688 .20* WBR 1 1700 140 .08 457 .27 WBR 1 1700 16 .01 39 .02 Right Turn Adjustment WBR .20* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .84 .78 TOTAL CAPACITY UTILIZATION .54 .67 Friday, December 14, 2018 Page 49
20 . Newport Av. at El Camino Real 21 . Newport Av. at I-5 NB Ramps ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 116 .07* 206 .12 NBL 1 1700 290 .17* 391 .23* NBT 3 5100 782 .20 1653 .36* NBT 3 5100 1060 .21 2060 .40 NBR 0 0 219 171 NBR 0 0 0 0 SBL 1 1700 101 .06 96 .06* SBL 0 0 0 0 SBT 3 5100 2135 .42* 1055 .22 SBT 3 5100 2310 .58* 1250 .34* SBR 0 0 24 43 SBR 0 0 640 479 EBL 1 1700 28 .02 386 .23* EBL 0 0 0 0 EBT 1 1700 160 .09* 83 .05 EBT 0 0 0 0 EBR 1 1700 378 .22 264 .16 EBR 0 0 0 0 WBL 1 1700 237 .14* 281 .17 WBL 0 0 0 0 WBT 2 3400 210 .10 291 .15* WBT 0 0 0 0 WBR 0 0 120 221 WBR 0 0 0 0 Right Turn Adjustment EBR .08* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .80 .62 TOTAL CAPACITY UTILIZATION .85 .85 22 . Newport Av. at Nisson Rd. 23 . Newport Av. at McFadden St. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1 1700 25 .01* 61 .04 NBT 3 5100 1013 .22 2009 .42* NBT 3 5100 753 .15 1696 .33* NBR 0 0 129 155 NBR 0 0 6 11 SBL 1 1700 200 .12 158 .09* SBL 1 1700 13 .01 26 .02* SBT 3 5100 2137 .42* 1107 .22 SBT 3 5100 1969 .51* 1137 .30 SBR 0 0 0 0 SBR 0 0 618 389 EBL 1.5 194 358 EBL 2 3400 333 .10* 556 .16* EBT 0.5 3400 71 .08* 54 .12* EBT 0 0 3 4 EBR f 505 489 EBR 1 1700 32 .02 40 .02 WBL 1 1700 114 .07* 77 .05* WBL 0 0 0 0 WBT 0 0 0 0 WBT 1 1700 0 .00* 0 .00* WBR 1 1700 95 .06 173 .10 WBR 0 0 0 0 Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .67 .56 TOTAL CAPACITY UTILIZATION .62 .73 Friday, December 14, 2018 Page 50
24 . Newport Av. at Walnut Av. 25 . Newport Av. at Sycamore Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 79 .05 174 .10 NBL 1 1700 218 .13* 468 .28* NBT 3 5100 619 .15* 1121 .25* NBT 3 5100 504 .10 1063 .21 NBR 0 0 124 154 NBR d 1700 135 .08 129 .08 SBL 1 1700 524 .31* 401 .24* SBL 1 1700 125 .07 186 .11 SBT 3 5100 1396 .29 662 .14 SBT 3 5100 1499 .29* 648 .13* SBR 0 0 59 57 SBR d 1700 91 .05 246 .14 EBL 1 1700 41 .02 27 .02* EBL 1 1700 133 .08 122 .07* EBT 2 3400 532 .21* 314 .12 EBT 2 3400 43 .03* 11 .01 EBR 0 0 166 98 EBR 0 0 103 .06 37 .02 WBL 1 1700 180 .11* 230 .14 WBL 1 1700 333 .20* 187 .11 WBT 2 3400 194 .10 479 .28* WBT 2 3400 116 .03 436 .13* WBR 0 0 156 581 .34 WBR 1 1700 131 .08 257 .15 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .83 .84 TOTAL CAPACITY UTILIZATION .70 .66 27 . Del Amo Av. at Edinger Av. 35 . Red Hill Av. at Bryan Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1.5 11 151 {.04}* NBL 1 1700 106 .06* 191 .11 NBT 0.5 3400 3 .00 1 .04 NBT 3 5100 510 .13 893 .20* NBR 1 1700 125 .07 253 .15 NBR 0 0 169 107 SBL 0 0 0 0 SBL 1 1700 137 .08 130 .08* SBT 1 1700 0 .00* 0 .00* SBT 3 5100 843 .19* 587 .13 SBR 0 0 0 0 SBR 0 0 113 82 EBL 1 1700 5 .00 12 .01* EBL 1 1700 116 .07 102 .06* EBT 3 5100 1905 .37* 1367 .27 EBT 2 3400 684 .23* 449 .16 EBR d 1700 147 .09 205 .12 EBR 0 0 109 88 WBL 2 3400 123 .04* 305 .09 WBL 1 1700 148 .09* 123 .07 WBT 3 5100 1449 .28 1929 .38* WBT 2 3400 461 .17 1141 .41* WBR d 1700 2 .00 2 .00 WBR 0 0 124 268 Right Turn Adjustment NBR .03* Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes Right-Turn Overlap for NBR TOTAL CAPACITY UTILIZATION .62 .80 TOTAL CAPACITY UTILIZATION .49 .48 Friday, December 14, 2018 Page 51
36 . Red Hill Av. at El Camino Real 37 . Red Hill Av. at Nisson Rd. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 286 .08* 457 .13* NBL 1 1700 12 .01 20 .01 NBT 3 5100 706 .14 1287 .25 NBT 4 6800 1174 .18* 1813 .27* NBR 1 1700 230 .14 214 .13 NBR 0 0 34 29 SBL 1 1700 15 .01 26 .02 SBL 1 1700 190 .11* 259 .15* SBT 3 5100 1306 .27* 835 .19* SBT 3 5100 1229 .24 877 .17 SBR 0 0 87 135 SBR d 1700 91 .05 92 .05 EBL 1 1700 98 .06 79 .05 EBL 1 1700 63 .04 69 .04 EBT 1.5 5100 241 {.07}* 190 {.06}* EBT 1 1700 47 .17* 132 .16* EBR 1.5 181 {.05} 207 {.02} EBR 0 0 240 144 WBL 1.5 178 {.07}* 189 {.11}* WBL 1 1700 291 .17* 259 .15* WBT 1.5 5100 175 .07 368 .11 WBT 1 1700 68 .08 98 .09 WBR 0 17 24 WBR 0 0 61 48 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .54 .54 TOTAL CAPACITY UTILIZATION .68 .78 38 . Red Hill Av. at Walnut Av. 39 . Red Hill Av. at Sycamore Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 76 .04* 374 .22 NBL 1 1700 160 .09* 686 .40* NBT 3 5100 483 .13 1723 .35* NBT 3 5100 557 .12 2070 .43 NBR 0 0 190 85 NBR 0 0 32 102 SBL 1 1700 133 .08 151 .09* SBL 1 1700 38 .02 61 .04 SBT 3 5100 1353 .29* 556 .14 SBT 3 5100 1583 .39* 724 .16* SBR 0 0 144 171 SBR 0 0 419 116 EBL 1 1700 172 .10 205 .12* EBL 1 1700 171 .10* 45 .03* EBT 2 3400 633 .33* 474 .20 EBT 1 1700 80 .05 37 .02 EBR 0 0 484 198 EBR 1 1700 199 .12 149 .09 WBL 2 3400 257 .08* 236 .07 WBL 1 1700 68 .04 42 .02 WBT 2 3400 264 .12 929 .33* WBT 1 1700 131 .08* 53 .03* WBR 0 0 140 184 WBR 1 1700 71 .04 35 .02 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .79 .94 TOTAL CAPACITY UTILIZATION .71 .67 Friday, December 14, 2018 Page 52
40 . Red Hill Av. at Edinger Av. 41 . Red Hill Av. at Warner Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 109 .03* 341 .10 NBL 2 3400 167 .05* 595 .18* NBT 3 5100 340 .07 1993 .39* NBT 4 6800 612 .09 1762 .26 NBR 1 1700 212 .12 324 .19 NBR 1 1700 151 .09 321 .19 SBL 2 3400 282 .08 135 .04* SBL 2 3400 175 .05 185 .05 SBT 3 5100 1293 .25* 508 .10 SBT 3 5100 805 .20* 691 .20* SBR 1 1700 317 .19 217 .13 SBR 0 0 190 345 EBL 2 3400 260 .08 403 .12* EBL 1 1700 340 .20* 335 .20* EBT 3 5100 1306 .26* 1110 .22 EBT 3 5100 753 .15 534 .10 EBR 1 1700 320 .19 197 .12 EBR d 1700 388 .23 231 .14 WBL 2 3400 566 .17* 305 .09 WBL 2 3400 130 .04 158 .05 WBT 3 5100 1124 .22 1561 .31* WBT 3 5100 284 .06* 700 .14* WBR 1 1700 129 .08 544 .32 WBR 1 1700 116 .07 232 .14 Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes Right-Turn Overlap for WBR EBR TOTAL CAPACITY UTILIZATION .56 .77 TOTAL CAPACITY UTILIZATION .76 .91 55 . Browning Av. at Bryan Av. 56 . Browning Av. at El Camino Real ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 99 .06* 115 .07* NBL 1 1700 0 .00 0 .00 NBT 2 3400 151 .04 204 .06 NBT 2 3400 0 .00* 0 .00* NBR d 1700 111 .07 61 .04 NBR 0 0 0 0 SBL 1 1700 118 .07 32 .02 SBL 1 1700 373 .22* 181 .11* SBT 2 3400 181 .05* 121 .04* SBT 2 3400 0 .00 0 .00 SBR d 1700 83 .05 57 .03 SBR 1 1700 144 .08 183 .11 EBL 1 1700 63 .04 48 .03* EBL 1 1700 346 .20* 233 .14* EBT 2 3400 751 .22* 517 .15 EBT 2 3400 227 .07 166 .05 EBR d 1700 254 .15 66 .04 EBR 0 0 0 0 WBL 1 1700 76 .04* 93 .05 WBL 1 1700 0 .00 0 .00 WBT 2 3400 468 .14 1398 .41* WBT 2 3400 96 .03* 440 .13* WBR 1 1700 36 .02 128 .08 WBR 1 1700 124 .07 482 .28 Clearance Interval .05* .05* Right Turn Adjustment WBR .07* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .42 .60 TOTAL CAPACITY UTILIZATION .50 .50 Friday, December 14, 2018 Page 53
58 . Browning Av. at Walnut Av. 92 . Tustin Ranch Rd. at Bryan Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1 1700 156 .09* 550 .32* NBT 0 0 0 0 NBT 3 5100 447 .09 1110 .22 NBR 0 0 0 0 NBR 1 1700 98 .06 170 .10 SBL 1 1700 220 .13* 135 .08* SBL 1 1700 272 .16 175 .10 SBT 0 0 0 0 SBT 3 5100 1481 .29* 444 .09* SBR 1 1700 140 .08 55 .03 SBR 1 1700 64 .04 61 .04 EBL 1 1700 167 .10 69 .04* EBL 2 3400 94 .03 76 .02* EBT 2 3400 1026 .30* 548 .16 EBT 2 3400 760 .22* 505 .15 EBR 0 0 0 0 EBR 1 1700 385 .23 130 .08 WBL 0 0 0 0 WBL 2 3400 283 .08* 227 .07 WBT 2 3400 503 .20 1340 .50* WBT 2 3400 430 .13 1142 .34* WBR 0 0 175 352 WBR d 1700 49 .03 122 .07 Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes Right-Turn Overlap for SBR NBR EBR TOTAL CAPACITY UTILIZATION .48 .67 TOTAL CAPACITY UTILIZATION .73 .82 93 . Tustin Ranch Rd. at El Camino Real 94 . Tustin Ranch Rd. at I-5 NB Ramps ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 65 .02* 256 .08 NBL 2 3400 325 .10* 637 .19 NBT 3 5100 600 .12 1939 .38* NBT 3 5100 888 .17 2243 .44* NBR d 1700 169 .10 305 .18 NBR 0 0 0 0 SBL 2 3400 150 .04 119 .04* SBL 0 0 0 0 SBT 3 5100 2150 .42* 647 .13 SBT 3 5100 2136 .42* 1013 .20 SBR d 1700 35 .02 73 .04 SBR f 765 333 EBL 1 1700 76 .04 69 .04 EBL 1.5 142 .08* 277 .08* EBT 2 3400 274 .16* 283 .13* EBT 0 5100 0 0 EBR 0 0 479 .28 159 EBR 1.5 554 .16 277 {.00} WBL 1 1700 194 .11* 284 .17* WBL 0 0 0 0 WBT 2 3400 115 .05 581 .25 WBT 0 0 0 0 WBR 0 0 61 285 WBR 0 0 0 0 Right Turn Adjustment EBR .10* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .65 .57 TOTAL CAPACITY UTILIZATION .86 .77 Friday, December 14, 2018 Page 54
95 . Tustin Ranch Rd. at I-5 SB Ramps 96 . Tustin Ranch Rd. at Walnut Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 155 .05* 523 .15 NBL 2 3400 90 .03* 566 .17 NBT 3 5100 786 .15 2360 .46* NBT 3 5100 373 .07 2000 .39* NBR 0 0 0 0 NBR 1 1700 288 .17 269 .16 SBL 0 0 0 0 SBL 2 3400 634 .19 248 .07* SBT 3 5100 2052 .40* 1029 .20 SBT 3 5100 1816 .36* 897 .18 SBR d 1700 535 .31 237 .14 SBR 1 1700 246 .14 312 .18 EBL 1.5 374 {.20}* 520 .15* EBL 2 3400 363 .11 209 .06* EBT 0 5100 0 {.20} 0 EBT 3 5100 699 .14* 343 .07 EBR 1.5 698 501 {.10} EBR 1 1700 361 .21 191 .11 WBL 0 0 0 0 WBL 2 3400 234 .07* 243 .07 WBT 0 0 0 0 WBT 2 3400 234 .07 1002 .29* WBR 0 0 0 0 WBR 1 1700 194 .11 590 .35 Clearance Interval .05* .05* Right Turn Adjustment EBR .04* WBR .01* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .70 .66 Note: Assumes Right-Turn Overlap for SBR EBR TOTAL CAPACITY UTILIZATION .69 .87 109 . Myford Rd. at Bryan Av. 110 . Myford Rd. at El Camino Real ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 48 .03* 153 .09 NBL 1 1700 32 .02 158 .09 NBT 2 3400 80 .03 322 .12* NBT 2 3400 56 .03* 139 .08* NBR 0 0 32 94 NBR 0 0 42 133 SBL 1 1700 132 .08 71 .04* SBL 1 1700 211 .12* 138 .08* SBT 2 3400 352 .13* 121 .06 SBT 2 3400 192 .11 44 .03 SBR 0 0 96 87 SBR 0 0 227 .13 128 .08 EBL 1 1700 53 .03 110 .06* EBL 1 1700 38 .02 157 .09* EBT 2 3400 866 .25* 777 .23 EBT 2 3400 367 .17* 718 .24 EBR d 1700 139 .08 69 .04 EBR 0 0 205 105 WBL 1 1700 109 .06* 100 .06 WBL 1 1700 123 .07* 61 .04 WBT 2 3400 616 .18 1314 .39* WBT 2 3400 261 .10 944 .36* WBR d 1700 47 .03 139 .08 WBR 0 0 66 284 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .52 .66 TOTAL CAPACITY UTILIZATION .44 .66 Friday, December 14, 2018 Page 55
111 . Franklin Av. at Walnut Av. 133 . Jamboree Rd. at Edinger Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 84 .05* 341 .20* NBL 2 3400 92 .03 215 .06 NBT 2 3400 2 .00 22 .01 NBT 0 0 0 0 NBR 0 0 14 .01 57 .03 NBR 1 1700 68 .04 275 .16 SBL 1 1700 32 .02 81 .05 SBL 2 3400 363 .11* 420 .12* SBT 2 3400 11 .01* 12 .01* SBT 0 0 0 0 SBR 0 0 106 .06 388 .23 SBR f 726 550 EBL 1 1700 452 .27* 122 .07* EBL 2 3400 406 .12 705 .21* EBT 2 3400 857 .25 602 .18 EBT 3 5100 1129 .24* 1015 .22 EBR d 1700 289 .17 132 .08 EBR 0 0 98 132 WBL 1 1700 31 .02 26 .02 WBL 2 3400 242 .07* 228 .07 WBT 2 3400 502 .15* 1171 .34* WBT 3 5100 932 .18 1855 .36* WBR d 1700 107 .06 35 .02 WBR 1 1700 374 .22 465 .27 Right Turn Adjustment SBR .17* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .47 .74 TOTAL CAPACITY UTILIZATION .53 .84 445 . Tustin Ranch Rd. at Warner Av. N. 446 . Tustin Ranch Rd. at Warner Av. S. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 2 3400 70 .02* 91 .03 NBT 3 5100 518 .10 1983 .39* NBT 3 5100 498 .10 2262 .44* NBR 1 1700 522 .31 805 .47 NBR 0 0 0 0 SBL 2 3400 628 .18 587 .17* SBL 0 0 0 0 SBT 3 5100 1652 .32* 905 .18 SBT 3 5100 1815 .36* 964 .19 SBR 0 0 0 0 SBR 1 1700 850 .50 831 .49 EBL 0 0 0 0 EBL 2 3400 742 .22* 1064 .31* EBT 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 EBR 1 1700 95 .06 78 .05 WBL 3 5100 788 .15* 588 .12* WBL 0 0 0 0 WBT 0 0 1 0 WBT 0 0 0 0 WBR 2 3400 182 .05 762 .22 WBR 0 0 0 0 Right Turn Adjustment NBR .02* Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes Right-Turn Overlap for SBR EBR Note: Assumes Right-Turn Overlap for WBR NBR TOTAL CAPACITY UTILIZATION .65 .80 TOTAL CAPACITY UTILIZATION .54 .73 Friday, December 14, 2018 Page 56
447 . Armstrong Av. at Valencia Av. 448 . Armstrong Av. at Warner Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1.5 7 14 .01 NBL 2 3400 102 .03* 140 .04 NBT 0.5 3400 3 .00* 18 .01* NBT 2 3400 133 .04 323 .10* NBR 1 1700 76 .04 255 .15 NBR d 1700 49 .03 90 .05 SBL 1 1700 100 .06* 49 .03* SBL 2 3400 47 .01 64 .02* SBT 1 1700 13 .05 9 .02 SBT 2 3400 296 .09* 267 .08 SBR 0 0 65 21 SBR 1 1700 99 .06 94 .06 EBL 1 1700 10 .01* 23 .01 EBL 1 1700 120 .07 213 .13* EBT 2 3400 314 .09 606 .18* EBT 3 5100 404 .08* 566 .11 EBR 1 1700 3 .00 9 .01 EBR 1 1700 285 .17 272 .16 WBL 2 3400 93 .03 71 .02* WBL 1 1700 108 .06* 200 .12 WBT 2 3400 808 .25* 445 .15 WBT 3 5100 329 .06 646 .13* WBR 0 0 37 68 WBR 1 1700 47 .03 164 .10 Right Turn Adjustment NBR .12* Right Turn Adjustment EBR .07* Clearance Interval .05* .05* Clearance Interval .05* .05* Note: Assumes N/S Split Phasing TOTAL CAPACITY UTILIZATION .38 .43 TOTAL CAPACITY UTILIZATION .37 .41 453 . Red Hill Ave. at Valencia Av. 454 . Tustin Ranch Rd. at Valencia Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 189 .11* 543 .32* NBL 2 3400 248 .07* 425 .13 NBT 4 6800 573 .08 2403 .35 NBT 3 5100 487 .10 2305 .45* NBR 1 1700 222 .13 526 .31 NBR 1 1700 0 .00 0 .00 SBL 1 1700 98 .06 100 .06 SBL 1 1700 0 .00 0 .00 SBT 3 5100 1779 .37* 930 .20* SBT 3 5100 1962 .38* 1113 .22 SBR 0 0 112 66 SBR 1 1700 745 .44 287 .17 EBL 1 1700 93 .05 87 .05 EBL 2 3400 285 .08* 580 .17 EBT 1 1700 571 .34* 265 .16* EBT 1 1700 60 .04 311 .18* EBR 1 1700 263 .15 118 .07 EBR 1 1700 244 .14 300 .18 WBL 2 3400 438 .13* 275 .08* WBL 1 1700 0 .00 0 .00 WBT 1 1700 269 .16 232 .14 WBT 2 3400 0 .00* 0 .00 WBR 1 1700 54 .03 94 .06 WBR 1 1700 0 .00 0 .00 Clearance Interval .05* .05* Right Turn Adjustment EBR .01* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION 1.00 .81 Note: Assumes Right-Turn Overlap for SBR NBR TOTAL CAPACITY UTILIZATION .59 .68Friday, December 14, 2018 Page 57 455 . Park Av. at Edinger Av. 456 . Park Av. at Valencia Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 254 .15* 191 .11* NBL 1 1700 119 .07* 29 .02* NBT 0 0 104 75 NBT 1 1700 12 .01 3 .00 NBR 1 1700 213 .13 205 .12 NBR 0 0 0 0 SBL 0 0 77 158 SBL 0 0 0 0 SBT 0 0 71 173 SBT 1 1700 6 .00* 24 .01* SBR 0 0 92 149 SBR 1 1700 81 .05 81 .05 EBL 0 0 81 67 EBL 1 1700 18 .01* 47 .03* EBT 3 5100 1355 .31* 1507 .35* EBT 0 0 0 0 EBR 0 0 141 189 EBR 1 1700 14 .01 126 .07 WBL 1 1700 118 .07* 258 .15* WBL 0 0 0 0 WBT 3 5100 1489 .30 2140 .44 WBT 0 0 0 0 WBR 0 0 65 98 WBR 0 0 0 0 Clearance Interval .05* .05* Right Turn Adjustment SBR .04* Multi .04* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .58 .66 TOTAL CAPACITY UTILIZATION .17 .15 457 . Park Av. at Moffett Dr. ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 13 .01* 32 .02* NBT 2 3400 4 .00 28 .01 NBR 0 0 2 12 SBL 1 1700 23 .01 30 .02 SBT 2 3400 24 .01* 20 .01* SBR 0 0 134 .08 83 .05 EBL 1 1700 48 .03* 124 .07 EBT 1 1700 246 .16 469 .29* EBR 0 0 26 32 WBL 1 1700 11 .01 8 .00 WBT 1 1700 519 .32* 295 .19 WBR 0 0 17 28 Right Turn Adjustment SBR .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .47 .37 Friday, December 14, 2018 Page 58
478 . Red Hill Ave. at I-5 NB Ramps 479 . Red Hill Ave. at I-5 SB Ramps ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 384 .23* 391 .23* NBL 0 0 0 0 NBT 3 5100 895 .18 1547 .30 NBT 4 6800 1059 .16* 1690 .25* NBR 0 0 0 0 NBR 1 1700 531 .31 631 .37 SBL 0 0 0 0 SBL 1 1700 360 .21* 406 .24* SBT 3 5100 1236 .24* 1007 .20* SBT 4 6800 1281 .19 971 .14 SBR 1 1700 425 .25 214 .13 SBR 0 0 0 0 EBL 0 0 0 0 EBL 0.5 192 {.11}* 220 {.13}* EBT 0 0 0 0 EBT 0.5 1700 1 .11 3 .13 EBR 0 0 0 0 EBR 1 1700 307 .18 269 .16 WBL 1.5 461 396 WBL 0 0 0 0 WBT 0.5 3400 4 .14* 163 .16* WBT 0 0 0 0 WBR 1 1700 375 .22 461 .27 WBR 0 0 0 0 Right Turn Adjustment SBR .01* WBR .01* Right Turn Adjustment NBR .15* NBR .12* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .67 .65 TOTAL CAPACITY UTILIZATION .68 .79 480 . Tustin Ranch Rd. at Edinger Av. ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBT 0 0 0 0 NBR 0 0 0 0 SBL 0 0 0 0 SBT 0 0 0 0 SBR 0 0 0 0 EBL 0 0 0 0 EBT 3 5100 800 .16* 480 .09 EBR 0 0 0 0 WBL 0 0 0 0 WBT 3 5100 380 .07 720 .14* WBR 0 0 0 0 Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .21 .19 Friday, December 14, 2018 Page 59
732 . Newport Av. at SR-55 NB Ramps 739 . Newport Av. at Mitchell Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 167 .05* 562 .17* NBL 1 1700 18 .01* 56 .03 NBT 3 5100 261 .06 993 .21 NBT 3 5100 918 .21 1912 .41* NBR 0 0 24 98 NBR 0 0 148 174 SBL 1 1700 25 .01 27 .02 SBL 1 1700 131 .08 121 .07* SBT 2 3400 1185 .35* 266 .08* SBT 3 5100 2513 .51* 1366 .29 SBR 1 1700 635 .37 378 .22 SBR 0 0 65 107 EBL 2 3400 459 .14* 531 .16* EBL 1 1700 161 .09* 113 .07* EBT 1.5 3400 191 .11 86 .03 EBT 1 1700 72 .06 45 .05 EBR 0.5 174 18 EBR 0 0 34 32 WBL 1 1700 29 .02 25 .01 WBL 1 1700 119 .07 142 .08 WBT 2 3400 159 .05* 519 .17* WBT 1 1700 67 .09* 56 .11* WBR 0 0 11 46 WBR 0 0 83 124 Right Turn Adjustment SBR .02* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .75 .71 TOTAL CAPACITY UTILIZATION .64 .65 740 . Red Hill Ave. at Mitchell Av. 743 . Newport Avenue at Valencia ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 102 .06* 197 .12 NBL 1 1700 0 .00 0 .00 NBT 3 5100 831 .18 1737 .37* NBT 1 1700 79 .05* 424 .25* NBR 0 0 71 127 NBR d 1700 25 .01 53 .03 SBL 1 1700 144 .08 149 .09* SBL 2 3400 1519 .45* 617 .18* SBT 3 5100 1347 .28* 740 .16 SBT 1 1700 574 .34 165 .10 SBR 0 0 99 67 SBR d 1700 50 .03 6 .00 EBL 0.5 111 {.07}* 69 EBL 1 1700 0 .00 0 .00 EBT 0.5 1700 94 .12 144 .13* EBT 1 1700 0 .00* 0 .00* EBR 1 1700 215 .13 89 .05 EBR d 1700 0 .00 0 .00 WBL 0.5 107 61 {.04}* WBL 1 1700 79 .05* 35 .02* WBT 0.5 1700 99 .12* 95 .09 WBT 1 1700 63 .04 4 .00 WBR 1 1700 328 .19 94 .06 WBR 2 3400 895 .26 1896 .56 Clearance Interval .05* .05* Right Turn Adjustment WBR .40* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .58 .68 TOTAL CAPACITY UTILIZATION .60 .90 Friday, December 14, 2018 Page 60
745 . Tustin Ranch Road at Legacy Rd/Park Av 746 . Kensington Park Drive at Edinger Avenue ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 26 .01* 156 .05 NBL 2 3400 124 .04* 213 .06* NBT 3 5100 562 .11 2151 .42* NBT 0 0 0 2 NBR 1 1700 44 .03 180 .11 NBR 1 1700 165 .10 403 .24 SBL 2 3400 62 .02 219 .06* SBL 0 0 0 0 SBT 3 5100 1822 .36* 802 .16 SBT 0 0 0 0 SBR 1 1700 24 .01 46 .03 SBR 0 0 0 0 EBL 2 3400 20 .01 16 .00 EBL 0 0 0 0 EBT 2 3400 33 .01* 51 .02* EBT 3 5100 1435 .28* 1367 .27 EBR 1 1700 96 .06 69 .04 EBR 1 1700 297 .17 305 .18 WBL 1 1700 58 .03* 178 .10* WBL 2 3400 263 .08* 255 .08 WBT 2 3400 26 .02 67 .04 WBT 3 5100 1596 .31 2307 .45* WBR 0 0 49 .03 163 .10 WBR 0 0 0 0 Right Turn Adjustment EBR .04* Right Turn Adjustment NBR .04* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .50 .65 TOTAL CAPACITY UTILIZATION .45 .60 747 . Kensington Park Drive at Valencia Avenue 748 . Armstrong Avenue at A Street ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 1 1700 0 .00 0 .00 NBL 1 1700 20 .01 17 .01 NBT 2 3400 0 .00* 0 .00* NBT 2 3400 354 .10* 566 .17* NBR 1 1700 0 .00 0 .00 NBR d 1700 78 .05 148 .09 SBL 2 3400 157 .05* 178 .05* SBL 1 1700 272 .16* 254 .15* SBT 2 3400 0 .00 0 .00 SBT 2 3400 351 .10 397 .12 SBR 1 1700 171 .10 115 .07 SBR d 1700 64 .04 28 .02 EBL 2 3400 43 .01* 195 .06 EBL 2 3400 16 .00 52 .02 EBT 2 3400 359 .11 902 .27* EBT 1 1700 30 .02* 118 .07* EBR 1 1700 0 .00 0 .00 EBR d 1700 4 .00 20 .01 WBL 2 3400 0 .00 0 .00 WBL 1 1700 45 .03* 63 .04* WBT 2 3400 709 .21* 485 .14 WBT 1 1700 76 .04 45 .03 WBR 1 1700 48 .03 165 .10 WBR d 1700 160 .09 162 .10 Right Turn Adjustment SBR .04* Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .36 .48 TOTAL CAPACITY UTILIZATION .36 .37 Friday, December 14, 2018 Page 61
749 . Park Avenue at A Street 750 . Legacy Road at Warner Avenue ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 26 .01 21 .01 NBL 0 0 0 0 NBT 1 1700 326 .19* 399 .23* NBT 0 0 0 0 NBR d 1700 410 .24 551 .32 NBR 0 0 0 0 SBL 1 1700 153 .09* 367 .22* SBL 1 1700 49 .03* 91 .05* SBT 1 1700 188 .11 310 .18 SBT 0 0 0 0 SBR d 1700 9 .01 14 .01 SBR 1 1700 259 .15 609 .36 EBL 1 1700 27 .02 36 .02 EBL 2 3400 413 .12* 509 .15* EBT 2 3400 311 .09* 442 .13* EBT 3 5100 911 .18 789 .15 EBR d 1700 42 .02 43 .03 EBR 0 0 0 0 WBL 1 1700 563 .33* 578 .34* WBL 0 0 0 0 WBT 2 3400 246 .07 246 .07 WBT 3 5100 1121 .22* 1121 .22* WBR d 1700 359 .21 495 .29 WBR 1 1700 97 .06 111 .07 Clearance Interval .05* .05* Right Turn Adjustment SBR .03* SBR .20* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .75 .97 TOTAL CAPACITY UTILIZATION .45 .67 751 . Tustin Ranch Road at Victory Rd. 752 . Legacy Road at Park Av. ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 2 3400 312 .09* 400 .12* NBL 1 1700 24 .01 17 .01* NBT 3 5100 618 .12 1420 .28 NBT 2 3400 128 .04* 40 .01 NBR 1 1700 6 .00 34 .02 NBR d 1700 2 .00 3 .00 SBL 2 3400 24 .01 31 .01 SBL 1 1700 3 .00 15 .01 SBT 3 5100 1830 .36* 923 .18* SBT 2 3400 11 .00 56 .02* SBR 1 1700 588 .35 359 .21 SBR d 1700 28 .02 88 .05 EBL 1 1700 163 .10* 611 .36* EBL 1 1700 100 .06* 78 .05* EBT 2 3400 21 .01 115 .03 EBT 1 1700 16 .01 52 .03 EBR 1 1700 258 .15 427 .25 EBR 1 1700 7 .00 21 .01 WBL 1 1700 62 .04 20 .01 WBL 1 1700 2 .00 3 .00 WBT 2 3400 180 .05* 71 .02* WBT 1 1700 38 .02* 45 .03* WBR 1 1700 39 .02 29 .02 WBR d 1700 22 .01 12 .01 Clearance Interval .05* .05* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .65 .73 TOTAL CAPACITY UTILIZATION .17 .16 Friday, December 14, 2018 Page 62
753 . Tustin Ranch Road at Edinger Avenue Conne 754 . Red Hill Ave. at Carnegie ITAM 18 Alt 2 (TUSTIN ISEC) ITAM 18 Alt 2 (TUSTIN ISEC) AM PK HOUR PM PK HOUR AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBL 1 1700 177 .10* 242 .14 NBT 3 5100 750 .15 1760 .35* NBT 4 6800 943 .14 3233 .48* NBR 0 0 0 0 NBR 1 1700 0 .00 0 .00 SBL 0 0 0 0 SBL 2 3400 0 .00 0 .00 SBT 3 5100 2160 .42* 1290 .25 SBT 3 5100 1582 .31* 1233 .24 SBR 0 0 0 0 SBR d 1700 94 .06 128 .08 EBL 0 0 0 0 EBL 1 1700 110 .06* 237 .14* EBT 0 0 0 0 EBT 1 1700 0 .00 0 .00 EBR 0 0 0 0 EBR 1 1700 264 .16 197 .12 WBL 0 0 0 0 WBL 1 1700 0 .00 0 .00 WBT 0 0 0 0 WBT 0.5 3400 0 .00* 0 .00* WBR 0 0 0 0 WBR 1.5 0 0 Clearance Interval .05* .05* Right Turn Adjustment EBR .02* Clearance Interval .05* .05* TOTAL CAPACITY UTILIZATION .47 .40 TOTAL CAPACITY UTILIZATION .54 .67 Friday, December 14, 2018 Page 63
IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Innovating Through Informatics™
Appendix B: HCS Mainline Analysis
N/A - No Mainline Analysis for Alternative 2
IBC VISION PLAN 2018 TRAFFIC STUDY UPDATE –

ALTERNATIVES ANALYSIS
Final
Innovating Through Informatics™
Appendix C: HCS Ramp Analysis

RAMPS AND RAMP JUNCTIONS WORKSHEET
General Information Site Information Analyst SBM Freeway/Dir of TravelI-405 NB On Direct
Agency or Company Junction BRISTOL STREET
Date Performed 11/5/2018 Jurisdiction CALTRANS
Analysis Time PeriodPM PEAK Analysis Year
Project Description 2018 IBC TRAFFIC STUDY UPDATE
Inputs
Upstream Adj Ramp
Yes On
No Off
Lup = ft
Vu = veh/h
Freeway Number of Lanes, N5
Ramp Number of Lanes, N1
Acceleration Lane Length, LA
Deceleration Lane Length LD 500
Freeway Volume, VF 7213
Ramp Volume, VR 1430
Freeway Free-Flow Speed, SFF 70.0
Ramp Free-Flow Speed, SFR 35.0
Downstream Adj Ramp
Yes On
No Off
Ldown = ft
VD = veh/h
Conversion to pc/h Under Base Conditions
(pc/h) V(Veh/hr) PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 7213 0.90 Level 0 0 1.000 1.00 8014
Ramp 1430 0.90 Level 0 0 1.000 1.00 1589
UpStream
DownStream
Merge Areas Diverge Areas
Estimation of v12 Estimation of v12
V12 = VF ( PFM )
LEQ = (Equation 13-6 or 13-7)
PFM = using Equation (Exhibit 13-6)
V12 = pc/h
V3 or Vav34 pc/h (Equation 13-14 or 13-17)
Is V3 or Vav34 > 2,700 pc/h?Yes No
Is V3 or Vav34 > 1.5 * V12/2 Yes No
If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19)
V12 = VR + (VF- VR)PFD
LEQ = (Equation 13-12 or 13-13)
PFD = 0.436 using Equation (Exhibit 13-7)
V12 = 3692 pc/h
V3 or Vav34 1360 pc/h (Equation 13-14 or 13-17)
Is V3 or Vav34 > 2,700 pc/h?Yes No
Is V3 or Vav34 > 1.5 * V12/2 Yes No
If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19)
Capacity Checks Capacity Checks
Actual Capacity LOS F? Actual Capacity LOS F?
VFO Exhibit 13-8
VF 6412 Exhibit 13-8 9600 No
VFO = VF- VR 4823 Exhibit 13-8 9600 No
VR 1589 Exhibit 13-10 2000 No
Flow Entering Merge Influence AreaFlow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 3692 Exhibit 13-8 4400:All No
Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12- 0.00627 LA
DR = (pc/mi/ln)
LOS = (Exhibit 13-2)
DR = 4.252 + 0.0086 V12- 0.009 LD
DR = 31.5(pc/mi/ln)
LOS =D(Exhibit 13-2)
Speed Determination Speed Determination
MS = (Exibit 13-11)
SR= mph (Exhibit 13-11)
S0= mph (Exhibit 13-11)
S = mph (Exhibit 13-13)
Ds = 0.571(Exhibit 13-12)
SR= 54.0 mph(Exhibit 13-12)
S0= 75.4 mph(Exhibit 13-12)
S = 61.4 mph(Exhibit 13-13)
Copyright © 2016 University of Florida, All Rights Reserved HCS2010TM Version 6.90 Generated: 11/5/2018 11:23 AM