Appendix C. Traffic Impact Study

Appendix C Traffic Impact Study

TRAFFIC STUDY FOR THE EAGLE ROCK AGGREGATE TERMINAL Prepared by: FEHR & PEERS 201 Santa Monica Blvd. Suite 500 Santa Monica, CA 90401-2213 T. (310) 458-9916 F. (310) 394-7663 Prepared for: Aspen Environmental Group and Port of Long Beach Ref: SM11-2455.02 May 2012

TRAFFIC STUDY FOR THE EAGLE ROCK AGGREGATE TERMINAL May 2012 Prepared for: ASPEN ENVIRONMENTAL GROUP AND THE PORT OF LONG BEACH Prepared by: FEHR & PEERS 201 Santa Monica Boulevard, Suite 500 Santa Monica, California 90401 (310) 458-9916 Ref: SM11-2455.02

TABLE OF CONTENTS 1. INTRODUCTION... 1 PROJECT ALTERNATIVES DESCRIPTION... 1 STUDY SCOPE... 3 ORGANIZATION OF REPORT... 4 2. EXISTING CONDITIONS... 6 EXISTING HIGHWAY AND STREET SYSTEM... 6 EXISTING TRAFFIC VOLUMES AND LEVELS OF SERVICE... 6 3. TRAFFIC PROJECTIONS... 12 PROJECT TRIP GENERATION ESTIMATES... 12 PROJECT TRIP DISTRIBUTION AND TRIP ASSIGNMENT... 12 EXISTING PLUS PROJECT TRAFFIC PROJECTIONS... 18 FUTURE BASE TRAFFIC VOLUMES... 18 FUTURE (YEAR 2035) BASE TRAFFIC PROJECTIONS... 21 FUTURE (YEAR 2035) PLUS PROJECT TRAFFIC PROJECTIONS... 21 CRITERIA FOR DETERMINATION OF SIGNIFICANT TRAFFIC IMPACT... 25 TRAFFIC IMPACT ANALYSIS CEQA... 26 TRAFFIC IMPACT ANALYSIS NEPA... 31 CONGESTION MANAGEMENT PROGRAM ANALYSIS... 31 5. CONSTRUCTION-PERIOD IMPACT ANALYSIS... 35 ALTERNATIVE 1 CONSTRUCTION-PERIOD TRIP GENERATION ESTIMATES... 35 ALTERNATIVE 2 CONSTRUCTION-PERIOD TRIP GENERATION ESTIMATES... 36 ALTERNATIVE 3 CONSTRUCTION-PERIOD TRIP GENERATION ESTIMATES... 38 PROJECT CONSTRUCTION-PERIOD TRAFFIC IMPACT ANALYSIS CEQA... 41 PROJECT CONSTRUCTION-PERIOD TRAFFIC IMPACT ANALYSIS NEPA... 41 6. SUMMARY AND CONCLUSIONS... 54 APPENDICES Appendix A Lane Configurations Appendix B Traffic Counts Appendix C Level of Service Worksheets Appendix D Detailed Construction Activity Schedule and Proposed Construction Equipment

LIST OF FIGURES Figure 1 Conceptual Site Plan... 2 Figure 2 Study Area and Analyzed Intersections... 5 Figure 3 Existing (Year 2011) Peak Hour Traffic Volumes... 8 Figure 4 Estimated Hourly Project Trip Generation... 14 Figure 5 Project-Only Peak Hour Traffic Volumes (Alternatives 1 and 3)... 16 Figure 6 Project-Only Peak Hour Traffic Volumes (Alternative 2)... 17 Figure 7 Existing plus Project Peak Hour Traffic Volumes (Alternatives 1 and 3)... 19 Figure 8 Existing plus Project Peak Hour Traffic Volumes (Alternative 2)... 20 Figure 9 Future Base (Year 2035) Peak Hour Traffic Volumes... 21 Figure 10 Future Base (Year 2035) plus Project Peak Hour Traffic Volumes (Alternatives 1 and 3)... 23 Figure 11 Future Base (Year 2035) plus Project Peak Hour Traffic Volumes (Alternative 2)... 24 Figure 12 Project Only Construction Peak Hour Traffic Volumes (Alternatives 1 and 3)... 42 Figure 13 Project Only Construction Peak Hour Traffic Volumes (Alternative 2)... 43 Figure 14 Existing (Year 2011) plus Project Construction Peak Hour Traffic Volumes (Alternatives 1 and 3)... 44 Figure 15 Existing (Year 2011) plus Project Construction Peak Hour Traffic Volumes (Alternative 2)... 45 Figure 16 Future Base (Year 2013) Peak Hour Traffic Volumes (Alternative 3)... 46 Figure 17 Future Base (Year 2013) plus Project Construction Peak Hour Traffic Volumes (Alternative 1)... 51 Figure 18 Future Base (Year 2013) plus Project Construction Peak Hour Traffic Volumes (Alternative 2)... 52

LIST OF TABLES Table 1 Level of Service Definitions for Signalized Intersections ICU Method... 9 Table 2 Level of Service Definitions for Unsignalized Intersections HCM Method... 10 Table 3 Existing (Year 2011) Levels of Service... 11 Table 4 Estimated Weekday Hourly Truck Trips... 13 Table 5 Project Trip Generation Estimates... 15 Table 6 Existing plus Project Peak Hour Levels of Service and CEQA Impact Analysis (Alternatives 1 and 3)... 27 Table 7 Existing plus Project Peak Hour Levels of Service and CEQA Impact Analysis (Alternative 2). 28 Table 8 Future plus Project Peak Hour Levels of Service and CEQA Impact Analysis (Alternatives 1 and 3)... 29 Table 9 Future plus Project Peak Hour Levels of Service and CEQA Impact Analysis (Alternative 2)... 30 Table 10 Future (Year 2035) Intersection Level of Service and NEPA Impact Analysis (Alternative 1). 32 Table 11 Future (Year 2035) Intersection Level of Service and NEPA Impact Analysis (Alternative 2). 33 Table 12 Construction-Period Trip Generation Estimates (Alternative 1)... 37 Table 13 Construction-Period Trip Generation Estimates (Alternative 2)... 39 Table 14 Construction-Period Trip Generation Estimates (Alternative 3)... 40 Table 15 Existing plus Project Construction Peak Hour Levels of Service and CEQA Analysis (Alternatives 1 and 3)... 47 Table 16 Existing plus Project Construction Intersection Level of Service and CEQA Impact Analysis (Alternative 2)... 48 Table 17 Construction (Year 2013) Peak Hour Intersection Level of Service and NEPA Impact Analysis (Alternative 1)... 49 Table 18 Construction (Year 2013) Intersection Level of Service and NEPA Impact Analysis (Alternative 2)... 50

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 1. INTRODUCTION Fehr & Peers conducted this study to evaluate the potential traffic impacts associated with the proposed development of an aggregate terminal in the Port of Long Beach (POLB, or Port) in Long Beach, California. This report identifies the base data and assumptions, explains the methodologies used, and summarizes the findings of the study, which was conducted in support of the Environmental Impact Statement/Environmental Impact Report (EIS/EIR) being prepared for the project. The traffic study conducted for the proposed facility analyzes potential project impacts against existing (2011) conditions and cumulative (2035) conditions for four project alternatives, including the No Project Alternative. The existing conditions baseline year is premised on the date that the project s Notice of Intent (NOI) to prepare an EIS/EIR and Notice of Preparation (NOP) were published (October 2011), per the requirements of the National Environmental Policy Act (NEPA) and California Environmental Quality Act (CEQA), respectively. Constructionn impacts during the most intense phase of project construction are also analyzed. PROJECT ALTERNATIVES DESCRIPTION This study analyzes the proposed project (Alternative 1) and three project alternatives at the same level of detail: Alternative 1 (Proposed Project) Eagle Rock Aggregates Incorporated (Eagle Rock or Applicant) proposes to construct and operate a sand, gravel and granite aggregate receiving, storage and distribution terminal (project). The project site is at 1925 Pier D Street (Berth D-44) and is currently vacant. Aggregate would be received from self-unloading Panamax-class into trucks for distribution to area customers. Construction of the vessels and stockpiled and then loadedd project as proposed would require the dredging of approximately 6,000 cubic yards (cy) of material from Channel 3, disposal of the dredged material at the Middle Harborr Slip No. 1 Fill Site, as well as site preparation, berth improvements, installation of a land-based conveyor and distribution system, and the placement of truck scales and a prefabricated (e.g., trailer) office building. Operation of the proposed project would have a maximum capacity of approximately 2.75 million tons per year and a peak hourly throughput capacity of 32 truckloads per hour. Figure 1 shows the conceptual site plan. Alternative 2 (Pier B Street Alternative) Alternative 2 would be located on a vacant site at 1710 Pier B Street (Berths B82 and B83), approximately 500 feet east of the intersection of Edison Street and Pier B Street. Construction of this alternative would start in late 2012 or early 2013, and the terminal would be operational by the fall of 2014. Alternative 2 would have the same throughput annual and hourly capacity as the proposed project. Alternative 3 (No Federal Action Alternative) The No Federal Action Alternative would be on the same site as the proposed project. However, under this alternative there would be no dredging in Channel 3 or wharf improvements to Berth D-44. Aggregate materials would be barged to the site and unloaded to the stockpile areas via conveyor systems. It is anticipated that construction would occur in late 2012 or early in 2013, and the site would become operational in 2013. Operation of Alternative 3 would have the same throughput annual and hourly capacity as the proposed project and is identical to Alternative 1 for the purposes of this traffic impact i analysis. 1

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 Alternative 4 (No Project Alternative) Under the No Project Alternative (Alternative 4), implementation of the project would not occur. The proposed project site and Pier B Street Alternative site would both remain vacant and no project-related activities of any kind would be undertaken. STUDY SCOPE The scope of work for this study was developed in conjunction with POLB staff. The base assumptions and technical methodologies were discussed as part of the study approach. The study analyzes potential project-generated traffic impacts on the adjacent street system for three peak hours under existing, construction period, and cumulative (Year 2035) conditions. The following weekday traffic scenarios were analyzed for the morning (AM) peak hour (the peak hour between 6:00 and 9:00 AM) ), the midday (PM) peak hour (between 2:00 and 3:00 PM), and the evening (PM) peak hour (the peak hour between 3:00 and 6:00 PM): Existing (Year 2011) Conditions The analysis of existing year 2011 traffic conditions provides a basis for the remainder of the study. The existing conditions analysis includes an assessment of streets, traffic volumes, and operating conditions. Existing (Year 2011) plus Project Conditions This is an analysis of existing traffic conditions with traffic during both the construction phase and during the operational phase of each project alternative added. This scenario is assessed assuming peak project operating conditions and the peak phase of construction activity. Future (Year 2013) plus Construction Conditions This is an analysis of future traffic conditions with traffic expected from project construction under Alternatives 1, 2 and 4 relative to Alternative 3 (the No Federal Action Alternative). Future plus construction conditions under each alternative were developed for year 2013 to assess potential construction-related impacts under NEPA. Cumulative Base (Year 2035) Conditions Cumulative traffic conditions are projected without the proposed project in future year 2035. The objective of this analysis is to project future traffic growth and operating conditions that could be expected to result from regional ambient growth and known cumulative projects if the proposed project were not developed. Cumulative (Year 2035) plus Project Conditions This is an analysis of future traffic conditions with traffic expected from project operation added to the cumulative base traffic forecasts. Cumulative plus project conditions weree developed for year 2035. The objective of this analysis is to develop the traffic forecasts of the proposed project that are then used to assess potential project-related impacts. 3

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 The nine intersections illustrated in Figure 2 were identified in consultation with Port staff for weekday peak hour analysis as part of the scope of work for this project: 1. Pier B Street/Pico Avenue & Long Beach Freeway (I-710) Southbound Ramps 2. Pier C Street & Pico Avenuee 3. Pier D Street/Water Street & Pico Avenue 4. Pier E Street/Eastbound Ocean Boulevard Ramps & Pico Avenue 5. Seaside Avenue & Navy Way 6. Anaheim Street & Farragut Street 7. Anaheim Street & I Street/West 9 th Street 8. Pier B Street & Edison Avenue 9. Pier B Street & Anaheim Way ORGANIZATION OF REPORT This report is divided into six chapters, including this introduction. Chapter 2 describes the existing conditions in the study area including an inventory of the streets, highways, and a summary of traffic volumes and an assessment of operating conditions. The methodologies used to develop traffic forecasts for cumulative conditions in 2035 and the forecasts themselves are presented in Chapter 3. Chapter 4 presents an assessment of potential local and regional traffic impacts that could result from the proposed project alternatives. The analysis of construction-period traffic impacts is provided in Chapter 5. Chapter 6 summarizes the key findings and conclusions of the study. Appendices to this report include details of the technical analysis. 4

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 2. EXISTING CONDITIONS A comprehensive data collection effort was undertaken to develop a detailed description of existing conditions in the study area. The assessment of conditions relevant to this study includes an inventory of the street and highway systems, traffic volumes on these facilities, and operating conditions at key intersections. A detailed description of these elements is presented in this chapter. EXISTING HIGHWAY AND STREET SYSTEM The project site is in the Northeast Harbor Planning District of the Port of Long Beach. Primary regional access to the project area is provided by the I-710 east of the project site and by the Gerald Desmond Bridge and Ocean Boulevard/Seaside Avenue south of the project site. Seaside Avenue is designated as State Route (SR) 47 east of the Terminal Island Freeway (SR 103). Year 2010 data from the California Department of Transportation (Caltrans) shows that the average daily traffic (ADT) volume on I-710 south of Willow Street was approximately 150,000 vehicles per day (vpd) and 13,800 vpd on Seaside Avenue approaching State Route 103 on Terminal Island (2010 Traffic Volumes on Californiaa State Highways, California Department of Transportation, accessed January 2012). Both of these highways provide ramps on Pico Avenue. Following its reconstruction, the Gerald Desmond Bridge willl be designated as SR 710. Pico Avenue is a four-lane north/south street in the Port that lies west of I-710 and provides connections to the regional freeway system and to various berths and other facilities in the Port. Local access to the project site is provided by Pier D Street, a two-lane industrial street in the Port that runs west from Pico Avenue and terminates on Pier D south of the Gerald Desmond Bridge. Local accesss to the alternative project site is provided by Pier B Street, a two-lane industrial street that begins at Pico Avenue and terminates near the Terminal Island Freeway (SR 103). Pier B Street is accessible from Anaheim Street via Edison Avenue. Neither the project site nor the Pier B Street alternative site is served by public transit. Diagrams of the existing lane configurations at the analyzed intersections are provided in i Appendix A. EXISTING TRAFFIC VOLUMES AND LEVELS OF SERVICE This section presents the existing peak hour turning movement traffic volumes for the analyzed intersections, describes the methodology used to assess the traffic conditions at each intersection, and analyzes the resulting operating conditions at each, indicating volume-to-capacity (V/C) ratios and level of service (LOS). Existing Traffic Volumes New classified traffic counts were collected at study intersections 2 through 4 during the weekday AM peak period (between 6:00 and 9:000 AM), PM peak period (between 3:00 and 6:00 PM) ), and midday peak period (between 2:00 and 3:00 PM) in December 2012. This data was adjusted to account for the presence of heavy trucks in the traffic stream by applying a passenger-car equivalent (PCE) factor of 2.0 to tractor-trailer combinations, and a PCE factor of 1.1 was applied to bobtail trucks. Recent traffic count data for the other study intersections was furnished by Port staff for use in this study. This data was increased by a factor of one percent per year to estimate 2011 conditions. Existing weekday peak hour 6

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 traffic volumes at the analyzed intersections are presented in Figure 3. Traffic count data sheets are provided in Appendix B. Level of Service Methodology LOS is a quantitative measure used to describe the condition of traffic flow, ranging from excellent freedefinitions for both flow conditions at LOS A to overloaded stop-and-go conditions at LOS F. LOS methodologies are provided in Tables 1 and 2. Intersection capacity and LOS have been analyzed using methods that assess the peak hour operating conditions at each study intersection. Two types of LOS analysis were conducted: Intersection Capacity Utilization (ICU) at signalized intersections; and, the Highway Capacity Manual (HCM) stop-controlled methodology at unsignalized intersections. Both methodologies are described below. Intersection Capacity Utilization The ICU method of intersection analysis was used to determine the intersection V/C ratio and corresponding LOS listed in Table 1 for the turning movements and intersection characteristics at the signalized intersections. The ICU value is determined by summing the V/C ratio sum of the critical movements, plus a factor for yellow signal time. Highway Capacity Manual Unsignalized intersections were analyzed using the Two-Way Stop method from the Highway Capacity Manual (Transportation Research Board, 2000). Delay was calculated based on the worst-case approach, and used to find the corresponding LOS listed in Table 2. The Traffix software package was used to produce the HCM results. Existing Peak Hour Levels of Service The existing weekday peak hour turning movement volumes presented in Figure 3 were used in conjunction with the LOS methodologies described above to determine existing operating conditions at each of the study intersections. LOS calculation worksheets are included in Appendix C. Table 3 summarizes the existing weekday peak hour V/C ratios and corresponding LOS at each of the study intersections. The results of this analysis indicate that all study intersections are currently operating at acceptable LOS (LOS C or better) during the weekday AM, PM, and midday peak hours. 7

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 TABLE 1 LEVEL OF SERVICE DEFINITIONS FOR SIGNALIZED INTERSECTIONS ICU METHOD Level of Service Intersection Capacity Utilization (ICU) A 0.000-0.600 B 0.601-0.700 C 0.701-0.800 D 0.801-0.900 E 0.901-1.000 F >1.000 Source: Adapted from Transportation Research Board Definition EXCELLENT. No vehicle waits longer than one red light and no approach phase is fully used. VERY GOOD. An occasional approach phase is fully utilized; many drivers begin to feell somewhat restricted within groups of vehicles. GOOD. Occasionally drivers may have to wait through more than one red light; backups may develop behind turning vehicles. FAIR. Delays may be substantial during portions of the rush hours, but enough lower volume periods occur to permit clearing of developing lines, preventing excessive backups. POOR. Represents the most vehicles intersection approaches can accommodate; may be long lines of waiting vehicles through several signal cycles. FAILURE. Backups from nearby locations or on cross streets may restrict or prevent movement of vehicles out of the intersection approaches. Tremendous delays with continuously increasing queue lengths. 9

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 TABLE 2 LEVEL OF SERVICE DEFINITIONS FOR UNSIGNALIZED INTERSECTIONS HCM METHOD Level of Servi ce Intersection Control Delay (sec/veh) 1 A 0 10.0 Little to no congestion or delays. B 10.1 15.0 Limited congestion. Short delays. C 15.1 25.0 Some congestion with average delays. D 25.1 35.0 Significant congestion and delays. E 35.1 50.0 Severe congestion and delays. F > 50.0 Total breakdown with extreme delays. Notes: 1. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and acceleration delay. Source: Highway Capacity Manual (Transportation Research Board, 2000). General Description 10

TABLE 3 EXISTING (YEAR 2011) LEVELS OF SERVICE NO. INTERSECTION PEAK EXISTING (YEAR 2011) HOUR V/C DELAY* LOS 1 Pier B St & Pico Ave AM 0.22 -- A Signalized PM 0.336 -- A MID 0.315 -- A 2 Pico Ave & Pier C St AM 0.187 -- A Signalized PM 0.200 -- A MID 0.177 -- A 3 Pico Ave & Pier D St/Water St AM 0.101 8 A 4-Way Stop PM 0.123 8 A MID 0.098 8 A 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.266 9 A 4-Way Stop PM 0.207 9 A MID 0.197 9 A 5 Navy Way and Seaside Ave AM 0.564 -- A Signalized PM 0.698 -- B MID 0.337 -- A 6 Anaheim St & Farragut Ave AM 0.431 -- A Signalized PM 0.467 -- A MID 0.378 -- A 7 Anaheim St & 1 St/West 9th St AM 0.475 -- A Signalized PM 0.455 -- A MID 0.418 -- A 8 Pier B St & Edison Ave AM -- 9 A 2-Way Stop PM -- 9 A [1] MID -- 9 A 9 Anaheim Way & Pier B St AM 0.055 8 A 4-Way Stop PM 0.083 8 A MID 0.154 8 A Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 3. TRAFFIC PROJECTIONS Development of the trip generationn estimates for the project alternatives involved a three-step t process including traffic generation, trip distribution, and traffic assignment. PROJECT TRIP GENERATION ESTIMATES Trip generation estimates were prepared for the future operating conditions of the project based on information from the Applicant on the expected operation of the facility. The proposed project would operate 52 weeks per year with two weekday shifts and one Saturday shift. On an average day, it is estimated that 770 truck trips (385 inbound plus 385 outbound) would occur at the project site. Each truck is assumed to have a 25-ton capacity. The estimated maximum hourly throughput for the facility of 32 truck loads per hour was identified for use in this study using information developed in the Eagle Rock Terminal Capacity Analysis (AECOM US, January 5, 2012). The estimated weekday hourly throughput shown in Table 4 and Figure 4 was extrapolated from dataa on actual hourly throughput at a similar facility operated by Eagle Rock in Richmond, California. Actual hourly throughput at the facility will vary depending on market demand. The maximum estimated annual throughput of the facility is 2.75 million tons. A total of four full-time employees would be required to operate the facility, including two equipment operators, one weigh master and a site manager. Up to 35 vessel calls per year would be expected, and approximately four to six additional l workers (longshoremen) would be on site when a vessel is present. Because of the intermittent and unpredictable timing of ship calls, trips associated with these additional workers were not included in project trip generation estimates. Because the project site is not served by public transit and to provide a conservative analysis, all employees are assumed to travel by private automobile; that is, no employee carpooling has been assumed (average vehicle ridership of 1.0). A PCE factor of 2.0 was applied to truck trips. Table 5 shows the trip generationn estimates for the proposed project that were developed using the assumptions described above. As shown in Table 5, the new facility would generate a maximum of approximately 1,556 daily PCE trips, of which 128 trips would be estimated to occur in the AM and PM peak hours (64 inbound, 64 outbound) and 136 PCE trips would be estimated to occur in the midday peak hour (68 inbound, 68 outbound). PROJECT TRIP DISTRIBUTION AND TRIP ASSIGNMENT The regional trip distribution pattern was estimated based on the potential market areaa for the aggregate materials and was confirmed by the project Applicant. From the regional distribution perspective, 10% of the truck trips would travel west via SR 47 and 90% would use I-710 to access the project site. Employee trip distribution was estimated based on the location of the site in the context of the surrounding developed areas. Employee trips were assigned 50% to/from the north and 50% to/from the west. Estimated project-only peak hour trips for Alternatives 1 and 3 are shown in Figure 5. Estimated project- only peak hour trips for Alternative 4 are shown in Figure 6. 12

TABLE 4 ESTIMATED WEEKDAY HOURLY TRUCK TRIPS Time Hour Beginning Percent Trips per Hour 6am 6% 49 7am 6% 49 8am 8% 64 9am 8% 64 10am 5% 42 11am 5% 42 12pm 6% 49 1pm 8% 64 2pm 8% 64 3pm 8% 64 4pm 8% 64 5pm 6% 49 6pm 5% 35 7pm 5% 35 8pm 2% 18 9pm 2% 18 Total 100% 770

Estimated Trip Generation Land Use Type Daily AM Peak Hour Trips MD Peak Hour Trips PM Peak Hour Trips Trips In Out Total In Out Total In Out Total Aggregate 770 32 32 64 32 32 64 32 32 64 Passenger Car Equivalent 1,540 64 64 128 64 64 128 64 64 128 Employees (autos) 16 0 0 0 4 4 8 0 0 0 Total 1,556 64 64 128 68 68 136 64 64 128 Notes: TABLE 5 PROJECT TRIP GENERATION ESTIMATES - Employee shift changes occur at 6:00 AM and 2:00 PM (outside of the AM and PM peak hour). - Aggregate trucks have been assumed as "tractor trailers" with a passenger car equivalent of two cars per heavy vehicle.

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 EXISTING PLUS PROJECT TRAFFIC PROJECTIONS The estimated project traffic volumes described above were added to the existing (2011) traffic volumes to develop the existing plus project traffic volumes. Figure 7 illustrates the resulting projected existing plus project peak hour traffic volumes for the analyzed weekday peak hours for Alternatives 1 and 3. Figure 8 illustrates the existing plus project traffic volumes for Alternative 2. FUTURE BASE TRAFFIC VOLUMES The nine study intersections were analyzed for cumulative year 2035 conditions without and with the addition of project-generated traffic.. The future base traffic projections reflect the changes to existing traffic conditions that can be expected from three primary sources. The first source is the ambient growth in traffic, which reflects increases in traffic because of regional growth and development. The second source is traffic generated by specific development projects located within, or in the vicinity of, the study area (also known as related projects ). The third source is roadway or intersection capacity enhancements. These factors are described below. Areawide Traffic Growth Forecast traffic volumes for the study intersections in year 2030 were obtained from the Port s travel demand forecasting model and were provided by Port staff. These forecasts include traffic growth for the Port and the local area expected to result from regional growth in employment, population, schools, and other activities, with one exception as described in the next section. Following consultation with Port staff, a one percent annual growth rate was applied to estimate 2035 conditions. Related Project Traffic Generationn and Assignment Future base traffic forecasts include the effects of specific cumulative development projects expected to be built in the vicinity of the proposed project site prior to the proposed project s future years of 2035. A concrete batch plant in the Berth D-43 backlands area was included in the related project traffic generation and assignment, as it is currently planned for development; Berth D-43 is located immediately west of the proposed project site. Normal operating hours for this facility would be 7:00 AM to 2:00 PM with two to three employees on site. It is expected to generate 125 to 140 truck round trips per day. AM and midday peak hour truck trip generation for this planned project was estimated to be 20 round trip truck trips, or 40 PCE trips inbound and 40 PCE trips outbound. In addition, outbound employee trips were assumed to occur in the midday peak hour. The regional distribution of these trips was assumed to be generally similar to that of truck trips generated by the proposed project alternatives, with a portion of those trips staying in the Port, including one to two truckloads per hour between the concrete batch plant and the Mitsubishi cement facility on Pier F Street. Future Baseline Street Improvements Per information received from Port staff, several study intersections will be modified by cumulative year 2035 either as the result of capital improvement projects at the Port or as mitigation for approved projects in the vicinity. These improvements would result in capacity changes at the analyzed intersections specified below. Pier B Street/Pico Avenue & I-710 Southbound Ramps (study intersection 1) will be modified to remove the existing free right turn on the westbound approach. 18

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 Pier B Street/Pico Avenue & I-710 Southbound Ramps (study intersection 1) will be modified to remove the existing free right turn on the westbound approach. Pier D Street/Water Street & Pico Avenue (study intersection 3) will be signalized. Pier E Street/Eastbound Ocean Boulevard Ramps & Pico Avenue (study intersection 4) will be signalized and the westbound approach will be modified to provide one shared through/left-turn lane and one right-turn lane. Future lane geometries are includedd in Appendix A of this report. FUTURE (YEAR 2035) BASE TRAFFIC PROJECTIONS Figure 9 illustrates the future base weekday peak hour traffic volume projections for cumulative 2035 conditions at the analyzed intersections. The future base traffic conditions represent an estimate of future conditions without development of the proposed project. FUTURE (YEAR 2035) PLUS PROJECT TRAFFIC PROJECTIONS The proposed project traffic volumes shown in Figures 5 and 6 were modified slightly to reflect future changes in the local street network and were added to the future base traffic projections to develop the future plus project traffic forecasts for the year 2035. Figure 10 illustrates the resulting projected future plus project (Alternatives 1 and 3) peak hour traffic volumes for typical weekday AM, PM, and midday peak hours with the inclusion of peak throughput project traffic. Figure 11 illustrates the projected future plus project (Alternative 2) peak hour traffic volumes. These volumes represent future traffic conditions following completion of the proposed project for the 2035 analysis year. For the traffic impact analysis under CEQA, Alternative 4 (No Project) represents cumulative baseline conditions. For the traffic impact analysis under NEPA, Alternative 3 (No Federal Action) represents cumulative baselinee conditions. 21

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 4. LEVEL OF SERVICE AND SIGNIFICANT IMPACT ANALYSIS This section presents an analysis of the existing and future without and with project alternative traffic to determine the potential traffic impacts of the proposed project on the operating conditions of the surrounding street system. The traffic impact analysis compares the projected LOS at each study intersection under existing and future plus project alternative conditions to the existing and future base conditions to estimate the incremental increase in the V/C ratio caused by the proposed project. This provides the information needed to assess the potential impact of the project using significance criteria established by the Port and the Los Angeles Department of Transportation (LADOT). Detailed LOS calculations are included in Appendix C. CRITERIA FOR DETERMINATION OF SIGNIFICANT TRAFFIC IMPACT All but one of the study intersections are in the City of Long Beach. The exception is Seaside Avenue & Navy Way (study intersection 5) in the City of Los Angeles. For those study intersections in Long Beach, significance criteria established by the POLB were used to assess the potential for significant project impacts. The POLB has established threshold criteria to determine the significant traffic impacts of a proposed project in its jurisdiction. Under these guidelines, a signalized intersection would be significantly impacted with an increase in V/C ratio equal to or greater than 0.02 for intersections projected to operate at LOS E or F without the addition of project traffic, or that are projected to decline to LOS E or F with the addition of project 0.020 V/C being attributable to project traffic. An unsignalized intersection would be considered significantly impacted with an increase in delay of 2 percent or more if under projected LOS E or F conditions. City of Los Angeles significance criteria were used to assess the potential for significant impacts at study intersection 5, which is located in that city. The City of Los Angeles has established threshold criteria to determine the significant traffic impacts of a proposed project. Under the LADOT guidelines, an intersection would be significantly impacted with an increase in V/C ratio equal to or greater than 0.04 for intersections operating at LOS C, equal to or greater than 0.02 for intersections operating at LOS D, and equal to or greater than 0.01 for intersections operating at LOS E or F after the addition of project traffic. Intersections operating at LOS A or B after the addition of the project traffic are not considered significantly impacted regardless of the increase in V/C ratio. The following summarizes the impact criteria: LOS Final V/C Ratio Project-related Increase in V/C C >0.700-0.800 equal to or greater than 0.040 D > 0.800-0.900 equal to or greater than 0.020 E or F > 0.900 equal to or greater than 0.010 25

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 TRAFFIC IMPACT ANALYSIS CEQA Existing plus Project Traffic Conditions Project impacts under CEQA were compared against existing conditions, which are described in Chapter 2. The existing plus project peak hour traffic volumes illustrated in Figures 7 and 8 were analyzed to determine the projected existing operating conditions with the addition of the proposed project traffic for each alternative. The results of this analysis are presented in Tables 6 and 7. As indicated in the tables, all nine study intersections would continue to operate at LOS D or better during each analyzed peak hour. Project Intersection Impacts Existing plus Project To determine whether significant impacts would occur, the existing plus project operating conditions were compared to the existing operating conditions. As shown in Tables 6 and 7, using the criteria described above for determination of significant impacts, Alternatives 1, 2 and 3 would not result in i significant traffic impacts under existing plus project conditions. Because Alternative 4, the No Project Alternative, would not involve any new development on the project site, there would be no operational impacts for Alternative 4. Future Base (Year 2035) Traffic Conditions Cumulative impacts under CEQA were compared against Future (Year 2035) No Project (Alternative 4) conditions. Future base traffic projections presented in Figure 9 were analyzed to establish future base operating conditions without the project. As shown in Tables 8 and 9, eight of the nine intersections are projected to operate at LOS D or better during the analyzed peak hours. The intersection of Navy Way & Seaside Avenue is projected to operate at LOS F during the weekday AM and PM peak hours. Future (Year 2035) plus Project Traffic Conditions The resulting future (year 2035) plus project peak hour traffic volumes for Alternatives 1 and 3, illustrated in Figure 10, and for Alternative 2, illustrated in Figure 11, were analyzed to project future operating conditions with the addition of the proposed project traffic. As shown in Tables 8 and 9, the intersection of Navy Way & Seaside Avenue is projected to operate at LOS F during the weekday AM and PM peak hours. Project Intersection Impact Analysis Year 2035 To determine whether significant impacts would occur, the future plus project (2035) operating conditions were compared to the 2035 future base operating conditions. As shown in Tables 8 and 9, using the criteria described above for determination of significant impacts, Alternatives 1, 2 and 3 would not result in significant traffic impacts under future (2035) plus project conditions. Because Alternative 4, the No Project Alternative, would not involve any new development on the project site, there would be no operational impacts for Alternative 4. Because no significant impacts are identified, no traffic mitigation measures would be required. 26

NO. TABLE 6 EXISTING PLUS PROJECT PEAK HOUR LEVELS OF SERVICE AND CEQA IMPACT ANALYSIS (ALTERNATIVES 1 AND 3) INTERSECTION PEAK HOUR CEQA BASELINE (EXISTING 2011) EXISTING + ALTS 1 AND 3 PROJECT INCREASE SIGNIFICANT IMPACT? V/C DELAY* LOS V/C DELAY* LOS IN V/C 1 Pier B St & Pico Ave AM 0.220 -- A 0.245 -- A 0.025 NO Signalized PM 0.336 -- A 0.354 -- A 0.018 NO MID 0.315 -- A 0.334 -- A 0.019 NO 2 Pico Ave & Pier C St AM 0.187 -- A 0.205 -- A 0.018 NO Signalized PM 0.200 -- A 0.218 -- A 0.018 NO MID 0.177 -- A 0.198 -- A 0.021 NO 3 Pico Ave & Pier D St/Water St AM 0.101 8 A 0.127 9 A 0.026 NO 4-Way Stop PM 0.123 8 A 0.130 9 A 0.007 NO MID 0.098 8 A 0.116 9 A 0.018 NO 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.266 9 A 0.266 9 A 0 NO 4-Way Stop PM 0.207 9 A 0.207 9 A 0 NO MID 0.197 9 A 0.197 9 A 0 NO 5 Navy Way and Seaside Ave AM 0.564 -- A 0.565 -- A 0.001 NO Signalized PM 0.698 -- B 0.698 -- B 0.001 NO MID 0.337 -- A 0.338 -- A 0.001 NO 6 Anaheim St & Farragut Ave AM 0.431 -- A 0.431 -- A 0 NO Signalized PM 0.467 -- A 0.467 -- A 0 NO MID 0.378 -- A 0.378 -- A 0 NO 7 Anaheim St & 1 St/West 9th St AM 0.475 -- A 0.475 -- A 0 NO Signalized PM 0.455 -- A 0.455 -- A 0 NO MID 0.418 -- A 0.418 -- A 0 NO 8 Pier B St & Edison Ave AM -- 9 A -- 9 A -- NO 2-Way Stop PM -- 9 A -- 9 A -- NO [1] MID -- 9 A -- 9 A -- NO 9 Anaheim Way & Pier B St AM 0.055 8 A 0.055 8 A 0 NO 4-Way Stop PM 0.083 8 A 0.083 8 A 0 NO MID 0.154 8 A 0.154 8 A 0 NO Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

NO. TABLE 7 EXISTING PLUS PROJECT PEAK HOUR LEVELS OF SERVICE AND CEQA IMPACT ANALYSIS (ALTERNATIVE 2) INTERSECTION PEAK HOUR CEQA BASELINE (EXISTING 2011) EXISTING + ALT 2 PROJECT INCREASE SIGNIFICANT IMPACT? V/C DELAY* LOS V/C DELAY* LOS IN V/C 1 Pier B St & Pico Ave AM 0.220 -- A 0.295 -- A 0.075 NO Signalized PM 0.336 -- A 0.408 -- A 0.072 NO MID 0.315 -- A 0.389 -- A 0.074 NO 2 Pico Ave & Pier C St AM 0.187 -- A 0.188 -- A 0.001 NO Signalized PM 0.200 -- A 0.201 -- A 0.001 NO MID 0.177 -- A 0.178 -- A 0.001 NO 3 Pico Ave & Pier D St/Water St AM 0.101 8 A 0.103 8 A 0.002 NO 4-Way Stop PM 0.123 8 A 0.126 8 A 0.003 NO MID 0.098 8 A 0.101 8 A 0.003 NO 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.266 9 A 0.266 9 A 0 NO 4-Way Stop PM 0.207 9 A 0.207 9 A 0 NO MID 0.197 9 A 0.197 9 A 0 NO 5 Navy Way and Seaside Ave AM 0.564 -- A 0.565 -- A 0.001 NO Signalized PM 0.698 -- B 0.698 -- B 0.001 NO MID 0.337 -- A 0.338 -- A 0.001 NO 6 Anaheim St & Farragut Ave AM 0.431 -- A 0.433 -- A 0.002 NO Signalized PM 0.467 -- A 0.467 -- A 0 NO MID 0.378 -- A 0.380 -- A 0.002 NO 7 Anaheim St & 1 St/West 9th St AM 0.475 -- A 0.475 -- A 0 NO Signalized PM 0.455 -- A 0.455 -- A 0 NO MID 0.418 -- A 0.418 -- A 0 NO 8 Pier B St & Edison Ave AM -- 9 A -- 9 A -- NO 2-Way Stop PM -- 9 A -- 9 A -- NO [1] MID -- 9 A -- 9 A -- NO 9 Anaheim Way & Pier B St AM 0.055 8 A 0.056 8 A 0.001 NO 4-Way Stop PM 0.083 8 A 0.083 8 A 0 NO MID 0.154 8 A 0.155 8 A 0.001 NO Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

NO. TABLE 8 FUTURE PLUS PROJECT PEAK HOUR LEVELS OF SERVICE AND CEQA IMPACT ANALYSIS (ALTERNATIVES 1 AND 3) INTERSECTION PEAK HOUR CEQA BASELINE (YEAR 2035 NO FUTURE + ALTS 1 AND 3 PROJECT) V/C DELAY* LOS V/C DELAY* LOS PROJECT INCREASE SIGNIFICANT IMPACT? IN V/C 1 Pier B St & Pico Ave AM 0.710 -- C 0.728 -- C 0.018 NO Signalized PM 0.754 -- C 0.772 -- C 0.018 NO MID 0.770 -- C 0.788 -- C 0.018 NO 2 Pico Ave & Pier C St AM 0.370 -- A 0.388 -- A 0.018 NO Signalized PM 0.373 -- A 0.391 -- A 0.018 NO MID 0.363 -- A 0.383 -- A 0.02 NO 3 Pico Ave & Pier D St/Water St AM 0.323 16 B 0.388 16 B 0.065 NO Signalized PM 0.320 15 B 0.350 17 B 0.03 NO MID 0.338 16 B 0.383 17 B 0.045 NO 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.376 18 B 0.376 18 B 0 NO Signalized PM 0.526 16 B 0.526 16 B 0 NO MID 0.332 18 B 0.332 18 B 0 NO 5 Navy Way and Seaside Ave AM 1.006 -- F 1.007 -- F 0.001 NO Signalized PM 1.122 -- F 1.123 -- F 0.001 NO MID 0.865 -- D 0.865 -- D 0 NO 6 Anaheim St & Farragut Ave AM 0.624 -- B 0.624 -- B 0 NO Signalized PM 0.725 -- C 0.725 -- C 0 NO MID 0.627 -- B 0.629 -- B 0.002 NO 7 Anaheim St & 1 St/West 9th St AM 0.797 -- C 0.797 -- C 0 NO Signalized PM 0.765 -- C 0.765 -- C 0 NO MID 0.820 -- D 0.820 -- D 0 NO 8 Pier B St & Edison Ave AM -- 13 B -- 13 B -- NO 2-Way Stop PM -- 20 C -- 20 C -- NO [1] MID -- 15 C -- 16 C -- NO 9 Anaheim Way & Pier B St AM 0.696 19 C 0.696 19 C 0 NO 4-Way Stop PM 0.722 21 C 0.722 21 C 0 NO MID 0.791 24 C 0.792 25 C 0.001 NO Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

NO. TABLE 9 FUTURE PLUS PROJECT PEAK HOUR LEVELS OF SERVICE AND CEQA IMPACT ANALYSIS (ALTERNATIVE 2) INTERSECTION PEAK HOUR CEQA BASELINE (YEAR 2035 NO FUTURE + ALT 2 PROJECT) V/C DELAY* LOS V/C DELAY* LOS PROJECT INCREASE SIGNIFICANT IMPACT? IN V/C 1 Pier B St & Pico Ave AM 0.710 -- C 0.782 -- C 0.072 NO Signalized PM 0.754 -- C 0.826 -- D 0.072 NO MID 0.770 -- C 0.844 -- D 0.074 NO 2 Pico Ave & Pier C St AM 0.370 -- A 0.371 -- A 0.001 NO Signalized PM 0.373 -- A 0.374 -- A 0.001 NO MID 0.363 -- A 0.364 -- A 0.001 NO 3 Pico Ave & Pier D St/Water St AM 0.323 16 B 0.323 16 B 0 NO Signalized PM 0.320 15 B 0.320 15 B 0 NO MID 0.338 16 B 0.339 16 B 0.001 NO 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.376 18 B 0.376 18 B 0 NO Signalized PM 0.526 16 B 0.526 16 B 0 NO MID 0.332 18 B 0.332 18 B 0 NO 5 Navy Way and Seaside Ave AM 1.006 -- F 1.007 -- F 0.001 NO Signalized PM 1.122 -- F 1.123 -- F 0.001 NO MID 0.865 -- D 0.865 -- D 0 NO 6 Anaheim St & Farragut Ave AM 0.624 -- B 0.626 -- B 0.002 NO Signalized PM 0.725 -- C 0.727 -- C 0.002 NO MID 0.627 -- B 0.631 -- B 0.004 NO 7 Anaheim St & 1 St/West 9th St AM 0.797 -- C 0.797 -- C 0 NO Signalized PM 0.765 -- C 0.765 -- C 0 NO MID 0.820 -- D 0.820 -- D 0 NO 8 Pier B St & Edison Ave AM -- 13 B -- 13 B -- NO 2-Way Stop PM -- 20 C -- 21 C -- NO [1] MID -- 15 C -- 16 C -- NO 9 Anaheim Way & Pier B St AM 0.696 19 C 0.699 19 C 0.003 NO 4-Way Stop PM 0.722 21 C 0.724 21 C 0.002 NO MID 0.791 24 C 0.794 25 C 0.003 NO Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 TRAFFIC IMPACT ANALYSIS NEPA NEPA Baseline Traffic Conditions Impacts under NEPA were compared against Future (Year 2035) No Federal Action (Alternative 3) conditions. Future plus project with no federal action traffic projections, shown in Figure 10 were analyzed to establish future base operating conditions. As shown in Tables 10 and 11, eight of the nine intersections are projected to operate at LOS D or better during the analyzed peak hours. The intersection of Navy Way & Seaside Avenue is projected to operate at LOS F during the weekday AM and PM peak hours. NEPA Baseline plus Project Traffic Conditions Projected future (year 2035) plus project peak hour traffic volumes for Alternative 1, illustrated in Figure 10, and for Alternative 2, illustrated in Figure 11, were analyzed to project future operating conditions with the addition of the proposed project alternative traffic. As shown in Tables 10 and 11, the intersection of Navy Way & Seaside Avenue is projected to operate at LOS F during the weekday AM and PM peak hours. Project Intersection Impact Analysis NEPA To determine whether significant impacts would occur, the future plus project (2035) operating conditions were compared to the 2035 future baseline operating conditions. As shown in Tables 10 and 11, using the criteria described above for determination of significant impacts, none of the project alternatives would result in significant traffic impacts under future (2035) plus project conditions. By definition, Alternative 3 would result in no impact under NEPA. Because Alternative 4, the No Project Alternative, would not involve any new activity, there would be no impacts for Alternative 4. Because no significant impacts are identified, no traffic mitigation measures would be required. CONGESTION MANAGEMENTT PROGRAM ANALYSIS This section presents the regional transportation system impact analysis conducted in accordance with the procedures outlined in the 2010 Congestion Management Program for Los Angeles County (CMP) (Metro, October 2010). The CMP requires that when an EIR is prepared for a project, traffic impact analyses be conducted for select regional facilities based on the quantity of project traffic expected to use these facilities. 31

TABLE 10 FUTURE (YEAR 2035) INTERSECTION LEVEL OF SERVICE AND NEPA IMPACT ANALYSIS (ALTERNATIVE 1) NO. INTERSECTION PEAK HOUR NEPA BASELINE (NO FEDERAL FUTURE + ALTERNATIVE 1 ACTION ALTERNATIVE) V/C DELAY* LOS V/C DELAY* LOS PROJECT INCREASE IN V/C SIGNIFICANT IMPACT? 1 Pier B St & Pico Ave AM 0.728 -- C 0.728 -- C 0 NO Signalized PM 0.772 -- C 0.772 -- C 0 NO MID 0.788 -- C 0.788 -- C 0 NO 2 Pico Ave & Pier C St AM 0.388 -- A 0.388 -- A 0 NO Signalized PM 0.391 -- A 0.391 -- A 0 NO MID 0.383 -- A 0.383 -- A 0 NO 3 Pico Ave & Pier D St/Water St AM 0.388 16 B 0.388 16 B 0 NO Signalized PM 0.350 17 B 0.350 17 B 0 NO MID 0.383 17 B 0.383 17 B 0 NO 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.376 18 B 0.376 18 B 0 NO Signalized PM 0.526 16 B 0.526 16 B 0 NO MID 0.332 18 B 0.332 18 B 0 NO 5 Navy Way and Seaside Ave AM 1.007 -- F 1.007 -- F 0 NO Signalized PM 1.123 -- F 1.123 -- F 0 NO MID 0.865 -- D 0.865 -- D 0 NO 6 Anaheim St & Farragut Ave AM 0.624 -- B 0.624 -- B 0 NO Signalized PM 0.725 -- C 0.725 -- C 0 NO MID 0.629 -- B 0.629 -- B 0 NO 7 Anaheim St & 1 St/West 9th St AM 0.797 -- C 0.797 -- C 0 NO Signalized PM 0.765 -- C 0.765 -- C 0 NO MID 0.820 -- D 0.820 -- D 0 NO 8 Pier B St & Edison Ave AM -- 13 B -- 13 B -- NO Two-Way Stop PM -- 20 C -- 20 C -- NO [1] MID -- 16 C -- 16 C -- NO 9 Anaheim Way & Pier B St AM 0.696 19 C 0.696 19 C 0 NO Four-Way Stop PM 0.722 21 C 0.722 21 C 0 NO MID 0.792 25 C 0.792 25 C 0 NO Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

TABLE 11 FUTURE (YEAR 2035) INTERSECTION LEVEL OF SERVICE AND NEPA IMPACT ANALYSIS (ALTERNATIVE 2) NO. INTERSECTION PEAK HOUR NEPA BASELINE (NO FEDERAL FUTURE + ALTERNATIVE 2 ACTION ALTERNATIVE) V/C DELAY* LOS V/C DELAY* LOS PROJECT INCREASE IN V/C SIGNIFICANT IMPACT? 1 Pier B St & Pico Ave AM 0.728 -- C 0.782 -- C 0.054 NO Signalized PM 0.772 -- C 0.826 -- D 0.054 NO MID 0.788 -- C 0.844 -- D 0.056 NO 2 Pico Ave & Pier C St AM 0.388 -- A 0.371 -- A -0.017 NO Signalized PM 0.391 -- A 0.374 -- A -0.017 NO MID 0.383 -- A 0.364 -- A -0.019 NO 3 Pico Ave & Pier D St/Water St AM 0.388 16 B 0.323 16 B -0.065 NO Signalized PM 0.350 17 B 0.320 15 B -0.03 NO MID 0.383 17 B 0.339 16 B -0.044 NO 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.376 18 B 0.376 18 B 0 NO Signalized PM 0.526 16 B 0.526 16 B 0 NO MID 0.332 18 B 0.332 18 B 0 NO 5 Navy Way and Seaside Ave AM 1.007 -- F 1.007 -- F 0 NO Signalized PM 1.123 -- F 1.123 -- F 0 NO MID 0.865 -- D 0.865 -- D 0 NO 6 Anaheim St & Farragut Ave AM 0.624 -- B 0.626 -- B 0.002 NO Signalized PM 0.725 -- C 0.727 -- C 0.002 NO MID 0.629 -- B 0.631 -- B 0.002 NO 7 Anaheim St & 1 St/West 9th St AM 0.797 -- C 0.797 -- C 0 NO Signalized PM 0.765 -- C 0.765 -- C 0 NO MID 0.820 -- D 0.820 -- D 0 NO 8 Pier B St & Edison Ave AM -- 13 B -- 13 B -- NO Two-Way Stop PM -- 20 C -- 21 C -- NO [1] MID -- 16 C -- 16 C -- NO 9 Anaheim Way & Pier B St AM 0.696 19 C 0.699 19 C 0.003 NO Four-Way Stop PM 0.722 21 C 0.724 21 C 0.002 NO MID 0.792 25 C 0.794 25 C 0.002 NO Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 The CMP guidelines require that the first issue to be addressed is the determination of the geographic scope of the study area. The criteria for determining the study area for CMP arterial monitoring intersections and for freeway monitoring locations are: All CMP arterial monitoring intersections where the proposed project will addd 50 or more trips during either the AM or PM peak hours of adjacent street traffic. All CMP mainline freeway monitoring locations where the proposed project will add 150 or more trips, in either direction, during either the AM or PM peak hours. The CMP traffic impact analysis guidelines establish that a significant project impact occurs when the following threshold is exceeded: The proposed project increases traffic demand on a CMP facility by 2% of capacity (V/C 0.02), causing LOS F (V/C > 1.00) ). If the facility is already at LOS F, a significant impact occurs when the proposed project increases traffic demand on a CMP facility by 2% of capacity (V/C 0.02). Arterial Monitoring Station Analysis The CMP arterial monitoring stations nearest to the project study area are located one to two miles from the sites of the project alternatives: Pacific Coast Highway & Santa Fe Avenue Pacific Coast Highway & Alameda Street Given the regional nature of the market for the aggregate that would be imported to the project site on Pier D Street or Pier B Street, and the trip distribution pattern described in Chapter 3, the project would add fewer than 50 peak hour vehicle trips through either of these arterial monitoring stations; as such, no further analysis of CMP arterial intersections is required, and CMP arterial intersection impacts are considered to be less than significant. Freeway Mainline Monitoring Station Analysis This section presents an analysis of potential project impacts on the regional transportation system. This analysis was conducted in accordance with the transportation impact analysis procedures outlined in the CMP. The nearest CMP mainline freeway monitoring locations nearest to the project site are: I-710 between Pacific Coast Highway and Willow Street I-710 between 405 and south of Del Amo Boulevard I-110 between Wilmington Avenue and south of C Street According to the project trip generation estimates developed in Chapter 3 and the project-only traffic volumes illustrated in Figures 5 and 6, the proposed project is not expected to add sufficient new traffic to meet the freeway analysis criteria at these locations. Since incremental project-related traffic in any direction during either peak hour is projected to be less than the minimum criteria of 150 vph, no further CMP freeway analysis is required, and CMP freeway impacts are considered to be less than significant. 34

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 5. CONSTRUCTION-PERIOD IMPACT ANALYSIS Project impacts under CEQA were compared against existing conditions, which are described in Chapter 2. Construction of the proposed project alternatives would occur in two phases. Because Phase 1 would be the most intensive period of activity for each alternative, detailed trip generation estimates for Phase 1 for each alternative were prepared and analyzed to assess the maximum potential for project impacts. As described, the peak of project construction traffic is analyzed against existing (2011) conditions for the CEQA impact analysis, while the NEPA analysis compares year 2013 conditions with Alternative 3 (the No Federal Action alternative) against estimated conditions with the addition of construction traffic under Alternatives 1, 2 and 4. Cumulative base traffic forecasts were developed by applying a one percent per year ambient growth factor to groww the existing 2011 baseline volumes to estimate 2013 volumes. For the traffic impact analysis under NEPA, Alternative 3 (No Federal Action) represents cumulative baseline conditions against which the other alternatives were compared. ALTERNATIVE 1 CONSTRUCTION-PERIOD TRIP GENERATION ESTIMATES Construction of Alternative 1 would be expected to begin in late 2012 or early 2013, and Phase 1 would occur over a period of approximately five months ending in 2013. Phase 2 would occur when throughput reaches one million tons per year, at which time a semi-portable conveyor system would be dismantled and replaced with a fixed conveyor system and a second truck scale would be installed over a three- month period. Construction activity would be expected to occur between 7:00 AM and 4:00 PM, Monday through Friday, but could also occur on Saturdays as needed. No road closures would be anticipated during construction, as the construction activities would occur within the project site on Pier D Street. Details of the construction schedulee and proposed construction equipment are providedd in Appendix D. Phase 1A1 Phase 1A2 Phase 1A3 Phase 1A4 Phase 1B Phase 1C Phase 1D Phase 1E Phase 2A Phase 2B Site Preparation & Dredging (Truck Dredged Material) Site Preparation & Dredging (Clearing) Site Preparation & Dredging (Grading) Site Preparation & Dredging (Road Construction) Pile Driving Concrete Forming Steel Erection Electrical Steel Erection Electrical Table 12 presents the anticipated construction schedule for Alternative 1 and the estimated daily and peak hour trip generation during each sub-phase of Phase 1. For a worst-case scenario analysis, the estimated peak hour traffic volumes were generated by conservatively assuming that all workers would arrive at the site during the AM peak hour (7:00 to 8:00 AM), and leave the site during the PM peak hour 35

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 (4:00 to 5:00 PM). Truck trips weree converted to PCEs by applying a PCE factor of 2..0. Then, the daily truck trips were averaged across an 8-hour daily construction schedule and multiplied by 1.5, which assumes that the peak hour is 50 percent busier than the average hour. It was assumed that 50 percent of the truck trips generated during the peak hours would be inbound trips and the remaining 50 percent would be outbound trips. The initial period of project construction, expected to last one month, would generate the most traffic to and from the site. The dredged material would be transported either by barge or by truck to the Middle Harbor Slip No. 1 fill site, approximately 1.2 miles from the project site. If it is transported by truck, the identified haul route would use Pier D Street west of the project site, rather than Pico P Avenue. This activity, Phase 1A1, would occur concurrently with Phases 1A2 and 1A3, but not with Phase 1A4. Phases 1A2 through 1A4 would occur concurrently and would generate more off-site traffic than Phases 1A1 through 1A3, and were therefore analyzed to provide a conservative analysis of potential construction-period impacts. As indicated in Table 12, during the peak construction period lasting approximately one month, the following traffic would be generated on a daily basis: 84 truck trips (168 PCE truck trips) and 44 trips for construction workers, for a total of 212 daily PCE trips. Of these daily trips, 54 would be expected to occur in the AM and PM peak hours (38 inbound and 16 outbound PCE trips in the AM peak hour and 16 inbound and 38 outbound PCE trips in the PM peak hour), and 32 PCE trips would be expected to occur in the midday peak hour (16 inbound and 16 outbound PCE trips). ALTERNATIVE 2 CONSTRUCTION-PERIOD TRIP GENERATION ESTIMATES Construction of Alternative 2 would be expected to begin in late 2012 or early 2013 and Phase 1 would occur over a period of approximately 21 months. As with Alternative 1, Phase 2 would occur when throughput reaches one million tons per year, at which time the semi-portable conveyor system would be dismantled and replaced with a fixed conveyor system and a second truck scale would be installed over a three-month period. Construction activity is expected to occur between 7:00 AM and 4:00 PM, Monday through Friday, but may also occur on Saturdays as needed. No road closures are anticipated during construction, as the construction activities would occur within the project site on Pier B Street. Details of the anticipated construction schedule and proposed construction equipment are provided in Appendix D. D Phase 1A Phase 1B Phase 1C Phase 1D1 Phase 1D2 Phase 1E Phase 1F Phase 2A Phase 2B Clearing Ground Surcharge Grading, Storm Water Collection & Drainage System Concrete Capping Road Constructionn Steel Erection, Truck Scale & Office Building Electrical Steel Erection Electrical 36

TABLE 12 CONSTRUCTION-PERIOD TRIP GENERATION ESTIMATES (ALTERNATIVE 1) Average Daily Privately-Owned Vehicle Trips [a] Duration Construction Phase Workers Per Day (Work Days M-F) 1 2 3 4 5 Phase 1A1 4 4 8 Phase 1A2 6 22 12 Phase 1A3 10 22 20 Phase 1A4 6 5 12 Phase 1B 6 22 12 Phase 1C 4 22 8 Phase 1D 4 44 8 8 Phase 1E 3 22 6 Total 39 44 20 8 8 6 Average Daily Truck Trips [b] Construction Phase Truck Trips per Phase Duration (Work Days M-F) 1 2 3 4 5 Phase 1A1 - external 80 2 40 Phase 1A1 - within Port 500 2 250 Phase 1A2 20 22 1 Phase 1A3 20 22 1 Phase 1A4 360 5 82 Phase 1B 60 22 6 Phase 1C 112 22 8 Phase 1D 352 44 10 10 Phase 1E 88 22 6 Total 1,012 84 14 10 10 6 Average Daily Passenger Car Equivalent (PCE) External Trips [c] Construction Phase PCEs Trips per phase Duration (Work Days M-F) 1 2 3 4 5 Phase 1A1 4 88 Phase 1A2 308 22 14 Phase 1A3 484 22 22 Phase 1A4 880 5 176 Phase 1B 528 22 24 Phase 1C 528 22 24 Phase 1D 2,464 44 28 28 Phase 1E 396 22 18 Total 5,588 212 48 28 28 18 Peak Hour Privately-Owned Vehicle Trips [d] Construction Phase Workers Per Day Dir. Split 1 2 3 4 5 Phase 1A2-1A4 22 AM In/Out: 22 0 Mid In/Out: 0 0 PM In/Out: 0 22 Phase 1B 6 AM In/Out: 6 0 Mid In/Out: 0 0 PM In/Out: 0 6 Phase 1C 4 AM In/Out: 4 0 Mid In/Out: 0 0 PM In/Out: 0 4 Phase 1D 4 AM In/Out: 4 0 4 0 Mid In/Out: 0 0 0 0 PM In/Out: 0 4 0 4 Phase 1E 3 AM In/Out: 3 0 Mid In/Out: 0 0 PM In/Out: 0 3 Peak Hour PCE Truck Trips [e] Construction Phase Daily Truck Trips Dir. Split 1 2 3 4 5 Phase 1A2-1A4 84 In/Out: 16 16 Phase 1B 6 In/Out: 1 1 Phase 1C 8 In/Out: 2 2 Phase 1D 20 In/Out: 2 2 2 2 Phase 1E 6 In/Out: 1 1 Total Peak Hour PCE Trips [f] Construction Phase Workers Per Day Dir. Split 1 2 3 4 5 Phase 1A2-1A4 22 AM In/Out: 38 16 Mid In/Out: 16 16 PM In/Out: 16 38 Phase 1B 6 AM In/Out: 7 1 Mid In/Out: 1 1 PM In/Out: 1 7 Phase 1C 4 AM In/Out: 6 2 Mid In/Out: 2 2 PM In/Out: 2 6 Phase 1D 4 AM In/Out: 6 2 6 2 Mid In/Out: 2 2 2 2 PM In/Out: 2 6 2 6 Phase 1E 3 AM In/Out: 4 1 Mid In/Out: 1 1 PM In/Out: 1 4 Notes: During Phase 1, subphases 1A1-1A3 and 1A2-1A4 are assumed to overlap and the latter was analyzed because it is more conservative. Subphases 1A1 and 1A4 would not be concurrent. Subphase 1A1 could only occur under Alternative 1. [a] Inbound and outbound trips are accounted as two separate trips. [b] Inbound and outbound trips are accounted as two separate trips. Estimates of daily truck trips were prepared by Aspen Environmental and include 1 daily round trip by a fuel truck. Calculations are rounded up to the nearest even number. [c] A PCE factor of 2.0 has been applied to heavy truck trips for this analysis. This factor was used as a conservative approach, a PCE of 2.0 is usually used for all tractor (bobtail) trailer combinations. [d] All workers are assumed to come to the facility in the AM peak and leave in the PM peak hour. [e] For the Peak Hour PCE Truck Trip calculations, daily truck trip estimates were divided evenly across an 8 hours construction schedule and multiplied by 1.5, which assumes that the peak hours is 50% busier than the average hour. Calculations are rounded. [f] Bold numbers in this table represent the most intense period of site-generated traffic during construction.

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 Table 13 presents the anticipated construction schedule for Alternative 2 and the estimated daily and peak hour trip generation during each sub-phase of Phase 1. The assumptions regarding construction worker trips and truck trips were the same as those described above for Alternative 1. Project construction during Phase 1D, expected to last two months, would generate the most traffic to and from the site. As indicated in Table 13, during the two-month peak construction period, the following traffic would be generated on a daily basis: 204 truck trips (408 PCE truck trips) and 120 trips for construction workers, for a total of 528 daily PCE trips. Of these daily trips, 136 would be expected to occur in the AM and PM peak hours (98 inbound and 38 outbound PCE trips in the AM peak hour and 38 inbound and 98 outbound PCE trips in the PM peak hour), and 76 PCE trips would be expected to occur in the midday peak hour (38 inboundnd and 38 outbound PCE trips). ALTERNATIVE 3 CONSTRUCTION-PERIOD TRIP GENERATION ESTIMATES Construction of Alternative 3 would be expected to begin in late 2012 or early 2013 and Phase 1 would occur over a period of approximately three months ending in 2013. No dredging or wharf improvements would be made under Alternative 3. As with Alternatives 1 and 2, Phase 2 would occur when throughput reaches one million tons per year, at which time the semi-portable conveyor system would be dismantled and replaced with a fixed conveyor system and a second truck scale would be installed over a three- Friday, but month period. Construction activity is expected to occur between 7:00 AM and 4:00 PM, Monday through may also occur on Saturdays as needed. No road closures would be anticipated during construction, as the construction activities would occur within the project site on Pier D Street. Details of the construction schedule and proposed constructionn equipment are provided in Appendix D. Phase 1A Site Preparation (Clearing, Grading) & Road Construction Phase 1B Phase 1C Phase 2A Phase 2B Steel Erection Electrical Steel Erection Electrical Table 14 presents the anticipated construction schedule for Alternative 3 and the estimated daily and peak hour trip generation during each sub-phase of Phase 1. The assumptions regarding construction worker trips and truck trips were the same as those described above for Alternatives 1 and 2. As with Alternative 1, the initial period of project construction, would be expected to last one month and would generate the most traffic to and from the site. As indicated in Table 14, during the one-month peak construction period, the following traffic would be generated on a daily basis: 84 truck trips (168 PCE truck trips) and 44 trips for construction workers, for a total of 212 daily PCE trips. Of these daily trips, 54 would be expected to occur in the AM and PM peak hours (38 inbound and 16 outbound PCE trips in the AM peak hour and 16 inbound and 38 outbound PCE trips in the PM peak hour), and 32 PCE trips would be expected to occur in the midday peak hour (16 inbound and 16 outbound PCE trips). 38

TABLE 13 CONSTRUCTION-PERIOD TRIP GENERATION ESTIMATES (ALTERNATIVE 2) Average Daily Privately-Owned Vehicle Trips [a] Duration Construction Phase Workers Per Day (Work Days M-F) 1-3 4-13 14-15 16 17-18 19-20 21 Phase 1A 13 66 26 Phase 1B 9 264 18 18 Phase 1C 11 66 22 22 Phase 1D1 54 44 108 Phase 1D2 6 5 12 Phase 1E 4 44 8 Phase 1F 3 22 6 Total 100 26 18 40 22 120 8 6 Average Daily Truck Trips [b] Construction Phase Truck Trips per Phase Duration (Work Days M-F) 1-3 4-13 14-15 16 17-18 19-20 21 Phase 1A 792 66 14 Phase 1B 100 264 6 6 Phase 1C 264 66 4 6 Phase 1D1 4,524 44 124 Phase 1D2 360 5 80 Phase 1E 352 44 10 Phase 1F 88 22 6 Total 6,480 14 6 10 6 204 10 6 Average Daily Passenger Car Equivalent (PCE) Trips [c] Construction Phase PCEs Trips per phase Duration (Work Days M-F) 1-3 4-13 14-15 16 17-18 19-20 21 Phase 1A 3,564 66 54 Phase 1B 15840 264 30 30 Phase 1C 4224 66 30 34 Phase 1D1 15664 44 356 Phase 1D2 860 5 172 Phase 1E 1232 44 28 Phase 1F 396 22 18 Total 41,780 54 30 60 34 528 28 18 Peak Hour Privately-Owned Vehicle Trips [d] Construction Phase Workers Per Day Dir. Split 1-3 4-13 14-15 16 17-18 19-20 21 Phase 1A 13 AM In/Out: 13 0 Mid In/Out: 0 0 PM In/Out: 0 13 Phase 1B 9 AM In/Out: 9 0 9 0 Mid In/Out: 0 0 0 0 PM In/Out: 0 9 0 9 Phase 1C 11 AM In/Out: 11 0 11 0 Mid In/Out: 0 0 0 0 PM In/Out: 0 11 0 11 Phase 1D 60 AM In/Out: 60 0 Mid In/Out: 0 0 PM In/Out: 0 60 Phase 1E 4 AM In/Out: 4 0 Mid In/Out: 0 0 PM In/Out: 0 4 Phase 1F 3 AM In/Out: 3 0 Mid In/Out: 0 0 PM In/Out: 0 3 Peak Hour PCE Truck Trips [e] Construction Phase Daily Truck Trips Dir. Split 1-3 4-13 14-15 16 17-18 19-20 21 Phase 1A 14 In/Out: 3 3 Phase 1B 6 In/Out: 1 1 1 1 Phase 1C 6 In/Out: 1 1 1 1 Phase 1D1 124 In/Out: 23 23 Phase 1D2 80 In/Out: 15 15 Phase 1E 10 In/Out: 2 2 Phase 1F 6 In/Out: 1 1 Total Peak Hour PCE Trips [f] Construction Phase Dir. Split 1-3 4-13 14-15 16 17-18 19-20 21 Phase 1A AM In/Out: 16 3 Mid In/Out: 3 3 PM In/Out: 3 16 Phase 1B AM In/Out: 10 1 10 1 Mid In/Out: 1 1 1 1 PM In/Out: 1 10 1 10 Phase 1C AM In/Out: 12 1 12 1 Mid In/Out: 1 1 1 1 PM In/Out: 1 12 1 12 Phase 1D AM In/Out: 98 38 Mid In/Out: 38 38 PM In/Out: 38 98 Phase 1E AM In/Out: 6 2 Mid In/Out: 2 2 PM In/Out: 2 6 Phase 1F AM In/Out: 4 1 Mid In/Out: 1 1 PM In/Out: 1 4 Notes: [a] Inbound and outbound trips are accounted as two separate trips. [b] Inbound and outbound trips are accounted as two separate trips. Estimates of daily truck trips were prepared by Aspen Environmental and include 1 daily round trip by a fuel truck. Calculations are rounded up to the nearest even number. [c] A PCE factor of 2.0 has been used for this analysis. This factor was used as a conservative approach, a PCE of 2.0 is usually used for all tractor (bobtail) trailer combinations. [d] All workers are assumed to come to the facility in the AM peak and leave in the PM peak hour. [e] For the Peak Hour PCE Truck Trip calculations, daily truck trip estimates were divided evenly across an 8 hours construction schedule and multiplied by 1.5, which assumes that the peak hours is 50% busier than the average hour. Calculations are rounded. [f] Bold numbers in this table represent the most intense period of site-generated traffic during construction.

TABLE 14 CONSTRUCTION-PERIOD TRIP GENERATION ESTIMATES (ALTERNATIVE 3) Average Daily Privately-Owned Vehicle Trips [a] Duration Construction Phase Workers Per Day (Work Days M-F) 1 2 3 4 5 Phase 1A1 6 22 12 Phase 1A2 10 22 20 Phase 1A3 6 5 12 Phase 1B 6 22 0 Phase 1C 4 22 0 Phase 1D 4 44 8 8 Phase 1E 3 22 6 Total 39 44 0 8 8 6 Average Daily Truck Trips [b] Construction Phase Truck Trips per Phase Duration (Work Days M-F) 1 2 3 4 5 Phase 1A1 20 22 1 Phase 1A2 20 22 1 Phase 1A3 360 5 82 Phase 1B 60 22 0 Phase 1C 112 22 0 Phase 1D 352 44 10 10 Phase 1E 88 22 6 Total 1,012 84 0 10 10 6 Average Daily Passenger Car Equivalent (PCE) Trips [c] Construction Phase PCEs Trips per phase Duration (Work Days M-F) 1 2 3 4 5 Phase 1A1 308 22 14 Phase 1A2 484 22 22 Phase 1A3 880 5 176 Phase 1B 528 22 0 Phase 1C 528 22 0 Phase 1D 2,464 44 28 28 Phase 1E 396 22 18 Total 5,588 212 0 28 28 18 Peak Hour Privately-Owned Vehicle Trips [d] Construction Phase Workers Per Day Dir. Split 1 2 3 4 5 Phase 1A1-1A3 22 AM In/Out: 22 0 Mid In/Out: 0 0 PM In/Out: 0 22 Phase 1B 6 AM In/Out: 0 0 Mid In/Out: 0 0 PM In/Out: 0 0 Phase 1C 4 AM In/Out: 0 0 Mid In/Out: 0 0 PM In/Out: 0 0 Phase 1D 4 AM In/Out: 4 0 4 0 Mid In/Out: 0 0 0 0 PM In/Out: 0 4 0 4 Phase 1E 3 AM In/Out: 3 0 Mid In/Out: 0 0 PM In/Out: 0 3 Peak Hour PCE Truck Trips [e] Construction Phase Daily Truck Trips Dir. Split 1 2 3 4 5 Phase 1A1-1A3 84 In/Out: 16 16 Phase 1B 6 In/Out: 0 0 Phase 1C 8 In/Out: 0 0 Phase 1D 20 In/Out: 2 2 2 2 Phase 1E 6 In/Out: 1 1 Total Peak Hour PCE Trips [f] Construction Phase Workers Per Day Dir. Split 1 2 3 4 5 Phase 1A1-1A3 22 AM In/Out: 38 16 Mid In/Out: 16 16 PM In/Out: 16 38 Phase 1B 6 AM In/Out: 0 0 Mid In/Out: 0 0 PM In/Out: 0 0 Phase 1C 4 AM In/Out: 0 0 Mid In/Out: 0 0 PM In/Out: 0 0 Phase 1D 4 AM In/Out: 6 2 6 2 Mid In/Out: 2 2 2 2 PM In/Out: 2 6 2 6 Phase 1E 3 AM In/Out: 4 1 Mid In/Out: 1 1 PM In/Out: 1 4 Notes: [a] Inbound and outbound trips are accounted as two separate trips. [b] Inbound and outbound trips are accounted as two separate trips. Estimates of daily truck trips were prepared by Aspen Environmental and include 1 daily round trip by a fuel truck. Calculations are rounded up to the nearest even number. [c] A PCE factor of 2.0 has been used for this analysis. This factor was used as a conservative approach, a PCE of 2.0 is usually used for all tractor (bobtail) trailer combinations. [d] All workers are assumed to come to the facility in the AM peak and leave in the PM peak hour. [e] For the Peak Hour PCE Truck Trip calculations, daily truck trip estimates were divided evenly across an 8 hours construction schedule and multiplied by 1.5, which assumes that the peak hours is 50% busier than the average hour. Calculations are rounded. [f] Bold numbers in this table represent the most intense period of site-generated traffic during construction.

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 PROJECT CONSTRUCTION-PERIOD TRAFFIC IMPACT ANALYSIS CEQA Existing plus Project Construction Traffic Conditions Project construction impacts under CEQA were compared against existing conditions, which are described in Chapter 2. The peak hour project-generated trips during the peak phase of project construction for Alternatives 1 and 3 are illustrated in Figure 12 and for Alternative 2 are illustrated in Figure 13. These volumes were added to existing traffic volumes to develop existing with project construction traffic volumes, shown in Figures 14 and 15. The results of this analysiss are presented in Tables 15 and 16. As indicated in the tables, all nine study intersections would continue to operate at LOS D or better during each analyzed peak hour. Project Intersection Impacts Existing plus Project Construction To determine whether significant impacts would occur during project construction, the existing plus project construction operating conditions were compared to the existing base operating conditions. As shown in Tables 15 and 16, using the criteria described above for the determination of significant impacts, none of the project alternatives would result in significant traffic impacts during project construction. Because no significant impacts have been identified, no traffic mitigation measures would be required. As shown in Tables 17 and 18, using the criteria described above for the determination of significant impacts, Alternatives 1, 2 and 2 would not result in significant traffic impacts during project construction. Because Alternative 4, the No Project Alternative, would not involve any construction activity, there would be no construction impacts for Alternative 4. PROJECT CONSTRUCTION-PERIOD TRAFFIC IMPACT ANALYSIS NEPA Construction Period (Year 2013) Traffic Volumes The peak hour project-generated trips during the peak phase of project construction shown in Figure 12 for Alternative 3 (the No Federal Action Alternative) were added to estimated 2013 volumes to develop estimates of NEPA baseline conditions. Estimated conditions during the peak construction period of Alternatives 1, 2 and 4 were also developed by adding the estimated project-only trips to the estimated 2013 volumes. Construction Period (Year 2013) plus Project Construction Traffic Conditions Future baseline (Year 2013 plus Alternative 3) traffic projections presented in Figure 16 were analyzed to establish future baseline (NEPA) operating conditions. As shown in Tables 17 and 18, all nine study intersections are projected to continue operating at LOS D or better during the analyzed peak hours. The future plus construction traffic volumes, illustrated in Figures 17 and 18, were analyzed to assess future operating conditions with the addition of the proposed project traffic relative to the NEPA baseline and the results are summarized in Tables 17 and 18. As indicated in the tables, all nine study intersections are projected to continue operating at LOS D or better during the analyzed peak hours with the addition of construction-period traffic generated under each project alternative. 41

TABLE 15 EXISTING PLUS PROJECT CONSTRUCTION INTERSECTION LEVEL OF SERVICE AND CEQA IMPACT ANALYSIS (ALTERNATIVES 1 AND 3) NO. INTERSECTION PEAK HOUR EXISTING + CONSTRUCTION CEQA BASELINE (EXISTING 2011) (ALTS 1 & 3) V/C DELAY* LOS V/C DELAY* LOS PROJECT INCREASE SIGNIFICANT IMPACT? IN V/C 1 Pier B St & Pico Ave AM 0.220 -- A 0.236 -- A 0.016 NO Signalized PM 0.336 -- A 0.344 -- A 0.008 NO MID 0.315 -- A 0.319 -- A 0.004 NO 2 Pico Ave & Pier C St AM 0.187 -- A 0.198 -- A 0.011 NO Signalized PM 0.200 -- A 0.211 -- A 0.011 NO MID 0.177 -- A 0.182 -- A 0.005 NO 3 Pico Ave & Pier D St/Water St AM 0.101 8 A 0.103 8 A 0.002 NO Four-Way Stop PM 0.123 8 A 0.127 9 A 0.004 NO MID 0.098 8 A 0.100 8 A 0.002 NO 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.266 9 A 0.266 9 A 0 NO Four-Way Stop PM 0.207 9 A 0.207 9 A 0 NO MID 0.197 9 A 0.197 9 A 0 NO 5 Navy Way and Seaside Ave AM 0.564 -- A 0.565 -- A 0.001 NO Signalized PM 0.698 -- B 0.698 -- B 0 NO MID 0.337 -- A 0.337 -- A 0 NO 6 Anaheim St & Farragut Ave AM 0.431 -- A 0.435 -- A 0.004 NO Signalized PM 0.467 -- A 0.467 -- A 0 NO MID 0.378 -- A 0.378 -- A 0 NO 7 Anaheim St & 1 St/West 9th St AM 0.475 -- A 0.475 -- A 0 NO Signalized PM 0.455 -- A 0.458 -- A 0.003 NO MID 0.418 -- A 0.418 -- A 0 NO 8 Pier B St & Edison Ave AM -- 9 A -- 9 A -- NO Two-Way Stop PM -- 9 A -- 9 A -- NO [1] MID -- 9 A -- 9 A -- NO 9 Anaheim Way & Pier B St AM 0.055 8 A 0.056 8 A 0.001 NO Four-Way Stop PM 0.083 8 A 0.083 8 A 0 NO MID 0.154 8 A 0.154 8 A 0 NO Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

TABLE 16 EXISTING PLUS PROJECT CONSTRUCTION INTERSECTION LEVEL OF SERVICE AND CEQA IMPACT ANALYSIS (ALTERNATIVES 2) NO. INTERSECTION PEAK HOUR EXISTING + CONSTRUCTION (ALT CEQA BASELINE (EXISTING 2011) 2) V/C DELAY* LOS V/C DELAY* LOS PROJECT INCREASE SIGNIFICANT IMPACT? IN V/C 1 Pier B St & Pico Ave AM 0.220 -- A 0.285 -- A 0.065 NO Signalized PM 0.336 -- A 0.398 -- A 0.062 NO MID 0.315 -- A 0.357 -- A 0.042 NO 2 Pico Ave & Pier C St AM 0.187 -- A 0.188 -- A 0.001 NO Signalized PM 0.200 -- A 0.201 -- A 0.001 NO MID 0.177 -- A 0.178 -- A 0.001 NO 3 Pico Ave & Pier D St/Water St AM 0.101 8 A 0.103 8 A 0.002 NO Four-Way Stop PM 0.123 8 A 0.125 8 A 0.002 NO MID 0.098 8 A 0.100 8 A 0.002 NO 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.266 9 A 0.266 9 A 0 NO Four-Way Stop PM 0.207 9 A 0.207 9 A 0 NO MID 0.197 9 A 0.197 9 A 0 NO 5 Navy Way and Seaside Ave AM 0.564 -- A 0.565 -- A 0.001 NO Signalized PM 0.698 -- B 0.698 -- B 0 NO MID 0.337 -- A 0.338 -- A 0.001 NO 6 Anaheim St & Farragut Ave AM 0.431 -- A 0.442 -- A 0.011 NO Signalized PM 0.467 -- A 0.477 -- A 0.01 NO MID 0.378 -- A 0.379 -- A 0.001 NO 7 Anaheim St & 1 St/West 9th St AM 0.475 -- A 0.475 -- A 0 NO Signalized PM 0.455 -- A 0.464 -- A 0.009 NO MID 0.418 -- A 0.418 -- A 0 NO 8 Pier B St & Edison Ave AM -- 9 A -- 9 A -- NO Two-Way Stop PM -- 9 A -- 9 A -- NO [1] MID -- 9 A -- 9 A -- NO 9 Anaheim Way & Pier B St AM 0.055 8 A 0.056 8 A 0.001 NO Four-Way Stop PM 0.083 8 A 0.083 8 A 0 NO MID 0.154 8 A 0.154 8 A 0 NO Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

TABLE 17 CONSTRUCTION (YEAR 2013) INTERSECTION LEVEL OF SERVICE AND NEPA IMPACT ANALYSIS (ALTERNATIVE 1) NO. INTERSECTION PEAK HOUR NEPA BASELINE (NO FEDERAL YEAR 2013 + CONSTRUCTION (ALT ACTION ALT.) 1) V/C DELAY* LOS V/C DELAY* LOS PROJECT INCREASE SIGNIFICANT IMPACT? IN V/C 1 Pier B St & Pico Ave AM 0.239 -- A 0.239 -- A 0 NO Signalized PM 0.349 -- A 0.349 -- A 0 NO MID 0.323 -- A 0.323 -- A 0 NO 2 Pico Ave & Pier C St AM 0.200 -- A 0.200 -- A 0 NO Signalized PM 0.213 -- A 0.213 -- A 0 NO MID 0.185 -- A 0.185 -- A 0 NO 3 Pico Ave & Pier D St/Water St AM 0.105 8 A 0.105 8 A 0 NO Four-Way Stop PM 0.129 9 A 0.129 9 A 0 NO MID 0.103 8 A 0.103 8 A 0 NO 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.271 9 A 0.271 9 A 0 NO Four-Way Stop PM 0.210 9 A 0.210 9 A 0 NO MID 0.201 9 A 0.201 9 A 0 NO 5 Navy Way and Seaside Ave AM 0.578 -- A 0.578 -- A 0 NO Signalized PM 0.712 -- C 0.712 -- C 0 NO MID 0.345 -- A 0.345 -- A 0 NO 6 Anaheim St & Farragut Ave AM 0.441 -- A 0.441 -- A 0 NO Signalized PM 0.478 -- A 0.478 -- A 0 NO MID 0.383 -- A 0.383 -- A 0 NO 7 Anaheim St & 1 St/West 9th St AM 0.483 -- A 0.483 -- A 0 NO Signalized PM 0.466 -- A 0.466 -- A 0 NO MID 0.424 -- A 0.424 -- A 0 NO 8 Pier B St & Edison Ave AM -- 9 A -- 9 A -- NO Two-Way Stop PM -- 9 A -- 9 A -- NO [1] MID -- 9 A -- 9 A -- NO 9 Anaheim Way & Pier B St AM 0.057 8 A 0.057 8 A 0 NO Four-Way Stop PM 0.084 8 A 0.084 8 A 0 NO MID 0.157 8 A 0.157 8 A 0 NO Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

TABLE 18 CONSTRUCTION (YEAR 2013) INTERSECTION LEVEL OF SERVICE AND NEPA IMPACT ANALYSIS (ALTERNATIVE 2) NO. INTERSECTION PEAK HOUR NEPA BASELINE (NO FEDERAL YEAR 2013 + CONSTRUCTION (ALT ACTION ALT.) 2) V/C DELAY* LOS V/C DELAY* LOS PROJECT INCREASE SIGNIFICANT IMPACT? IN V/C 1 Pier B St & Pico Ave AM 0.239 -- A 0.287 -- A 0.048 NO Signalized PM 0.349 -- A 0.402 -- A 0.053 NO MID 0.323 -- A 0.362 -- A 0.039 NO 2 Pico Ave & Pier C St AM 0.200 -- A 0.189 -- A -0.011 NO Signalized PM 0.213 -- A 0.203 -- A -0.01 NO MID 0.185 -- A 0.179 -- A -0.006 NO 3 Pico Ave & Pier D St/Water St AM 0.105 8 A 0.105 8 A 0 NO Four-Way Stop PM 0.129 9 A 0.127 9 A -0.002 NO MID 0.103 8 A 0.102 8 A -0.001 NO 4 Pico Ave & Pier E St/EB Ocean Ave AM 0.271 9 A 0.271 9 A 0 NO Four-Way Stop PM 0.210 9 A 0.210 9 A 0 NO MID 0.201 9 A 0.201 9 A 0 NO 5 Navy Way and Seaside Ave AM 0.578 -- A 0.578 -- A 0 NO Signalized PM 0.712 -- C 0.713 -- C 0.001 NO MID 0.345 -- A 0.345 -- A 0 NO 6 Anaheim St & Farragut Ave AM 0.441 -- A 0.448 -- A 0.007 NO Signalized PM 0.478 -- A 0.484 -- A 0.006 NO MID 0.383 -- A 0.385 -- A 0.002 NO 7 Anaheim St & 1 St/West 9th St AM 0.483 -- A 0.483 -- A 0 NO Signalized PM 0.466 -- A 0.472 -- A 0.006 NO MID 0.424 -- A 0.424 -- A 0 NO 8 Pier B St & Edison Ave AM -- 9 A -- 9 A -- NO Two-Way Stop PM -- 9 A -- 9 A -- NO [1] MID -- 9 A -- 9 A -- NO 9 Anaheim Way & Pier B St AM 0.057 8 A 0.058 8 A 0.001 NO Four-Way Stop PM 0.084 8 A 0.085 8 A 0.001 NO MID 0.157 8 A 0.157 8 A 0 NO Notes: * Average stopped delay per vehicle, in seconds. [1] Worst approach LOS was used to determine increment for impact.

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 Project Intersection Impact Analysis (Year 2013) To determine whether significant impacts would occur during project construction, the future plus project construction operating conditions were compared to the future baseline operating conditions. As shown in Tables 17 and 18, using the criteria described above for the determination of significant impacts, neither Alternative 1 nor Alternativee 2 would result in significant traffic impacts during project construction. By definition, Alternative 3 would result in no impact under NEPA. Because Alternativee 4, the No Project Alternative, would not involve any construction activity, there would be no construction impacts for Alternative 4. Because no significant impacts have been identified, no traffic mitigation measures would be required. 53

Traffic Study for the Eagle Rock Aggregate Terminal Project May 2012 6. SUMMARY AND CONCLUSIONS This study was undertaken to analyze the potential for traffic impacts resulting from the proposed Eagle Rock Aggregate Terminal project in the POLB. Four project alternatives were analyzed in this study, including the No Project Alternative. The key findings and conclusions of the study are summarized below. The proposed project (Alternative 1) and Alternatives 2 and 3 involve the construction and operation of a sand, gravell and granite aggregate receiving, storage and distribution terminal in the Port. Alternative 1 would be located at 1925 Pier D Street. Alternative 2 would be located at 1710 Pier B Street. Alternative 3, the No Federal Action Alternative, would be on the same site as Alternative 1, but would not include the channel dredging or wharf improvements that would occur under Alternative 1. Alternative 4 is the No Project Alternative. Each of the alternative sites is currently vacant. Alternatives 1, 2 and 3 would support a maximum throughput capacity of 2.75 million tons of aggregate material per year. Detailed intersection capacity and operation analyses were conducted at nine intersections i in the vicinity of the alternatives for the AM peak hour (the peak hour between 6:00 and 9:00 PM), the midday peak hour (between 2:00 and 3:00 PM), and the PM peak hour (the peak hour between 3:00 and 6:00 PM). All nine study intersections are currently (2011) operating at acceptable levels of service (LOS D or better). Project trip generation was estimated using information provided by the Applicant on the expected operation of the facility, which would require four full-time employees and would operate 52 weeks per year with two weekday shifts and one Saturday shift. On an average day, it is estimated that 770 truck trips (385 inbound plus 385 outbound) would occur at the project site. The estimated maximum hourly throughput for the facility was identified as 32 truck loads per hour. Actual hourly throughput at the facility will vary depending on market demand. A PCE factor of 2.0 was applied to truck trips. The new facility would generate a maximum of approximately 1,556 daily PCE trips, of which 128 PCE trips would be expected to occur in the AM and PM peak hours (64 inbound, 64 outbound) and 136 PCE trips would be expected to occur in the midday peak hour (68 inbound, 68 outbound). Analysis of existing (2011) plus project conditions and cumulative (2035) plus project conditions was conducted to identify impacts during the operational phase of the project under CEQA and NEPA. Applying the significant impact criteria used by the Port and the City of Los Angeles, it was found that no significant traffic impacts would occur under any of the analyzed alternatives. Based on the magnitude of project-generated traffic, it was found that the project alternatives would not result in significant impacts at any CMP arterial and intersection locations. Construction-period trip generation estimates were prepared using detailed information i on the number of workers that would be needed for each sub-phase of construction and the amount of material to be transported to and from the site of each alternative. Traffic impacts during the peak sub-phase of construction ( anticipated to be 2013) were assessed. Applying the significant impact criteria used by the Port and the City of Los Angeles, it was determined that no significant impacts would occur during construction of any of the analyzed alternatives. 54

REFERENCES 2000 Highway Capacity Manual, Transportation Research Board, 2000. 2010 Congestion Management Program for Los Angeles County, Los Angeles County Metropolitan Transportation Authority, October 2010. 2010 Traffic Volumes on California State Highways, California Department of Transportation, accessed January 2012. Eagle Rock Terminal Capacity Analysis, AECOM US, January 5, 2012. Traffic Study Policies and Procedures, Los Angeles Department of Transportation, August 2011.

APPENDIX A: INTERSECTION LANE CONFIGURATIONS

APPENDIX B: TRAFFIC COUNTS

Location: Pico Ave & Pier C St City: Long Beach Date: 12/6/2011 Day: Tuesday CONTROL: Signalized LANES: 1 2 0 0 2 3 2 0 1 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR 6:00 CARS 1 9 0 0 23 8 1 0 1 0 0 0 Other Trucks 0 1 0 0 2 0 0 0 0 0 0 0 Bobtails 0 0 0 0 0 0 0 0 0 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 0 1 0 0 0 0 0 0 6:15 CARS 4 10 0 0 26 11 4 0 1 0 0 0 Other Trucks 0 3 0 0 4 0 0 0 0 0 0 0 Bobtails 0 0 0 0 0 0 0 0 0 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 1 0 0 1 0 0 0 0 0 0 0 6:30 CARS 3 15 0 0 29 12 2 0 0 0 0 0 Other Trucks 0 5 0 0 0 0 0 0 0 0 0 0 Bobtails 1 0 0 0 0 0 0 0 0 0 0 0 Chassis 0 1 0 0 0 0 0 0 0 0 0 0 Container 0 3 0 0 2 0 0 0 0 0 0 0 6:45 CARS 13 24 0 0 51 14 4 0 2 0 0 0 Other Trucks 0 6 0 0 7 0 1 0 0 0 0 0 Bobtails 0 0 0 0 1 0 0 0 0 0 0 0 Chassis 0 1 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 0 0 0 0 0 0 0 0 7:00 CARS 8 24 0 0 35 12 5 0 2 0 0 0 Other Trucks 0 3 0 0 1 0 0 0 0 0 0 0 Bobtails 0 0 0 0 2 1 0 0 0 0 0 0 Chassis 0 0 0 0 1 0 0 0 0 0 0 0 Container 0 0 0 0 4 0 0 0 0 0 0 0 7:15 CARS 8 13 0 0 28 20 1 0 2 0 0 0 Other Trucks 3 7 0 0 4 0 0 0 0 0 0 0 Bobtails 0 1 0 0 1 0 1 0 1 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 2 2 0 0 0 0 0 0 7:30 CARS 13 16 0 0 17 19 7 0 1 0 0 0 Other Trucks 0 5 0 0 8 1 1 0 0 0 0 0 Bobtails 0 0 0 0 0 5 0 0 0 0 0 0 Chassis 0 0 0 0 1 0 0 0 0 0 0 0 Container 0 1 0 0 3 2 0 0 0 0 0 0 7:45 CARS 23 23 0 0 23 35 3 0 7 0 0 0 Other Trucks 0 5 0 0 5 1 0 0 3 0 0 0 Bobtails 1 0 0 0 1 14 0 0 0 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 2 0 0 0 0 0 0 0 8:00 CARS 6 8 0 0 26 9 3 0 1 0 0 0 Other Trucks 0 4 0 0 6 1 2 0 0 0 0 0 Bobtails 3 0 0 0 1 8 0 0 0 0 0 0 Chassis 0 0 0 0 1 1 0 0 0 0 0 0 Container 0 0 0 0 2 1 0 0 0 0 0 0 8:15 CARS 4 17 0 0 19 9 5 0 6 0 0 0 Other Trucks 1 2 0 0 8 3 0 0 0 0 0 0 Bobtails 0 0 0 0 1 4 2 0 1 0 0 0 Chassis 0 0 0 0 2 3 6 0 1 0 0 0 Container 0 0 0 0 2 8 0 0 0 0 0 0 8:30 CARS 3 27 0 0 25 7 7 0 2 0 0 0 Other Trucks 1 2 0 0 8 3 2 0 2 0 0 0 Bobtails 1 1 0 0 3 15 3 0 2 0 0 0 Chassis 0 0 0 0 0 0 5 0 1 0 0 0 Container 2 1 0 0 2 1 13 0 1 0 0 0 8:45 CARS 3 13 0 0 24 8 3 0 3 0 0 0 Other Trucks 0 4 0 0 4 2 4 0 1 0 0 0 Bobtails 2 1 0 0 5 6 2 0 2 0 0 0 Chassis 0 1 0 0 0 0 2 0 0 0 0 0 Container 0 3 0 0 4 3 13 0 1 0 0 0 AM Peak Hr Begins at: NATIONAL DATA AND SURVEYING SERVICES Axle Count MOVEMENT TOTALS CARS 89 199 0 0 326 164 45 0 28 0 0 0 Other Trucks 5 47 0 0 57 11 10 0 6 0 0 0 Bobtails 8 3 0 0 15 53 8 0 6 0 0 0 Chassis 0 3 0 0 5 4 13 0 2 0 0 0 Container 2 9 0 0 24 18 26 0 2 0 0 0 TOTALS 104 261 0 0 427 250 102 0 44 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR 745 AM Project # 11-5466-001 Class PEAK VOLUMES = 45 90 0 0 137 123 51 0 27 0 0 0 PEAK HR. FACTOR: 0.649 0.802 0.513 0.000

NATIONAL DATA AND SURVEYING SERVICES Axle Count Project # 11-5466-001 Class Location: Pico Ave & Pier C St City: Long Beach Date: 12/6/2011 Day: Tuesday CONTROL: Signalized LANES: 1 2 0 0 2 3 2 0 1 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR 14:00 CARS 1 24 0 0 15 13 9 0 3 0 0 0 Other Trucks 1 7 0 0 1 0 0 0 1 0 0 0 Bobtails 1 4 0 0 3 1 9 0 2 0 0 0 Chassis 0 1 0 0 0 0 0 0 1 0 0 0 Container 0 3 0 0 7 19 7 0 1 0 0 0 14:15 CARS 2 19 0 0 20 7 7 0 1 0 0 0 Other Trucks 1 9 0 0 1 1 2 0 0 0 0 0 Bobtails 1 1 0 0 4 2 9 0 4 0 0 0 Chassis 1 0 0 0 2 1 0 0 0 0 0 0 Container 2 3 0 0 3 11 10 0 1 0 0 0 14:30 CARS 2 42 0 0 13 10 12 0 4 0 0 0 Other Trucks 1 4 0 0 3 0 0 0 2 0 0 0 Bobtails 1 5 0 0 5 3 4 0 4 0 0 0 Chassis 0 0 0 0 0 1 0 0 0 0 0 0 Container 1 6 0 0 7 5 4 0 1 0 0 0 14:45 CARS 5 21 0 0 20 10 13 0 9 0 0 0 Other Trucks 0 3 0 0 3 0 1 0 0 0 0 0 Bobtails 1 3 0 0 1 8 3 0 4 0 0 0 Chassis 0 0 0 0 1 2 1 0 0 0 0 0 Container 0 5 0 0 3 8 2 0 0 0 0 0 15:00 CARS 2 40 0 0 19 4 10 0 3 0 0 0 Other Trucks 0 7 0 0 3 1 2 0 0 0 0 0 Bobtails 1 2 0 0 2 3 3 0 2 0 0 0 Chassis 0 0 0 0 0 0 0 0 1 0 0 0 Container 0 5 0 0 4 15 9 0 1 0 0 0 15:15 CARS 1 14 0 0 17 5 6 0 2 0 0 0 Other Trucks 1 3 0 0 4 0 0 0 0 0 0 0 Bobtails 0 5 0 0 4 2 4 0 0 0 0 0 Chassis 0 0 0 0 2 0 0 0 0 0 0 0 Container 1 9 0 0 2 15 5 0 0 0 0 0 15:30 CARS 5 38 0 0 21 9 14 0 3 0 0 0 Other Trucks 1 6 0 0 5 0 2 0 0 0 0 0 Bobtails 0 2 0 0 4 3 3 0 4 0 0 0 Chassis 0 0 0 0 2 1 0 0 0 0 0 0 Container 1 3 0 0 3 14 8 0 0 0 0 0 15:45 CARS 2 33 0 0 19 4 12 0 7 0 0 0 Other Trucks 0 7 0 0 2 0 1 0 0 0 0 0 Bobtails 0 2 0 0 2 1 5 0 2 0 0 0 Chassis 0 1 0 0 0 0 0 0 0 0 0 0 Container 0 4 0 0 4 12 29 0 1 0 0 0 16:00 CARS 2 44 0 0 31 7 14 0 7 0 0 0 Other Trucks 0 3 0 0 1 0 1 0 0 0 0 0 Bobtails 1 2 0 0 1 6 8 0 5 0 0 0 Chassis 0 0 0 0 0 0 0 0 1 0 0 0 Container 0 5 0 0 2 10 14 0 0 0 0 0 16:15 CARS 3 18 0 0 16 5 12 0 6 0 0 0 Other Trucks 1 5 0 0 1 0 0 0 0 0 0 0 Bobtails 1 4 0 0 3 8 1 0 3 0 0 0 Chassis 0 0 0 0 1 0 2 0 0 0 0 0 Container 0 5 0 0 2 4 10 0 0 0 0 0 16:30 CARS 4 29 0 0 26 7 34 0 23 0 0 0 Other Trucks 1 2 0 0 1 1 0 0 0 0 0 0 Bobtails 1 4 0 0 0 4 1 0 2 0 0 0 Chassis 0 1 0 0 0 0 1 0 1 0 0 0 Container 2 6 0 0 2 10 12 0 0 0 0 0 16:45 CARS 2 44 0 0 20 9 19 0 15 0 0 0 Other Trucks 2 0 0 0 2 1 0 0 0 0 0 0 Bobtails 0 5 0 0 1 15 0 0 0 0 0 0 Chassis 0 0 0 0 2 0 0 0 0 0 0 0 Container 1 5 0 0 7 7 9 0 0 0 0 0 17:00 CARS 11 23 0 0 15 4 18 0 4 0 0 0 Other Trucks 0 1 0 0 3 0 1 0 1 0 0 0 Bobtails 0 2 0 0 3 8 1 0 0 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 1 0 0 3 3 0 0 0 0 0 0 17:15 CARS 8 22 0 0 28 6 8 0 5 0 0 0 Other Trucks 0 4 0 0 0 0 0 0 0 0 0 0 Bobtails 0 0 0 0 1 4 5 0 2 0 0 0 Chassis 0 0 0 0 1 0 0 0 0 0 0 0 Container 0 1 0 0 5 15 4 0 0 0 0 0 17:30 CARS 4 18 0 0 22 8 4 0 4 0 0 0 Other Trucks 0 1 0 0 0 0 2 0 1 0 0 0 Bobtails 0 1 0 0 0 10 3 0 1 0 0 0 Chassis 0 1 0 0 0 0 1 0 1 0 0 0 Container 0 0 0 0 2 20 12 0 0 0 0 0 17:45 CARS 4 19 0 0 16 12 12 0 4 0 0 0 Other Trucks 0 1 0 0 3 0 0 0 1 0 0 0 Bobtails 1 0 0 0 1 3 3 0 2 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 3 0 0 2 12 10 0 0 0 0 0 MOVEMENT TOTALS CARS 58 448 0 0 318 120 204 0 100 0 0 0 Other Trucks 9 63 0 0 33 4 12 0 6 0 0 0 Bobtails 9 42 0 0 35 81 62 0 37 0 0 0 Chassis 1 4 0 0 11 5 5 0 5 0 0 0 Container 8 64 0 0 58 180 145 0 5 0 0 0 TOTALS 85 621 0 0 455 390 428 0 153 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR PM Peak Hr Begins at: 1600 PM PEAK VOLUMES = 21 182 0 0 119 94 138 0 63 0 0 0 PEAK HR. FACTOR: 0.860 0.832 0.679 0.000

Location: Pico Ave & Pier D Street/Water Street City: Long Beach Date: 12/6/2011 Day: Tuesday CONTROL: Signalized LANES: 1 2 0 0 2 1 1.5 0.5 1 0 1 1 NL NT NR SL ST SR EL ET ER WL WT WR 6:00 CARS 2 12 0 0 13 7 0 0 2 1 1 1 Other Trucks 3 3 0 0 3 0 0 0 2 0 0 2 Bobtails 0 0 0 0 0 0 0 0 0 0 0 1 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 1 0 0 0 0 0 0 0 6:15 CARS 4 15 0 1 16 8 1 0 3 2 1 0 Other Trucks 2 2 0 0 7 0 0 0 1 0 0 2 Bobtails 0 0 0 0 0 0 0 0 0 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 1 0 0 0 0 0 0 1 6:30 CARS 10 21 0 2 21 11 1 0 2 0 2 0 Other Trucks 2 2 0 0 3 0 2 0 2 0 0 2 Bobtails 0 0 0 0 1 0 0 0 0 0 0 1 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 2 0 0 2 0 0 0 0 1 0 3 6:45 CARS 9 23 1 0 43 13 3 0 4 1 2 2 Other Trucks 0 11 0 0 8 2 0 0 2 3 0 2 Bobtails 0 0 0 0 1 0 0 0 0 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 1 Container 0 0 0 0 0 0 0 0 0 1 0 0 7:00 CARS 8 21 0 0 21 4 1 0 2 2 0 2 Other Trucks 1 5 0 0 2 0 2 0 2 0 0 0 Bobtails 0 0 0 0 2 0 0 0 0 0 0 0 Chassis 1 0 0 0 1 0 0 0 0 0 0 0 Container 0 1 0 0 3 0 0 0 0 0 0 0 7:15 CARS 11 24 1 0 16 10 3 2 6 1 0 1 Other Trucks 3 7 1 0 6 0 2 0 2 3 0 3 Bobtails 0 1 0 0 1 0 0 0 0 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 1 0 0 Container 0 0 0 0 1 1 0 0 0 1 0 0 7:30 CARS 9 35 0 0 21 5 2 0 6 2 0 2 Other Trucks 2 7 0 0 9 2 0 0 1 0 0 1 Bobtails 0 0 0 0 0 0 0 0 0 1 0 0 Chassis 0 0 0 0 1 0 0 0 0 0 0 0 Container 0 0 0 0 3 0 0 0 0 1 0 1 7:45 CARS 4 29 1 1 18 10 3 1 3 2 0 1 Other Trucks 1 6 0 0 7 0 1 0 3 0 0 2 Bobtails 0 1 0 0 1 0 0 0 0 1 0 0 Chassis 0 1 0 0 1 0 0 0 0 0 0 0 Container 0 0 0 0 2 0 0 0 0 2 0 0 8:00 CARS 2 14 0 0 19 6 3 0 3 0 0 0 Other Trucks 3 1 0 0 9 1 0 0 2 2 0 1 Bobtails 0 3 0 0 1 0 0 0 0 0 0 0 Chassis 0 0 0 0 1 0 0 0 0 0 0 0 Container 0 0 0 0 2 0 0 0 0 1 0 0 8:15 CARS 4 24 0 0 13 7 3 0 5 0 1 0 Other Trucks 3 5 0 0 8 3 3 0 2 3 0 1 Bobtails 0 0 0 0 2 0 0 0 0 1 0 0 Chassis 0 0 0 0 2 0 0 0 0 0 0 0 Container 0 0 0 0 2 0 0 0 0 4 0 1 8:30 CARS 2 16 0 1 19 7 9 0 4 0 0 0 Other Trucks 1 2 0 0 10 2 1 0 0 1 0 1 Bobtails 0 2 0 0 4 0 0 0 0 1 0 0 Chassis 0 1 0 0 1 0 0 0 0 0 0 0 Container 0 5 0 0 3 0 0 0 0 1 0 0 8:45 CARS 8 12 0 1 19 3 2 0 5 2 0 0 Other Trucks 0 8 0 0 5 1 3 1 3 3 0 4 Bobtails 1 2 0 0 8 0 0 0 0 1 0 1 Chassis 0 1 0 0 1 1 0 0 0 0 0 0 Container 0 1 0 0 3 1 1 0 0 0 0 1 AM Peak Hr Begins at: MOVEMENT TOTALS CARS 73 246 3 6 239 91 31 3 45 13 7 9 Other Trucks 21 59 1 0 77 11 14 1 22 15 0 21 Bobtails 1 9 0 0 21 0 0 0 0 5 0 3 Chassis 1 3 0 0 8 1 0 0 0 1 0 1 Container 0 9 0 0 23 2 1 0 0 12 0 7 TOTALS 96 326 4 6 368 105 46 4 67 46 7 41 NL NT NR SL ST SR EL ET ER WL WT WR 645 AM PEAK VOLUMES = 44 135 3 0 139 37 13 2 25 17 2 15 PEAK HR. FACTOR: NATIONAL DATA AND SURVEYING SERVICES Axle Count Project # 11-5466-002 Class 0.858 0.657 0.667 0.708

Location: Pico Ave & Pier D Street/Water Street City: Long Beach Date: 12/6/2011 Day: Tuesday CONTROL: Signalized LANES: 1 2 0 0 2 1 1.5 0.5 1 0 1 1 NL NT NR SL ST SR EL ET ER WL WT WR 14:00 CARS 6 20 0 0 11 2 3 0 6 0 0 0 Other Trucks 1 9 0 0 6 1 2 0 4 0 0 0 Bobtails 0 4 0 0 6 0 1 0 0 0 0 0 Chassis 0 0 0 0 1 0 0 0 0 1 0 0 Container 1 1 0 0 6 1 0 0 1 2 0 2 14:15 CARS 4 16 0 0 9 2 1 0 1 0 1 0 Other Trucks 0 10 0 0 3 4 2 0 0 0 0 1 Bobtails 0 2 0 0 6 0 1 0 1 1 0 0 Chassis 0 1 0 0 2 0 0 0 0 0 0 0 Container 1 3 0 0 5 0 0 0 0 1 0 2 14:30 CARS 7 29 0 1 15 1 6 0 6 1 0 0 Other Trucks 1 8 0 0 5 6 0 1 2 0 0 1 Bobtails 0 3 0 0 10 0 0 0 0 0 0 3 Chassis 0 0 0 0 1 0 0 0 0 0 0 0 Container 1 4 0 0 4 2 0 0 0 3 0 2 14:45 CARS 0 17 0 0 18 4 8 0 5 2 0 3 Other Trucks 1 2 0 0 8 1 2 0 2 1 0 1 Bobtails 1 3 0 0 6 0 1 0 0 0 0 0 Chassis 0 0 0 0 1 0 0 0 0 0 0 0 Container 0 4 0 0 4 0 0 0 0 2 0 3 15:00 CARS 2 26 0 0 13 2 7 0 14 1 0 1 Other Trucks 1 9 0 0 6 1 1 0 1 0 0 1 Bobtails 0 2 0 0 4 0 0 0 1 1 0 1 Chassis 0 0 0 0 1 0 0 0 0 1 0 0 Container 1 2 0 0 4 0 0 0 0 1 0 2 15:15 CARS 4 13 0 0 15 3 4 0 5 0 0 0 Other Trucks 1 5 0 0 7 2 1 0 2 0 0 1 Bobtails 0 2 0 0 4 0 1 0 0 1 0 2 Chassis 0 0 0 0 1 1 0 0 0 0 0 0 Container 0 5 0 0 1 0 0 0 0 0 0 3 15:30 CARS 3 29 0 0 16 2 15 1 13 1 0 1 Other Trucks 0 9 0 0 5 2 0 0 2 0 0 3 Bobtails 0 2 0 0 7 0 0 0 0 1 0 1 Chassis 0 0 0 0 2 0 0 0 0 1 0 0 Container 1 2 0 0 3 0 0 0 0 1 0 2 15:45 CARS 0 17 0 0 21 2 14 2 10 2 0 0 Other Trucks 1 6 0 0 3 0 1 0 1 0 0 1 Bobtails 0 1 0 0 5 0 1 0 0 1 0 2 Chassis 0 1 0 0 0 0 0 0 0 0 0 0 Container 1 5 0 0 3 1 0 0 0 1 0 1 16:00 CARS 3 31 1 0 28 5 4 0 9 2 0 0 Other Trucks 1 4 0 0 2 0 2 0 1 0 0 0 Bobtails 0 3 0 1 5 0 0 0 0 2 0 1 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 1 3 0 0 4 0 0 0 0 2 0 3 16:15 CARS 0 16 0 0 25 1 3 1 9 0 1 0 Other Trucks 2 7 0 0 2 0 0 0 0 0 0 2 Bobtails 0 5 0 0 6 0 0 0 0 1 0 1 Chassis 0 0 0 0 1 0 0 0 0 0 0 0 Container 1 1 0 0 1 0 0 0 0 2 0 3 16:30 CARS 2 39 1 1 40 3 4 1 6 2 0 0 Other Trucks 0 2 0 0 2 2 1 0 1 0 0 0 Bobtails 0 4 0 0 2 0 1 0 0 1 0 1 Chassis 0 0 0 0 1 0 0 0 0 0 0 1 Container 0 3 0 0 2 0 0 0 0 2 0 5 16:45 CARS 2 36 0 0 34 1 6 0 3 0 0 0 Other Trucks 1 0 0 0 3 0 1 0 0 1 0 2 Bobtails 0 5 0 0 2 0 1 0 0 2 0 0 Chassis 0 0 0 0 2 0 0 0 0 0 0 0 Container 0 4 0 0 3 0 0 0 0 0 0 2 17:00 CARS 1 31 1 0 16 2 9 0 3 1 0 0 Other Trucks 0 0 0 0 4 1 0 0 1 0 0 2 Bobtails 0 0 0 0 3 0 0 0 0 2 0 1 Chassis 0 0 0 0 0 0 0 0 0 1 0 0 Container 0 1 0 0 4 0 0 0 0 2 0 0 17:15 CARS 1 21 0 1 33 1 2 0 3 1 0 0 Other Trucks 0 2 0 0 0 1 0 0 1 0 0 3 Bobtails 0 0 0 0 3 0 0 0 0 1 0 0 Chassis 0 0 0 0 1 0 0 0 0 0 0 0 Container 0 0 0 0 5 0 0 0 0 2 0 1 17:30 CARS 1 18 0 0 29 0 3 0 2 0 0 0 Other Trucks 0 0 0 0 0 0 0 0 0 1 0 0 Bobtails 0 1 0 0 1 0 0 0 0 1 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 1 Container 0 0 0 0 2 0 0 0 0 1 0 2 17:45 CARS 0 13 0 0 13 2 2 0 1 1 0 0 Other Trucks 1 1 0 0 4 0 0 0 1 1 0 0 Bobtails 0 2 0 0 3 0 0 0 0 2 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 1 0 0 2 0 0 0 0 2 0 2 MOVEMENT TOTALS CARS 36 372 3 3 336 33 91 5 96 14 2 5 Other Trucks 11 74 0 0 60 21 13 1 19 4 0 18 Bobtails 1 39 0 1 73 0 7 0 2 17 0 13 Chassis 0 2 0 0 14 1 0 0 0 4 0 2 Container 8 39 0 0 53 4 0 0 1 24 0 35 TOTALS 56 526 3 4 536 59 111 6 118 63 2 73 NL NT NR SL ST SR EL ET ER WL WT WR PM Peak Hr Begins at: 1600 PM PEAK VOLUMES = 13 163 2 2 165 12 23 2 29 17 1 21 PEAK HR. FACTOR: NATIONAL DATA AND SURVEYING SERVICES Axle Count Project # 11-5466-002 Class 0.873 0.844 0.844 0.813

Location: Pico Ave & Pier E St/EB Ocean Ave City: Long Beach Date: 12/6/2011 Day: Tuesday CONTROL: Signalized LANES: 1 1.5 0.5 1 2 0 1 1 0 0 2 0 NL NT NR SL ST SR EL ET ER WL WT WR 6:00 CARS 1 7 1 3 11 7 1 0 0 11 0 6 Other Trucks 1 4 0 1 1 1 0 0 0 0 0 3 Bobtails 0 0 0 0 0 0 0 0 0 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 0 0 0 0 0 0 0 1 6:15 CARS 1 6 0 5 10 15 1 0 0 20 0 11 Other Trucks 0 2 0 3 6 3 2 0 0 3 0 3 Bobtails 0 0 0 0 0 0 0 0 0 0 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 0 0 0 0 0 0 0 0 6:30 CARS 4 8 4 7 7 11 2 0 0 24 5 18 Other Trucks 0 10 2 0 1 0 1 0 0 2 0 5 Bobtails 0 0 0 0 0 0 0 0 0 0 0 1 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 1 0 0 0 0 0 0 1 6:45 CARS 3 16 10 10 8 14 0 0 1 29 0 15 Other Trucks 0 5 0 1 5 0 1 0 1 1 1 3 Bobtails 0 2 0 0 1 0 0 0 0 0 0 1 Chassis 0 1 0 0 0 0 0 0 0 1 0 0 Container 0 0 0 0 0 0 0 0 0 0 0 1 7:00 CARS 2 7 4 9 17 2 2 0 2 46 1 16 Other Trucks 0 4 0 1 3 0 1 0 0 3 0 3 Bobtails 0 0 0 0 2 0 0 0 0 1 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 2 0 0 0 0 0 0 0 7:15 CARS 1 5 2 3 18 0 2 0 4 30 1 18 Other Trucks 1 2 2 0 9 3 1 1 0 3 0 7 Bobtails 0 0 0 0 0 0 0 0 0 1 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 0 0 0 0 0 0 0 0 7:30 CARS 1 10 1 6 19 0 1 0 1 40 0 10 Other Trucks 0 7 1 1 8 1 0 1 0 4 0 5 Bobtails 0 0 0 0 1 0 0 0 0 4 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 1 0 0 0 0 3 0 0 7:45 CARS 1 9 1 10 14 0 0 0 0 29 1 23 Other Trucks 0 2 1 2 4 0 1 0 0 1 0 2 Bobtails 0 2 0 0 0 0 0 0 0 4 0 1 Chassis 0 0 0 0 2 0 0 0 0 1 0 0 Container 0 0 0 0 1 0 0 0 0 1 0 0 8:00 CARS 0 6 0 2 10 4 3 0 0 7 1 3 Other Trucks 0 3 2 2 6 2 0 1 0 3 0 3 Bobtails 0 0 0 0 1 0 0 0 0 12 0 3 Chassis 0 0 0 0 1 0 0 0 0 2 0 0 Container 0 0 0 0 0 0 0 0 0 1 0 1 8:15 CARS 0 12 2 5 7 0 0 0 0 6 1 11 Other Trucks 0 10 0 5 4 2 1 0 1 5 1 2 Bobtails 0 1 0 0 1 0 0 0 0 4 0 0 Chassis 0 1 0 0 0 0 0 0 0 3 0 0 Container 0 0 0 0 2 0 0 0 0 3 0 0 8:30 CARS 1 8 3 6 12 2 2 0 0 3 0 7 Other Trucks 0 2 1 0 9 0 1 0 0 0 0 2 Bobtails 0 8 0 0 2 0 0 0 0 5 0 3 Chassis 0 0 0 0 0 0 0 0 0 1 0 0 Container 0 0 0 0 0 0 0 0 0 2 0 5 8:45 CARS 2 13 2 5 15 2 2 0 0 8 0 8 Other Trucks 0 8 2 2 6 2 1 0 0 4 1 6 Bobtails 0 7 0 0 4 0 0 0 0 13 0 4 Chassis 0 1 0 0 0 0 0 0 0 0 0 0 Container 0 0 0 0 0 0 0 0 0 11 0 2 AM Peak Hr Begins at: MOVEMENT TOTALS CARS 17 107 30 71 148 57 16 0 8 253 10 146 Other Trucks 2 59 11 18 62 14 10 3 2 29 3 44 Bobtails 0 20 0 0 12 0 0 0 0 44 0 13 Chassis 0 3 0 0 3 0 0 0 0 8 0 0 Container 0 0 0 0 7 0 0 0 0 21 0 11 TOTALS 19 189 41 89 232 71 26 3 10 355 13 214 NL NT NR SL ST SR EL ET ER WL WT WR 645 AM PEAK VOLUMES = 8 59 20 31 94 20 8 2 9 166 3 79 PEAK HR. FACTOR: NATIONAL DATA AND SURVEYING SERVICES Axle Count Project # 11-5466-004 Class 0.588 0.929 0.594 0.886

Location: Pico Ave & Pier E St/EB Ocean Ave City: Long Beach Date: 12/6/2011 Day: Tuesday CONTROL: Signalized LANES: 1 1.5 0.5 1 2 0 1 1 0 0 2 0 NL NT NR SL ST SR EL ET ER WL WT WR 14:00 CARS 1 14 1 4 6 2 6 0 0 9 0 4 Other Trucks 0 7 1 0 6 0 1 0 0 3 0 5 Bobtails 0 11 1 0 2 0 0 0 0 14 0 2 Chassis 0 1 0 0 0 0 0 0 0 11 0 0 Container 0 3 0 0 3 0 0 0 0 4 0 2 14:15 CARS 1 10 1 8 12 0 1 0 2 3 1 7 Other Trucks 0 12 2 1 4 0 1 0 1 0 1 5 Bobtails 0 5 0 0 2 0 0 0 0 17 0 4 Chassis 0 2 0 0 1 0 0 0 0 8 0 1 Container 0 5 0 0 4 0 0 0 0 6 0 2 14:30 CARS 0 21 6 6 5 2 2 3 2 3 0 7 Other Trucks 0 4 1 1 3 0 0 0 0 3 0 5 Bobtails 0 2 0 0 5 0 0 0 0 16 0 3 Chassis 0 0 0 0 1 0 0 0 0 3 0 0 Container 0 8 0 0 3 0 0 0 0 4 0 2 14:45 CARS 0 14 2 10 7 1 2 0 4 4 0 6 Other Trucks 0 7 1 0 4 0 0 1 0 2 0 2 Bobtails 0 7 0 0 6 0 0 0 0 7 0 4 Chassis 0 0 0 0 1 0 0 0 0 2 0 0 Container 0 6 0 0 0 0 0 0 0 1 0 2 15:00 CARS 1 10 2 13 10 1 4 1 2 5 0 6 Other Trucks 1 3 1 1 1 1 3 0 0 4 0 2 Bobtails 0 3 0 0 4 0 0 0 0 8 0 3 Chassis 0 1 0 0 0 0 0 0 0 2 0 0 Container 0 4 0 0 1 0 0 0 0 8 0 3 15:15 CARS 0 11 0 8 13 2 2 1 0 1 0 6 Other Trucks 0 5 0 2 2 1 0 0 0 0 0 1 Bobtails 0 4 0 0 4 0 0 0 0 9 0 2 Chassis 0 0 0 0 1 0 0 0 0 2 0 0 Container 0 0 0 0 0 0 0 0 0 7 0 5 15:30 CARS 2 17 3 19 5 0 4 0 0 5 0 6 Other Trucks 1 8 0 0 1 0 1 0 1 0 0 1 Bobtails 0 13 0 0 2 0 0 0 0 10 0 0 Chassis 0 1 0 0 0 0 0 0 0 3 0 0 Container 0 3 0 0 1 0 0 0 0 9 0 4 15:45 CARS 0 13 0 8 9 1 0 1 0 4 1 2 Other Trucks 0 8 0 0 2 0 1 0 0 1 0 0 Bobtails 0 12 0 1 1 0 0 0 0 7 0 1 Chassis 0 1 0 0 0 0 0 0 0 1 0 0 Container 0 6 0 0 3 0 0 0 0 2 0 2 16:00 CARS 0 12 1 17 11 0 3 3 2 5 0 7 Other Trucks 0 10 0 1 3 0 0 0 0 4 0 4 Bobtails 0 8 0 0 0 0 0 0 0 8 0 1 Chassis 0 1 0 0 0 0 0 0 0 9 0 0 Container 0 4 0 0 1 0 0 0 0 6 0 3 16:15 CARS 0 7 3 17 4 0 1 3 0 8 0 7 Other Trucks 0 10 1 4 1 1 1 0 0 0 0 3 Bobtails 0 7 0 0 4 0 0 0 0 7 0 2 Chassis 0 0 0 0 0 0 0 0 0 1 0 0 Container 0 2 0 0 1 0 0 0 0 2 0 8 16:30 CARS 2 23 1 31 6 3 0 2 1 24 0 5 Other Trucks 0 3 0 0 1 0 0 0 0 0 0 0 Bobtails 0 5 0 0 2 0 0 0 0 10 0 3 Chassis 0 0 0 0 0 0 0 0 0 2 0 0 Container 0 1 0 0 1 0 0 0 0 3 0 2 16:45 CARS 0 43 3 12 7 1 5 1 1 21 0 6 Other Trucks 0 1 0 0 1 0 0 0 0 1 0 1 Bobtails 0 6 0 0 1 0 0 0 0 8 0 4 Chassis 0 0 0 0 1 0 0 0 0 3 0 0 Container 0 6 0 0 1 0 0 0 0 2 0 3 17:00 CARS 0 34 1 7 7 0 2 0 2 25 1 9 Other Trucks 0 0 0 0 2 0 0 0 0 0 0 1 Bobtails 0 2 0 0 2 0 0 0 0 4 0 2 Chassis 0 0 0 0 0 0 0 0 0 1 0 0 Container 0 1 0 0 1 0 0 0 0 3 0 2 17:15 CARS 0 5 2 11 16 0 2 5 0 21 0 6 Other Trucks 0 1 0 0 3 0 1 0 0 1 0 1 Bobtails 0 0 0 0 2 0 0 0 0 2 0 0 Chassis 0 0 0 0 0 0 0 0 0 2 0 0 Container 0 0 0 0 1 0 0 0 0 2 0 1 17:30 CARS 0 11 1 13 13 1 4 6 1 42 0 4 Other Trucks 0 1 0 0 1 0 0 0 0 0 0 1 Bobtails 0 1 0 0 1 0 0 0 0 4 0 0 Chassis 0 0 0 0 0 0 0 0 0 0 0 0 Container 0 1 0 0 1 0 0 0 0 3 0 0 17:45 CARS 0 5 1 8 7 0 2 0 0 22 0 6 Other Trucks 0 2 0 0 5 0 0 0 0 5 0 0 Bobtails 0 1 0 0 2 0 0 0 0 0 0 1 Chassis 0 0 0 0 0 0 0 0 0 1 0 0 Container 0 0 0 0 1 0 0 0 0 2 0 2 MOVEMENT TOTALS CARS 7 250 28 192 138 14 40 26 17 202 3 94 Other Trucks 2 82 7 10 40 3 9 1 2 24 1 32 Bobtails 0 87 1 1 40 0 0 0 0 131 0 32 Chassis 0 7 0 0 5 0 0 0 0 51 0 1 Container 0 50 0 0 23 0 0 0 0 64 0 43 TOTALS 9 476 36 203 246 17 49 27 19 472 4 202 NL NT NR SL ST SR EL ET ER WL WT WR PM Peak Hr Begins at: 1600 PM PEAK VOLUMES = 2 149 9 82 46 5 10 9 4 124 0 59 PEAK HR. FACTOR: NATIONAL DATA AND SURVEYING SERVICES Axle Count Project # 11-5466-004 Class 0.678 0.756 0.719 0.934

APPENDIX C: LEVEL OF SERVICE WORKSHEETS

EXISTING (2011)

EX AM Wed Jan 11, 2012 09:54:55 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.220 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 23 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 64 6 220 81 6 14 10 44 34 37 37 36 Initial Bse: 64 6 220 81 6 14 10 44 34 37 37 36 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 64 6 0 81 6 14 10 44 34 37 37 0 Reduced Vol: 64 6 0 81 6 14 10 44 34 37 37 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 64 6 0 81 6 14 10 44 34 37 37 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.72 0.28 1.00 1.13 0.87 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1156 444 1600 1805 1395 3200 1600 1600 Vol/Sat: 0.04 0.00 0.00 0.05 0.01 0.03 0.01 0.02 0.02 0.01 0.02 0.00 Crit Moves: **** **** **** ****

EX AM Wed Jan 11, 2012 09:54:55 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.187 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 45 90 0 0 137 123 51 0 27 0 0 0 Initial Bse: 45 90 0 0 137 123 51 0 27 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 90 0 0 137 0 51 0 27 0 0 0 Reduced Vol: 45 90 0 0 137 0 51 0 27 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 90 0 0 137 0 51 0 27 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.03 0.03 0.00 0.00 0.04 0.00 0.02 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

EX AM Wed Jan 11, 2012 09:54:55 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.101 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.2 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 44 135 3 0 139 37 13 2 25 17 2 15 Initial Bse: 44 135 3 0 139 37 13 2 25 17 2 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 44 135 3 0 139 37 13 2 25 17 2 15 Reduced Vol: 44 135 3 0 139 37 13 2 25 17 2 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 44 135 3 0 139 37 13 2 25 17 2 15 Lanes: 1.00 1.96 0.04 0.00 2.00 1.00 1.73 0.27 1.00 0.89 0.11 1.00 Final Sat.: 631 1357 30 0 1376 793 992 154 700 524 62 721 Vol/Sat: 0.07 0.10 0.10 xxxx 0.10 0.05 0.01 0.01 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.7 8.3 8.3 0.0 8.3 7.3 8.7 8.6 7.7 8.7 8.7 7.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.7 8.3 8.3 0.0 8.3 7.3 8.7 8.6 7.7 8.7 8.7 7.5 LOS by Move: A A A * A A A A A A A A ApproachDel: 8.4 8.1 8.1 8.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.4 8.1 8.1 8.2 LOS by Appr: A A A A AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

EX AM Wed Jan 11, 2012 09:54:55 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.266 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 8 59 20 31 94 20 8 2 9 166 3 79 Initial Bse: 8 59 20 31 94 20 8 2 9 166 3 79 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 8 59 20 31 94 20 8 2 9 166 3 79 Reduced Vol: 8 59 20 31 94 20 8 2 9 166 3 79 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 59 20 31 94 20 8 2 9 166 3 79 Lanes: 1.00 1.49 0.51 1.00 1.65 0.35 1.00 0.18 0.82 1.00 0.36 0.64 Final Sat.: 566 938 331 581 1060 232 589 130 584 624 270 474 Vol/Sat: 0.01 0.06 0.06 0.05 0.09 0.09 0.01 0.02 0.02 0.27 0.01 0.17 Crit Moves: **** **** **** **** Delay/Veh: 8.8 8.5 8.2 9.0 8.5 8.4 8.6 7.6 7.6 10.3 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.8 8.5 8.2 9.0 8.5 8.4 8.6 7.6 7.6 10.3 7.9 7.9 LOS by Move: A A A A A A A A A B A A ApproachDel: 8.5 8.6 8.0 9.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.6 8.0 9.5 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.3 0.1 0.1 Note: Queue reported is the number of cars per lane.

EX AM Wed Jan 11, 2012 09:54:55 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.431 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 6 0 49 49 680 0 0 961 19 Initial Bse: 0 0 0 6 0 49 49 680 0 0 961 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 6 0 49 49 680 0 0 961 19 Reduced Vol: 0 0 0 6 0 49 49 680 0 0 961 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 6 0 49 49 680 0 0 961 19 OvlAdjVol: 0 13 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.03 0.03 0.21 0.00 0.00 0.30 0.01 OvlAdjV/S: 0.00 0.01 Crit Moves: **** **** ****

EX AM Wed Jan 11, 2012 09:54:55 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.475 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 181 35 0 45 24 21 18 561 102 6 778 90 Initial Bse: 181 35 0 45 24 21 18 561 102 6 778 90 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 181 35 0 45 24 0 18 561 102 6 778 90 Reduced Vol: 181 35 0 45 24 0 18 561 102 6 778 90 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 181 35 0 45 24 0 18 561 102 6 778 90 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.54 0.46 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4062 738 1600 3200 1600 Vol/Sat: 0.11 0.01 0.00 0.03 0.01 0.00 0.01 0.14 0.14 0.00 0.24 0.06 Crit Moves: **** **** **** ****

EX AM Wed Jan 11, 2012 09:54:55 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 2.1 Worst Case Level Of Service: A[ 8.6] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 3 0 18 0 0 0 0 36 7 23 80 0 Initial Bse: 3 0 18 0 0 0 0 36 7 23 80 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 3 0 18 0 0 0 0 36 7 23 80 0 FinalVolume: 3 0 18 0 0 0 0 36 7 23 80 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 126 xxxx 22 xxxx xxxx xxxxx xxxx xxxx xxxxx 43 xxxx xxxxx Potent Cap.: 862 xxxx 1057 xxxx xxxx xxxxx xxxx xxxx xxxxx 1579 xxxx xxxxx Move Cap.: 852 xxxx 1057 xxxx xxxx xxxxx xxxx xxxx xxxxx 1579 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.2 xxxx 8.5 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.6 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

EX AM Wed Jan 11, 2012 09:54:56 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.055 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 7.6 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 20 0 35 38 24 0 0 52 34 Initial Bse: 0 0 0 20 0 35 38 24 0 0 52 34 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 20 0 35 38 24 0 0 52 34 Reduced Vol: 0 0 0 20 0 35 38 24 0 0 52 34 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 20 0 35 38 24 0 0 52 34 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 660 0 845 685 758 0 0 1491 872 Vol/Sat: xxxx xxxx xxxx 0.03 xxxx 0.04 0.06 0.03 xxxx xxxx 0.03 0.04 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.2 0.0 7.0 8.2 7.5 0.0 0.0 7.6 6.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.2 0.0 7.0 8.2 7.5 0.0 0.0 7.6 6.9 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.4 7.9 7.4 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.4 7.9 7.4 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

EX MIDDAY Wed Jan 11, 2012 09:54:46 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.315 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 59 11 133 69 10 12 11 32 113 205 61 130 Initial Bse: 59 11 133 69 10 12 11 32 113 205 61 130 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 59 11 0 69 10 12 11 32 113 205 61 0 Reduced Vol: 59 11 0 69 10 12 11 32 113 205 61 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 59 11 0 69 10 12 11 32 113 205 61 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.74 0.26 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1178 422 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.04 0.01 0.00 0.04 0.01 0.03 0.01 0.02 0.07 0.06 0.04 0.00 Crit Moves: **** **** **** ****

EX MIDDAY Wed Jan 11, 2012 09:54:46 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.177 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 160 0 0 112 102 93 0 38 0 0 0 Initial Bse: 21 160 0 0 112 102 93 0 38 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 160 0 0 112 0 93 0 38 0 0 0 Reduced Vol: 21 160 0 0 112 0 93 0 38 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 160 0 0 112 0 93 0 38 0 0 0 OvlAdjVol: 17 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.05 0.00 0.00 0.04 0.00 0.03 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.01 Crit Moves: **** **** ****

EX MIDDAY Wed Jan 11, 2012 09:54:47 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.098 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.2 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 24 136 0 1 127 24 27 1 28 14 1 18 Initial Bse: 24 136 0 1 127 24 27 1 28 14 1 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 136 0 1 127 24 27 1 28 14 1 18 Reduced Vol: 24 136 0 1 127 24 27 1 28 14 1 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 136 0 1 127 24 27 1 28 14 1 18 Lanes: 1.00 2.00 0.00 0.02 1.98 1.00 1.93 0.07 1.00 0.93 0.07 1.00 Final Sat.: 630 1384 0 11 1363 792 1123 42 721 555 40 736 Vol/Sat: 0.04 0.10 xxxx 0.09 0.09 0.03 0.02 0.02 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.5 8.3 0.0 8.3 8.3 7.2 8.7 8.7 7.6 8.6 8.6 7.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.5 8.3 0.0 8.3 8.3 7.2 8.7 8.7 7.6 8.6 8.6 7.4 LOS by Move: A A * A A A A A A A A A ApproachDel: 8.3 8.1 8.1 8.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.3 8.1 8.1 8.0 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

EX MIDDAY Wed Jan 11, 2012 09:54:47 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.197 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.8 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 139 16 30 75 5 13 4 9 120 2 63 Initial Bse: 2 139 16 30 75 5 13 4 9 120 2 63 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 139 16 30 75 5 13 4 9 120 2 63 Reduced Vol: 2 139 16 30 75 5 13 4 9 120 2 63 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 139 16 30 75 5 13 4 9 120 2 63 Lanes: 1.00 1.79 0.21 1.00 1.87 0.13 1.00 0.31 0.69 1.00 0.32 0.68 Final Sat.: 592 1172 137 581 1194 80 584 214 482 611 233 497 Vol/Sat: 0.00 0.12 0.12 0.05 0.06 0.06 0.02 0.02 0.02 0.20 0.01 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.7 8.6 8.9 8.4 8.4 8.7 7.7 7.7 9.7 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.7 8.6 8.9 8.4 8.4 8.7 7.7 7.7 9.7 7.9 7.9 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.7 8.6 8.2 9.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.7 8.6 8.2 9.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

EX MIDDAY Wed Jan 11, 2012 09:54:47 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.378 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 28 0 46 27 787 0 0 778 16 Initial Bse: 0 0 0 28 0 46 27 787 0 0 778 16 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 28 0 46 27 787 0 0 778 16 Reduced Vol: 0 0 0 28 0 46 27 787 0 0 778 16 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 28 0 46 27 787 0 0 778 16 OvlAdjVol: 19 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.25 0.00 0.00 0.24 0.01 OvlAdjV/S: 0.01 0.00 Crit Moves: **** **** ****

EX MIDDAY Wed Jan 11, 2012 09:54:47 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.418 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 29 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 111 70 5 110 40 30 39 680 95 4 648 142 Initial Bse: 111 70 5 110 40 30 39 680 95 4 648 142 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 111 70 0 110 40 0 39 680 95 4 648 142 Reduced Vol: 111 70 0 110 40 0 39 680 95 4 648 142 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 111 70 0 110 40 0 39 680 95 4 648 142 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.63 0.37 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4212 588 1600 3200 1600 Vol/Sat: 0.07 0.02 0.00 0.07 0.01 0.00 0.02 0.16 0.16 0.00 0.20 0.09 Crit Moves: **** **** **** ****

EX MIDDAY Wed Jan 11, 2012 09:54:47 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.8 Worst Case Level Of Service: A[ 8.7] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 1 0 34 0 0 0 0 84 5 14 87 0 Initial Bse: 1 0 34 0 0 0 0 84 5 14 87 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 0 34 0 0 0 0 84 5 14 87 0 FinalVolume: 1 0 34 0 0 0 0 84 5 14 87 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 158 xxxx 45 xxxx xxxx xxxxx xxxx xxxx xxxxx 89 xxxx xxxxx Potent Cap.: 823 xxxx 1022 xxxx xxxx xxxxx xxxx xxxx xxxxx 1519 xxxx xxxxx Move Cap.: 817 xxxx 1022 xxxx xxxx xxxxx xxxx xxxx xxxxx 1519 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.4 xxxx 8.6 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.7 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

EX MIDDAY Wed Jan 11, 2012 09:54:47 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.154 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.4 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 63 0 25 81 128 0 0 75 41 Initial Bse: 0 0 0 63 0 25 81 128 0 0 75 41 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 63 0 25 81 128 0 0 75 41 Reduced Vol: 0 0 0 63 0 25 81 128 0 0 75 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 63 0 25 81 128 0 0 75 41 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.78 1.22 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 602 0 752 526 885 0 0 1359 783 Vol/Sat: xxxx xxxx xxxx 0.10 xxxx 0.03 0.15 0.14 xxxx xxxx 0.06 0.05 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.4 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 8.6 8.6 7.9 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 8.6 8.6 7.9 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 0.2 0.2 0.0 0.0 0.1 0.1 Note: Queue reported is the number of cars per lane.

EX PM Wed Jan 11, 2012 09:54:16 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.336 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 26 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 76 6 160 59 16 12 56 55 137 212 45 162 Initial Bse: 76 6 160 59 16 12 56 55 137 212 45 162 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 76 6 0 59 16 12 56 55 137 212 45 0 Reduced Vol: 76 6 0 59 16 12 56 55 137 212 45 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 76 6 0 59 16 12 56 55 137 212 45 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.72 0.28 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1159 441 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.05 0.00 0.00 0.04 0.01 0.03 0.04 0.03 0.09 0.07 0.03 0.00 Crit Moves: **** **** **** ****

EX PM Wed Jan 11, 2012 09:54:16 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.200 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 182 0 0 119 94 138 0 63 0 0 0 Initial Bse: 21 182 0 0 119 94 138 0 63 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 182 0 0 119 0 138 0 63 0 0 0 Reduced Vol: 21 182 0 0 119 0 138 0 63 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 182 0 0 119 0 138 0 63 0 0 0 OvlAdjVol: 42 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.06 0.00 0.00 0.04 0.00 0.04 0.00 0.04 0.00 0.00 0.00 OvlAdjV/S: 0.03 Crit Moves: **** **** ****

EX PM Wed Jan 11, 2012 09:54:16 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.123 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.4 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 13 163 2 2 165 12 23 2 29 17 1 21 Initial Bse: 13 163 2 2 165 12 23 2 29 17 1 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 13 163 2 2 165 12 23 2 29 17 1 21 Reduced Vol: 13 163 2 2 165 12 23 2 29 17 1 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 163 2 2 165 12 23 2 29 17 1 21 Lanes: 1.00 1.98 0.02 0.02 1.98 1.00 1.84 0.16 1.00 0.94 0.06 1.00 Final Sat.: 621 1345 17 16 1341 782 1045 91 696 548 32 715 Vol/Sat: 0.02 0.12 0.12 0.12 0.12 0.02 0.02 0.02 0.04 0.03 0.03 0.03 Crit Moves: **** **** **** **** Delay/Veh: 8.4 8.5 8.5 8.5 8.5 7.2 8.8 8.8 7.7 8.8 8.8 7.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.4 8.5 8.5 8.5 8.5 7.2 8.8 8.8 7.7 8.8 8.8 7.5 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.5 8.4 8.2 8.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.4 8.2 8.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

EX PM Wed Jan 11, 2012 09:54:16 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.207 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 149 9 82 46 5 10 9 4 124 0 59 Initial Bse: 2 149 9 82 46 5 10 9 4 124 0 59 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 149 9 82 46 5 10 9 4 124 0 59 Reduced Vol: 2 149 9 82 46 5 10 9 4 124 0 59 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 149 9 82 46 5 10 9 4 124 0 59 Lanes: 1.00 1.89 0.11 1.00 1.80 0.20 1.00 0.69 0.31 1.00 0.36 0.64 Final Sat.: 585 1213 74 583 1152 127 574 448 199 600 253 459 Vol/Sat: 0.00 0.12 0.12 0.14 0.04 0.04 0.02 0.02 0.02 0.21 0.00 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.8 8.7 9.6 8.3 8.2 8.8 8.1 8.1 9.9 8.0 8.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.8 8.7 9.6 8.3 8.2 8.8 8.1 8.1 9.9 8.0 8.0 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.8 9.1 8.4 9.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 9.1 8.4 9.3 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

EX PM Wed Jan 11, 2012 09:54:16 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.467 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 48 0 80 30 1077 0 0 924 18 Initial Bse: 0 0 0 48 0 80 30 1077 0 0 924 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 48 0 80 30 1077 0 0 924 18 Reduced Vol: 0 0 0 48 0 80 30 1077 0 0 924 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 48 0 80 30 1077 0 0 924 18 OvlAdjVol: 50 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.02 0.34 0.00 0.00 0.29 0.01 OvlAdjV/S: 0.03 0.00 Crit Moves: **** **** ****

EX PM Wed Jan 11, 2012 09:54:16 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.455 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 134 73 5 64 47 42 35 896 184 2 750 175 Initial Bse: 134 73 5 64 47 42 35 896 184 2 750 175 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 134 73 0 64 47 0 35 896 184 2 750 175 Reduced Vol: 134 73 0 64 47 0 35 896 184 2 750 175 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 134 73 0 64 47 0 35 896 184 2 750 175 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.49 0.51 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3982 818 1600 3200 1600 Vol/Sat: 0.08 0.02 0.00 0.04 0.01 0.00 0.02 0.23 0.22 0.00 0.23 0.11 Crit Moves: **** **** **** ****

EX PM Wed Jan 11, 2012 09:54:16 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.0 Worst Case Level Of Service: A[ 9.0] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 4 0 30 0 0 0 0 184 5 4 113 0 Initial Bse: 4 0 30 0 0 0 0 184 5 4 113 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 0 30 0 0 0 0 184 5 4 113 0 FinalVolume: 4 0 30 0 0 0 0 184 5 4 113 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 251 xxxx 95 xxxx xxxx xxxxx xxxx xxxx xxxxx 189 xxxx xxxxx Potent Cap.: 722 xxxx 950 xxxx xxxx xxxxx xxxx xxxx xxxxx 1397 xxxx xxxxx Move Cap.: 720 xxxx 950 xxxx xxxx xxxxx xxxx xxxx xxxxx 1397 xxxx xxxxx Volume/Cap: 0.01 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.00 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 10.0 xxxx 8.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx LOS by Move: B * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 9.0 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

EX PM Wed Jan 11, 2012 09:54:16 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.083 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 7.7 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 19 0 24 44 73 0 0 60 27 Initial Bse: 0 0 0 19 0 24 44 73 0 0 60 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 19 0 24 44 73 0 0 60 27 Reduced Vol: 0 0 0 19 0 24 44 73 0 0 60 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 19 0 24 44 73 0 0 60 27 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.75 1.25 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 640 0 811 531 938 0 0 1467 856 Vol/Sat: xxxx xxxx xxxx 0.03 xxxx 0.03 0.08 0.08 xxxx xxxx 0.04 0.03 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.3 0.0 7.1 8.2 7.8 0.0 0.0 7.7 7.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.3 0.0 7.1 8.2 7.8 0.0 0.0 7.7 7.0 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.6 8.0 7.5 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.6 8.0 7.5 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

EXISTING (2011) PLUS PROJECT ALTERNATIVES 1 AND 3

E+P AM Thu Feb 2, 2012 10:58:27 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.245 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 23 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 64 6 278 81 6 14 10 44 34 95 37 36 Initial Bse: 64 6 278 81 6 14 10 44 34 95 37 36 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 64 6 0 81 6 14 10 44 34 95 37 0 Reduced Vol: 64 6 0 81 6 14 10 44 34 95 37 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 64 6 0 81 6 14 10 44 34 95 37 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.72 0.28 1.00 1.13 0.87 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1156 444 1600 1805 1395 3200 1600 1600 Vol/Sat: 0.04 0.00 0.00 0.05 0.01 0.03 0.01 0.02 0.02 0.03 0.02 0.00 Crit Moves: **** **** **** ****

E+P AM Thu Feb 2, 2012 10:58:27 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.205 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 45 148 0 0 195 123 51 0 27 0 0 0 Initial Bse: 45 148 0 0 195 123 51 0 27 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 148 0 0 195 0 51 0 27 0 0 0 Reduced Vol: 45 148 0 0 195 0 51 0 27 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 148 0 0 195 0 51 0 27 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.03 0.05 0.00 0.00 0.06 0.00 0.02 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

E+P AM Thu Feb 2, 2012 10:58:27 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.127 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.6 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 50 135 3 0 139 95 71 2 31 17 2 15 Initial Bse: 50 135 3 0 139 95 71 2 31 17 2 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 50 135 3 0 139 95 71 2 31 17 2 15 Reduced Vol: 50 135 3 0 139 95 71 2 31 17 2 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 50 135 3 0 139 95 71 2 31 17 2 15 Lanes: 1.00 1.96 0.04 0.00 2.00 1.00 1.95 0.05 1.00 0.89 0.11 1.00 Final Sat.: 590 1261 28 0 1303 747 1071 30 673 499 59 677 Vol/Sat: 0.08 0.11 0.11 xxxx 0.11 0.13 0.07 0.07 0.05 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 9.1 8.7 8.7 0.0 8.6 8.0 9.3 9.3 7.9 9.0 9.0 7.7 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 9.1 8.7 8.7 0.0 8.6 8.0 9.3 9.3 7.9 9.0 9.0 7.7 LOS by Move: A A A * A A A A A A A A ApproachDel: 8.8 8.4 8.9 8.4 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 8.4 8.9 8.4 LOS by Appr: A A A A AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

E+P AM Thu Feb 2, 2012 10:58:27 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.266 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 8 59 20 31 94 20 8 2 9 166 3 85 Initial Bse: 8 59 20 31 94 20 8 2 9 166 3 85 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 8 59 20 31 94 20 8 2 9 166 3 85 Reduced Vol: 8 59 20 31 94 20 8 2 9 166 3 85 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 59 20 31 94 20 8 2 9 166 3 85 Lanes: 1.00 1.49 0.51 1.00 1.65 0.35 1.00 0.18 0.82 1.00 0.33 0.67 Final Sat.: 565 935 330 579 1057 231 588 130 583 624 247 501 Vol/Sat: 0.01 0.06 0.06 0.05 0.09 0.09 0.01 0.02 0.02 0.27 0.01 0.17 Crit Moves: **** **** **** **** Delay/Veh: 8.9 8.5 8.2 9.0 8.6 8.4 8.6 7.6 7.6 10.3 8.0 8.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.9 8.5 8.2 9.0 8.6 8.4 8.6 7.6 7.6 10.3 8.0 8.0 LOS by Move: A A A A A A A A A B A A ApproachDel: 8.5 8.6 8.0 9.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.6 8.0 9.5 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.3 0.1 0.1 Note: Queue reported is the number of cars per lane.

E+P AM Thu Feb 2, 2012 10:58:27 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.431 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 6 0 49 49 680 0 0 961 19 Initial Bse: 0 0 0 6 0 49 49 680 0 0 961 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 6 0 49 49 680 0 0 961 19 Reduced Vol: 0 0 0 6 0 49 49 680 0 0 961 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 6 0 49 49 680 0 0 961 19 OvlAdjVol: 0 13 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.03 0.03 0.21 0.00 0.00 0.30 0.01 OvlAdjV/S: 0.00 0.01 Crit Moves: **** **** ****

E+P AM Thu Feb 2, 2012 10:58:27 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.475 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 181 35 0 45 24 21 18 561 102 6 778 90 Initial Bse: 181 35 0 45 24 21 18 561 102 6 778 90 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 181 35 0 45 24 0 18 561 102 6 778 90 Reduced Vol: 181 35 0 45 24 0 18 561 102 6 778 90 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 181 35 0 45 24 0 18 561 102 6 778 90 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.54 0.46 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4062 738 1600 3200 1600 Vol/Sat: 0.11 0.01 0.00 0.03 0.01 0.00 0.01 0.14 0.14 0.00 0.24 0.06 Crit Moves: **** **** **** ****

E+P AM Thu Feb 2, 2012 10:58:27 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 2.1 Worst Case Level Of Service: A[ 8.6] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 3 0 18 0 0 0 0 36 7 23 80 0 Initial Bse: 3 0 18 0 0 0 0 36 7 23 80 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 3 0 18 0 0 0 0 36 7 23 80 0 FinalVolume: 3 0 18 0 0 0 0 36 7 23 80 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 126 xxxx 22 xxxx xxxx xxxxx xxxx xxxx xxxxx 43 xxxx xxxxx Potent Cap.: 862 xxxx 1057 xxxx xxxx xxxxx xxxx xxxx xxxxx 1579 xxxx xxxxx Move Cap.: 852 xxxx 1057 xxxx xxxx xxxxx xxxx xxxx xxxxx 1579 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.2 xxxx 8.5 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.6 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

E+P AM Thu Feb 2, 2012 10:58:27 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.055 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 7.6 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 20 0 35 38 24 0 0 52 34 Initial Bse: 0 0 0 20 0 35 38 24 0 0 52 34 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 20 0 35 38 24 0 0 52 34 Reduced Vol: 0 0 0 20 0 35 38 24 0 0 52 34 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 20 0 35 38 24 0 0 52 34 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 660 0 845 685 758 0 0 1491 872 Vol/Sat: xxxx xxxx xxxx 0.03 xxxx 0.04 0.06 0.03 xxxx xxxx 0.03 0.04 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.2 0.0 7.0 8.2 7.5 0.0 0.0 7.6 6.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.2 0.0 7.0 8.2 7.5 0.0 0.0 7.6 6.9 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.4 7.9 7.4 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.4 7.9 7.4 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

E+P MIDDAY Thu Feb 2, 2012 10:58:29 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.334 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 26 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 59 11 193 70 10 12 11 33 113 265 62 131 Initial Bse: 59 11 193 70 10 12 11 33 113 265 62 131 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 59 11 0 70 10 12 11 33 113 265 62 0 Reduced Vol: 59 11 0 70 10 12 11 33 113 265 62 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 59 11 0 70 10 12 11 33 113 265 62 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.74 0.26 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1183 417 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.04 0.01 0.00 0.04 0.01 0.03 0.01 0.02 0.07 0.08 0.04 0.00 Crit Moves: **** **** **** ****

E+P MIDDAY Thu Feb 2, 2012 10:58:29 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.198 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 222 0 0 174 102 93 0 38 0 0 0 Initial Bse: 21 222 0 0 174 102 93 0 38 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 222 0 0 174 0 93 0 38 0 0 0 Reduced Vol: 21 222 0 0 174 0 93 0 38 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 222 0 0 174 0 93 0 38 0 0 0 OvlAdjVol: 17 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.07 0.00 0.00 0.05 0.00 0.03 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.01 Crit Moves: **** **** ****

E+P MIDDAY Thu Feb 2, 2012 10:58:29 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.116 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.6 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 30 136 0 1 127 86 89 1 34 14 1 18 Initial Bse: 30 136 0 1 127 86 89 1 34 14 1 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 30 136 0 1 127 86 89 1 34 14 1 18 Reduced Vol: 30 136 0 1 127 86 89 1 34 14 1 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 30 136 0 1 127 86 89 1 34 14 1 18 Lanes: 1.00 2.00 0.00 0.02 1.98 1.00 1.98 0.02 1.00 0.93 0.07 1.00 Final Sat.: 587 1280 0 10 1289 744 1111 13 691 525 38 688 Vol/Sat: 0.05 0.11 xxxx 0.10 0.10 0.12 0.08 0.08 0.05 0.03 0.03 0.03 Crit Moves: **** **** **** **** Delay/Veh: 8.9 8.7 0.0 8.6 8.6 7.9 9.3 9.3 7.8 8.9 8.9 7.7 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.9 8.7 0.0 8.6 8.6 7.9 9.3 9.3 7.8 8.9 8.9 7.7 LOS by Move: A A * A A A A A A A A A ApproachDel: 8.7 8.3 8.9 8.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.7 8.3 8.9 8.2 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

E+P MIDDAY Thu Feb 2, 2012 10:58:29 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.197 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.8 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 139 16 30 75 5 13 4 9 120 2 69 Initial Bse: 2 139 16 30 75 5 13 4 9 120 2 69 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 139 16 30 75 5 13 4 9 120 2 69 Reduced Vol: 2 139 16 30 75 5 13 4 9 120 2 69 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 139 16 30 75 5 13 4 9 120 2 69 Lanes: 1.00 1.79 0.21 1.00 1.87 0.13 1.00 0.31 0.69 1.00 0.28 0.72 Final Sat.: 590 1169 137 580 1190 80 584 214 481 610 204 530 Vol/Sat: 0.00 0.12 0.12 0.05 0.06 0.06 0.02 0.02 0.02 0.20 0.01 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.7 8.6 9.0 8.5 8.4 8.7 7.7 7.7 9.7 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.7 8.6 9.0 8.5 8.4 8.7 7.7 7.7 9.7 7.9 7.9 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.7 8.6 8.2 9.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.7 8.6 8.2 9.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

E+P MIDDAY Thu Feb 2, 2012 10:58:30 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.378 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 28 0 47 28 788 0 0 779 16 Initial Bse: 0 0 0 28 0 47 28 788 0 0 779 16 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 28 0 47 28 788 0 0 779 16 Reduced Vol: 0 0 0 28 0 47 28 788 0 0 779 16 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 28 0 47 28 788 0 0 779 16 OvlAdjVol: 19 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.25 0.00 0.00 0.24 0.01 OvlAdjV/S: 0.01 0.00 Crit Moves: **** **** ****

E+P MIDDAY Thu Feb 2, 2012 10:58:30 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.418 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 29 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 112 70 5 110 40 30 39 680 96 4 648 142 Initial Bse: 112 70 5 110 40 30 39 680 96 4 648 142 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 70 0 110 40 0 39 680 96 4 648 142 Reduced Vol: 112 70 0 110 40 0 39 680 96 4 648 142 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 112 70 0 110 40 0 39 680 96 4 648 142 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.63 0.37 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4206 594 1600 3200 1600 Vol/Sat: 0.07 0.02 0.00 0.07 0.01 0.00 0.02 0.16 0.16 0.00 0.20 0.09 Crit Moves: **** **** **** ****

E+P MIDDAY Thu Feb 2, 2012 10:58:30 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.8 Worst Case Level Of Service: A[ 8.7] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 1 0 34 0 0 0 0 85 5 14 88 0 Initial Bse: 1 0 34 0 0 0 0 85 5 14 88 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 0 34 0 0 0 0 85 5 14 88 0 FinalVolume: 1 0 34 0 0 0 0 85 5 14 88 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 160 xxxx 45 xxxx xxxx xxxxx xxxx xxxx xxxxx 90 xxxx xxxxx Potent Cap.: 822 xxxx 1022 xxxx xxxx xxxxx xxxx xxxx xxxxx 1518 xxxx xxxxx Move Cap.: 816 xxxx 1022 xxxx xxxx xxxxx xxxx xxxx xxxxx 1518 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.4 xxxx 8.6 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.7 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

E+P MIDDAY Thu Feb 2, 2012 10:58:30 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.154 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.4 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 64 0 25 81 128 0 0 75 42 Initial Bse: 0 0 0 64 0 25 81 128 0 0 75 42 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 64 0 25 81 128 0 0 75 42 Reduced Vol: 0 0 0 64 0 25 81 128 0 0 75 42 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 64 0 25 81 128 0 0 75 42 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.78 1.22 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 602 0 751 525 884 0 0 1358 782 Vol/Sat: xxxx xxxx xxxx 0.11 xxxx 0.03 0.15 0.14 xxxx xxxx 0.06 0.05 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.4 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 8.6 8.6 7.9 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 8.6 8.6 7.9 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 0.2 0.2 0.0 0.0 0.1 0.1 Note: Queue reported is the number of cars per lane.

E+P PM Thu Feb 2, 2012 10:58:32 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.354 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 27 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 76 6 217 59 16 12 56 55 137 270 45 162 Initial Bse: 76 6 217 59 16 12 56 55 137 270 45 162 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 76 6 0 59 16 12 56 55 137 270 45 0 Reduced Vol: 76 6 0 59 16 12 56 55 137 270 45 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 76 6 0 59 16 12 56 55 137 270 45 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.72 0.28 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1159 441 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.05 0.00 0.00 0.04 0.01 0.03 0.04 0.03 0.09 0.08 0.03 0.00 Crit Moves: **** **** **** ****

E+P PM Thu Feb 2, 2012 10:58:32 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.218 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 23 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 240 0 0 177 94 138 0 63 0 0 0 Initial Bse: 21 240 0 0 177 94 138 0 63 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 240 0 0 177 0 138 0 63 0 0 0 Reduced Vol: 21 240 0 0 177 0 138 0 63 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 240 0 0 177 0 138 0 63 0 0 0 OvlAdjVol: 42 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.08 0.00 0.00 0.06 0.00 0.04 0.00 0.04 0.00 0.00 0.00 OvlAdjV/S: 0.03 Crit Moves: **** **** ****

E+P PM Thu Feb 2, 2012 10:58:32 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.130 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.7 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 19 163 2 2 165 70 81 2 35 17 1 21 Initial Bse: 19 163 2 2 165 70 81 2 35 17 1 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 19 163 2 2 165 70 81 2 35 17 1 21 Reduced Vol: 19 163 2 2 165 70 81 2 35 17 1 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 19 163 2 2 165 70 81 2 35 17 1 21 Lanes: 1.00 1.98 0.02 0.02 1.98 1.00 1.95 0.05 1.00 0.94 0.06 1.00 Final Sat.: 580 1252 15 15 1273 736 1071 26 670 521 31 673 Vol/Sat: 0.03 0.13 0.13 0.13 0.13 0.10 0.08 0.08 0.05 0.03 0.03 0.03 Crit Moves: **** **** **** **** Delay/Veh: 8.9 8.9 8.9 8.9 8.9 7.8 9.4 9.4 8.0 9.0 9.0 7.8 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.9 8.9 8.9 8.9 8.9 7.8 9.4 9.4 8.0 9.0 9.0 7.8 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.9 8.6 9.0 8.4 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.9 8.6 9.0 8.4 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

E+P PM Thu Feb 2, 2012 10:58:32 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.207 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 149 9 82 46 5 10 9 4 124 0 65 Initial Bse: 2 149 9 82 46 5 10 9 4 124 0 65 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 149 9 82 46 5 10 9 4 124 0 65 Reduced Vol: 2 149 9 82 46 5 10 9 4 124 0 65 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 149 9 82 46 5 10 9 4 124 0 65 Lanes: 1.00 1.89 0.11 1.00 1.80 0.20 1.00 0.69 0.31 1.00 0.31 0.69 Final Sat.: 584 1210 74 580 1149 127 573 447 199 600 224 493 Vol/Sat: 0.00 0.12 0.12 0.14 0.04 0.04 0.02 0.02 0.02 0.21 0.00 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.8 8.8 9.6 8.3 8.2 8.8 8.1 8.1 9.9 8.0 8.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.8 8.8 9.6 8.3 8.2 8.8 8.1 8.1 9.9 8.0 8.0 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.8 9.1 8.4 9.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 9.1 8.4 9.3 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

E+P PM Thu Feb 2, 2012 10:58:32 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.467 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 48 0 80 30 1077 0 0 924 18 Initial Bse: 0 0 0 48 0 80 30 1077 0 0 924 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 48 0 80 30 1077 0 0 924 18 Reduced Vol: 0 0 0 48 0 80 30 1077 0 0 924 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 48 0 80 30 1077 0 0 924 18 OvlAdjVol: 50 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.02 0.34 0.00 0.00 0.29 0.01 OvlAdjV/S: 0.03 0.00 Crit Moves: **** **** ****

E+P PM Thu Feb 2, 2012 10:58:32 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.455 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 134 73 5 64 47 42 35 896 184 2 750 175 Initial Bse: 134 73 5 64 47 42 35 896 184 2 750 175 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 134 73 0 64 47 0 35 896 184 2 750 175 Reduced Vol: 134 73 0 64 47 0 35 896 184 2 750 175 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 134 73 0 64 47 0 35 896 184 2 750 175 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.49 0.51 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3982 818 1600 3200 1600 Vol/Sat: 0.08 0.02 0.00 0.04 0.01 0.00 0.02 0.23 0.22 0.00 0.23 0.11 Crit Moves: **** **** **** ****

E+P PM Thu Feb 2, 2012 10:58:32 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.0 Worst Case Level Of Service: A[ 9.0] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 4 0 30 0 0 0 0 184 5 4 113 0 Initial Bse: 4 0 30 0 0 0 0 184 5 4 113 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 0 30 0 0 0 0 184 5 4 113 0 FinalVolume: 4 0 30 0 0 0 0 184 5 4 113 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 251 xxxx 95 xxxx xxxx xxxxx xxxx xxxx xxxxx 189 xxxx xxxxx Potent Cap.: 722 xxxx 950 xxxx xxxx xxxxx xxxx xxxx xxxxx 1397 xxxx xxxxx Move Cap.: 720 xxxx 950 xxxx xxxx xxxxx xxxx xxxx xxxxx 1397 xxxx xxxxx Volume/Cap: 0.01 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.00 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 10.0 xxxx 8.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx LOS by Move: B * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 9.0 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

E+P PM Thu Feb 2, 2012 10:58:32 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.083 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 7.7 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 19 0 24 44 73 0 0 60 27 Initial Bse: 0 0 0 19 0 24 44 73 0 0 60 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 19 0 24 44 73 0 0 60 27 Reduced Vol: 0 0 0 19 0 24 44 73 0 0 60 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 19 0 24 44 73 0 0 60 27 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.75 1.25 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 640 0 811 531 938 0 0 1467 856 Vol/Sat: xxxx xxxx xxxx 0.03 xxxx 0.03 0.08 0.08 xxxx xxxx 0.04 0.03 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.3 0.0 7.1 8.2 7.8 0.0 0.0 7.7 7.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.3 0.0 7.1 8.2 7.8 0.0 0.0 7.7 7.0 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.6 8.0 7.5 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.6 8.0 7.5 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

EXISTING (2011) PLUS PROJECT ALTERNATIVE 2

E+PIERB AM Thu Feb 2, 2012 10:58:34 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.295 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 121 6 220 81 6 14 10 48 92 37 41 36 Initial Bse: 121 6 220 81 6 14 10 48 92 37 41 36 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 121 6 0 81 6 14 10 48 92 37 41 0 Reduced Vol: 121 6 0 81 6 14 10 48 92 37 41 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 121 6 0 81 6 14 10 48 92 37 41 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.72 0.28 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1156 444 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.08 0.00 0.00 0.05 0.01 0.03 0.01 0.03 0.06 0.01 0.03 0.00 Crit Moves: **** **** **** ****

E+PIERB AM Thu Feb 2, 2012 10:58:34 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.188 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 45 93 0 0 140 123 51 0 27 0 0 0 Initial Bse: 45 93 0 0 140 123 51 0 27 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 93 0 0 140 0 51 0 27 0 0 0 Reduced Vol: 45 93 0 0 140 0 51 0 27 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 93 0 0 140 0 51 0 27 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.03 0.03 0.00 0.00 0.04 0.00 0.02 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

E+PIERB AM Thu Feb 2, 2012 10:58:34 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.103 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.2 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 44 138 3 0 142 37 13 2 25 17 2 15 Initial Bse: 44 138 3 0 142 37 13 2 25 17 2 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 44 138 3 0 142 37 13 2 25 17 2 15 Reduced Vol: 44 138 3 0 142 37 13 2 25 17 2 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 44 138 3 0 142 37 13 2 25 17 2 15 Lanes: 1.00 1.96 0.04 0.00 2.00 1.00 1.73 0.27 1.00 0.89 0.11 1.00 Final Sat.: 630 1356 30 0 1374 792 989 154 697 523 62 718 Vol/Sat: 0.07 0.10 0.10 xxxx 0.10 0.05 0.01 0.01 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.7 8.3 8.3 0.0 8.4 7.3 8.7 8.7 7.7 8.7 8.7 7.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.7 8.3 8.3 0.0 8.4 7.3 8.7 8.7 7.7 8.7 8.7 7.5 LOS by Move: A A A * A A A A A A A A ApproachDel: 8.4 8.1 8.1 8.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.4 8.1 8.1 8.2 LOS by Appr: A A A A AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

E+PIERB AM Thu Feb 2, 2012 10:58:34 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.266 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 8 59 20 31 94 20 8 2 9 166 3 82 Initial Bse: 8 59 20 31 94 20 8 2 9 166 3 82 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 8 59 20 31 94 20 8 2 9 166 3 82 Reduced Vol: 8 59 20 31 94 20 8 2 9 166 3 82 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 59 20 31 94 20 8 2 9 166 3 82 Lanes: 1.00 1.49 0.51 1.00 1.65 0.35 1.00 0.18 0.82 1.00 0.35 0.65 Final Sat.: 565 936 331 580 1059 231 588 130 583 624 259 488 Vol/Sat: 0.01 0.06 0.06 0.05 0.09 0.09 0.01 0.02 0.02 0.27 0.01 0.17 Crit Moves: **** **** **** **** Delay/Veh: 8.9 8.5 8.2 9.0 8.6 8.4 8.6 7.6 7.6 10.3 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.9 8.5 8.2 9.0 8.6 8.4 8.6 7.6 7.6 10.3 7.9 7.9 LOS by Move: A A A A A A A A A B A A ApproachDel: 8.5 8.6 8.0 9.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.6 8.0 9.5 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.3 0.1 0.1 Note: Queue reported is the number of cars per lane.

E+PIERB AM Thu Feb 2, 2012 10:58:35 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.433 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 6 0 53 53 680 0 0 961 19 Initial Bse: 0 0 0 6 0 53 53 680 0 0 961 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 6 0 53 53 680 0 0 961 19 Reduced Vol: 0 0 0 6 0 53 53 680 0 0 961 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 6 0 53 53 680 0 0 961 19 OvlAdjVol: 0 13 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.03 0.03 0.21 0.00 0.00 0.30 0.01 OvlAdjV/S: 0.00 0.01 Crit Moves: **** **** ****

E+PIERB AM Thu Feb 2, 2012 10:58:35 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.475 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 181 35 0 45 24 21 18 561 102 6 778 90 Initial Bse: 181 35 0 45 24 21 18 561 102 6 778 90 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 181 35 0 45 24 0 18 561 102 6 778 90 Reduced Vol: 181 35 0 45 24 0 18 561 102 6 778 90 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 181 35 0 45 24 0 18 561 102 6 778 90 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.54 0.46 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4062 738 1600 3200 1600 Vol/Sat: 0.11 0.01 0.00 0.03 0.01 0.00 0.01 0.14 0.14 0.00 0.24 0.06 Crit Moves: **** **** **** ****

E+PIERB AM Thu Feb 2, 2012 10:58:35 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 2.0 Worst Case Level Of Service: A[ 8.6] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 3 0 18 0 0 0 0 40 7 23 83 0 Initial Bse: 3 0 18 0 0 0 0 40 7 23 83 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 3 0 18 0 0 0 0 40 7 23 83 0 FinalVolume: 3 0 18 0 0 0 0 40 7 23 83 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 131 xxxx 24 xxxx xxxx xxxxx xxxx xxxx xxxxx 47 xxxx xxxxx Potent Cap.: 855 xxxx 1054 xxxx xxxx xxxxx xxxx xxxx xxxxx 1573 xxxx xxxxx Move Cap.: 846 xxxx 1054 xxxx xxxx xxxxx xxxx xxxx xxxxx 1573 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.3 xxxx 8.5 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.6 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

E+PIERB AM Thu Feb 2, 2012 10:58:35 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.056 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 7.6 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 23 0 35 38 24 0 0 52 38 Initial Bse: 0 0 0 23 0 35 38 24 0 0 52 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 23 0 35 38 24 0 0 52 38 Reduced Vol: 0 0 0 23 0 35 38 24 0 0 52 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 23 0 35 38 24 0 0 52 38 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 658 0 843 684 755 0 0 1488 870 Vol/Sat: xxxx xxxx xxxx 0.03 xxxx 0.04 0.06 0.03 xxxx xxxx 0.03 0.04 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.2 0.0 7.0 8.2 7.5 0.0 0.0 7.6 7.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.2 0.0 7.0 8.2 7.5 0.0 0.0 7.6 7.0 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.5 7.9 7.4 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.5 7.9 7.4 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

E+PIERB MIDDAY Thu Feb 2, 2012 10:58:36 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.389 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 118 11 133 69 10 13 12 36 173 205 64 130 Initial Bse: 118 11 133 69 10 13 12 36 173 205 64 130 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 118 11 0 69 10 13 12 36 173 205 64 0 Reduced Vol: 118 11 0 69 10 13 12 36 173 205 64 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 118 11 0 69 10 13 12 36 173 205 64 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.72 0.28 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1148 452 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.07 0.01 0.00 0.04 0.01 0.03 0.01 0.02 0.11 0.06 0.04 0.00 Crit Moves: **** **** **** ****

E+PIERB MIDDAY Thu Feb 2, 2012 10:58:36 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.178 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 163 0 0 115 102 93 0 38 0 0 0 Initial Bse: 21 163 0 0 115 102 93 0 38 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 163 0 0 115 0 93 0 38 0 0 0 Reduced Vol: 21 163 0 0 115 0 93 0 38 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 163 0 0 115 0 93 0 38 0 0 0 OvlAdjVol: 17 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.05 0.00 0.00 0.04 0.00 0.03 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.01 Crit Moves: **** **** ****

E+PIERB MIDDAY Thu Feb 2, 2012 10:58:36 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.101 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.2 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 24 139 0 1 130 24 27 1 28 14 1 18 Initial Bse: 24 139 0 1 130 24 27 1 28 14 1 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 139 0 1 130 24 27 1 28 14 1 18 Reduced Vol: 24 139 0 1 130 24 27 1 28 14 1 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 139 0 1 130 24 27 1 28 14 1 18 Lanes: 1.00 2.00 0.00 0.02 1.98 1.00 1.93 0.07 1.00 0.93 0.07 1.00 Final Sat.: 629 1380 0 10 1361 791 1120 42 719 554 40 734 Vol/Sat: 0.04 0.10 xxxx 0.10 0.10 0.03 0.02 0.02 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.5 8.3 0.0 8.3 8.3 7.2 8.7 8.7 7.6 8.6 8.6 7.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.5 8.3 0.0 8.3 8.3 7.2 8.7 8.7 7.6 8.6 8.6 7.4 LOS by Move: A A * A A A A A A A A A ApproachDel: 8.3 8.1 8.2 8.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.3 8.1 8.2 8.0 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

E+PIERB MIDDAY Thu Feb 2, 2012 10:58:36 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.197 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.8 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 139 16 30 75 5 13 4 9 120 2 66 Initial Bse: 2 139 16 30 75 5 13 4 9 120 2 66 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 139 16 30 75 5 13 4 9 120 2 66 Reduced Vol: 2 139 16 30 75 5 13 4 9 120 2 66 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 139 16 30 75 5 13 4 9 120 2 66 Lanes: 1.00 1.79 0.21 1.00 1.87 0.13 1.00 0.31 0.69 1.00 0.30 0.70 Final Sat.: 592 1171 137 581 1193 80 584 214 481 611 218 514 Vol/Sat: 0.00 0.12 0.12 0.05 0.06 0.06 0.02 0.02 0.02 0.20 0.01 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.7 8.6 9.0 8.4 8.4 8.7 7.7 7.7 9.7 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.7 8.6 9.0 8.4 8.4 8.7 7.7 7.7 9.7 7.9 7.9 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.7 8.6 8.2 9.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.7 8.6 8.2 9.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

E+PIERB MIDDAY Thu Feb 2, 2012 10:58:36 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.380 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 28 0 51 31 788 0 0 779 16 Initial Bse: 0 0 0 28 0 51 31 788 0 0 779 16 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 28 0 51 31 788 0 0 779 16 Reduced Vol: 0 0 0 28 0 51 31 788 0 0 779 16 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 28 0 51 31 788 0 0 779 16 OvlAdjVol: 20 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.25 0.00 0.00 0.24 0.01 OvlAdjV/S: 0.01 0.00 Crit Moves: **** **** ****

E+PIERB MIDDAY Thu Feb 2, 2012 10:58:36 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.418 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 29 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 112 70 5 110 40 30 39 680 96 4 648 142 Initial Bse: 112 70 5 110 40 30 39 680 96 4 648 142 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 70 0 110 40 0 39 680 96 4 648 142 Reduced Vol: 112 70 0 110 40 0 39 680 96 4 648 142 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 112 70 0 110 40 0 39 680 96 4 648 142 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.63 0.37 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4206 594 1600 3200 1600 Vol/Sat: 0.07 0.02 0.00 0.07 0.01 0.00 0.02 0.16 0.16 0.00 0.20 0.09 Crit Moves: **** **** **** ****

E+PIERB MIDDAY Thu Feb 2, 2012 10:58:36 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.7 Worst Case Level Of Service: A[ 8.7] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 1 0 34 0 0 0 0 88 5 14 91 0 Initial Bse: 1 0 34 0 0 0 0 88 5 14 91 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 0 34 0 0 0 0 88 5 14 91 0 FinalVolume: 1 0 34 0 0 0 0 88 5 14 91 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 164 xxxx 47 xxxx xxxx xxxxx xxxx xxxx xxxxx 93 xxxx xxxxx Potent Cap.: 816 xxxx 1019 xxxx xxxx xxxxx xxxx xxxx xxxxx 1514 xxxx xxxxx Move Cap.: 811 xxxx 1019 xxxx xxxx xxxxx xxxx xxxx xxxxx 1514 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.4 xxxx 8.7 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.7 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

E+PIERB MIDDAY Thu Feb 2, 2012 10:58:36 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.155 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.4 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 67 0 25 81 128 0 0 75 46 Initial Bse: 0 0 0 67 0 25 81 128 0 0 75 46 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 67 0 25 81 128 0 0 75 46 Reduced Vol: 0 0 0 67 0 25 81 128 0 0 75 46 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 67 0 25 81 128 0 0 75 46 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.78 1.22 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 601 0 750 524 880 0 0 1356 780 Vol/Sat: xxxx xxxx xxxx 0.11 xxxx 0.03 0.15 0.15 xxxx xxxx 0.06 0.06 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.5 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 8.7 8.6 7.9 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 8.7 8.6 7.9 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 0.2 0.2 0.0 0.0 0.1 0.1 Note: Queue reported is the number of cars per lane.

E+PIERB PM Thu Feb 2, 2012 10:58:37 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.408 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 29 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 133 6 160 59 16 12 56 58 195 212 49 162 Initial Bse: 133 6 160 59 16 12 56 58 195 212 49 162 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 133 6 0 59 16 12 56 58 195 212 49 0 Reduced Vol: 133 6 0 59 16 12 56 58 195 212 49 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 133 6 0 59 16 12 56 58 195 212 49 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.72 0.28 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1159 441 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.08 0.00 0.00 0.04 0.01 0.03 0.04 0.04 0.12 0.07 0.03 0.00 Crit Moves: **** **** **** ****

E+PIERB PM Thu Feb 2, 2012 10:58:37 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.201 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 185 0 0 122 94 138 0 63 0 0 0 Initial Bse: 21 185 0 0 122 94 138 0 63 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 185 0 0 122 0 138 0 63 0 0 0 Reduced Vol: 21 185 0 0 122 0 138 0 63 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 185 0 0 122 0 138 0 63 0 0 0 OvlAdjVol: 42 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.06 0.00 0.00 0.04 0.00 0.04 0.00 0.04 0.00 0.00 0.00 OvlAdjV/S: 0.03 Crit Moves: **** **** ****

E+PIERB PM Thu Feb 2, 2012 10:58:37 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.126 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.4 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 13 166 2 2 168 12 23 2 29 17 1 21 Initial Bse: 13 166 2 2 168 12 23 2 29 17 1 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 13 166 2 2 168 12 23 2 29 17 1 21 Reduced Vol: 13 166 2 2 168 12 23 2 29 17 1 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 166 2 2 168 12 23 2 29 17 1 21 Lanes: 1.00 1.98 0.02 0.02 1.98 1.00 1.84 0.16 1.00 0.94 0.06 1.00 Final Sat.: 620 1344 16 16 1340 781 1042 91 693 546 32 713 Vol/Sat: 0.02 0.12 0.12 0.13 0.13 0.02 0.02 0.02 0.04 0.03 0.03 0.03 Crit Moves: **** **** **** **** Delay/Veh: 8.5 8.5 8.5 8.6 8.6 7.2 8.8 8.8 7.7 8.8 8.8 7.6 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.5 8.5 8.5 8.6 8.6 7.2 8.8 8.8 7.7 8.8 8.8 7.6 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.5 8.5 8.2 8.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.5 8.2 8.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

E+PIERB PM Thu Feb 2, 2012 10:58:37 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.207 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 149 9 82 46 5 10 9 4 124 0 62 Initial Bse: 2 149 9 82 46 5 10 9 4 124 0 62 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 149 9 82 46 5 10 9 4 124 0 62 Reduced Vol: 2 149 9 82 46 5 10 9 4 124 0 62 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 149 9 82 46 5 10 9 4 124 0 62 Lanes: 1.00 1.89 0.11 1.00 1.80 0.20 1.00 0.69 0.31 1.00 0.33 0.67 Final Sat.: 584 1212 74 581 1151 127 574 448 199 600 238 476 Vol/Sat: 0.00 0.12 0.12 0.14 0.04 0.04 0.02 0.02 0.02 0.21 0.00 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.8 8.7 9.6 8.3 8.2 8.8 8.1 8.1 9.9 8.0 8.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.8 8.7 9.6 8.3 8.2 8.8 8.1 8.1 9.9 8.0 8.0 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.8 9.1 8.4 9.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 9.1 8.4 9.3 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

E+PIERB PM Thu Feb 2, 2012 10:58:37 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.467 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 48 0 83 34 1077 0 0 924 18 Initial Bse: 0 0 0 48 0 83 34 1077 0 0 924 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 48 0 83 34 1077 0 0 924 18 Reduced Vol: 0 0 0 48 0 83 34 1077 0 0 924 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 48 0 83 34 1077 0 0 924 18 OvlAdjVol: 49 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.02 0.34 0.00 0.00 0.29 0.01 OvlAdjV/S: 0.03 0.00 Crit Moves: **** **** ****

E+PIERB PM Thu Feb 2, 2012 10:58:37 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.455 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 134 73 5 64 47 42 35 896 184 2 750 175 Initial Bse: 134 73 5 64 47 42 35 896 184 2 750 175 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 134 73 0 64 47 0 35 896 184 2 750 175 Reduced Vol: 134 73 0 64 47 0 35 896 184 2 750 175 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 134 73 0 64 47 0 35 896 184 2 750 175 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.49 0.51 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3982 818 1600 3200 1600 Vol/Sat: 0.08 0.02 0.00 0.04 0.01 0.00 0.02 0.23 0.22 0.00 0.23 0.11 Crit Moves: **** **** **** ****

E+PIERB PM Thu Feb 2, 2012 10:58:37 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.0 Worst Case Level Of Service: A[ 9.1] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 4 0 30 0 0 0 0 187 5 4 116 0 Initial Bse: 4 0 30 0 0 0 0 187 5 4 116 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 0 30 0 0 0 0 187 5 4 116 0 FinalVolume: 4 0 30 0 0 0 0 187 5 4 116 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 256 xxxx 96 xxxx xxxx xxxxx xxxx xxxx xxxxx 192 xxxx xxxxx Potent Cap.: 717 xxxx 948 xxxx xxxx xxxxx xxxx xxxx xxxxx 1394 xxxx xxxxx Move Cap.: 715 xxxx 948 xxxx xxxx xxxxx xxxx xxxx xxxxx 1394 xxxx xxxxx Volume/Cap: 0.01 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.00 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 10.1 xxxx 8.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx LOS by Move: B * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 9.1 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

E+PIERB PM Thu Feb 2, 2012 10:58:37 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.083 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 7.8 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 22 0 24 44 73 0 0 60 30 Initial Bse: 0 0 0 22 0 24 44 73 0 0 60 30 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 22 0 24 44 73 0 0 60 30 Reduced Vol: 0 0 0 22 0 24 44 73 0 0 60 30 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 22 0 24 44 73 0 0 60 30 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.75 1.25 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 639 0 810 530 935 0 0 1464 854 Vol/Sat: xxxx xxxx xxxx 0.03 xxxx 0.03 0.08 0.08 xxxx xxxx 0.04 0.04 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.4 0.0 7.1 8.2 7.8 0.0 0.0 7.8 7.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.4 0.0 7.1 8.2 7.8 0.0 0.0 7.8 7.0 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.7 8.0 7.5 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.7 8.0 7.5 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

EXISTING (2011) PLUS PROJECT CONSTRUCTION ALTERNATIVES 1 AND 3

2011+Construction AM Wed Apr 18, 2012 12:13:33 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.236 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 23 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 64 6 246 86 6 14 10 50 34 52 37 36 Initial Bse: 64 6 246 86 6 14 10 50 34 52 37 36 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 64 6 0 86 6 14 10 50 34 52 37 0 Reduced Vol: 64 6 0 86 6 14 10 50 34 52 37 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 64 6 0 86 6 14 10 50 34 52 37 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.74 0.26 1.00 1.19 0.81 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1177 423 1600 1905 1295 3200 1600 1600 Vol/Sat: 0.04 0.00 0.00 0.05 0.01 0.03 0.01 0.03 0.03 0.02 0.02 0.00 Crit Moves: **** **** **** ****

2011+Construction AM Wed Apr 18, 2012 12:13:33 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.198 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 45 104 0 0 173 123 51 0 27 0 0 0 Initial Bse: 45 104 0 0 173 123 51 0 27 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 104 0 0 173 0 51 0 27 0 0 0 Reduced Vol: 45 104 0 0 173 0 51 0 27 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 104 0 0 173 0 51 0 27 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.03 0.03 0.00 0.00 0.05 0.00 0.02 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

2011+Construction AM Wed Apr 18, 2012 12:13:33 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.103 Loss Time (sec): 0 Average Delay (sec/veh): 8.3 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 46 135 3 0 139 73 27 2 27 17 2 15 Initial Bse: 46 135 3 0 139 73 27 2 27 17 2 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 135 3 0 139 73 27 2 27 17 2 15 Reduced Vol: 46 135 3 0 139 73 27 2 27 17 2 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 135 3 0 139 73 27 2 27 17 2 15 Lanes: 1.00 1.96 0.04 0.00 2.00 1.00 1.86 0.14 1.00 0.89 0.11 1.00 Final Sat.: 615 1321 29 0 1356 780 1042 78 684 513 60 702 Vol/Sat: 0.07 0.10 0.10 xxxx 0.10 0.09 0.03 0.03 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.8 8.4 8.4 0.0 8.4 7.6 8.9 8.9 7.8 8.8 8.8 7.6 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.8 8.4 8.4 0.0 8.4 7.6 8.9 8.9 7.8 8.8 8.8 7.6 LOS by Move: A A A * A A A A A A A A ApproachDel: 8.5 8.1 8.4 8.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.1 8.4 8.3 LOS by Appr: A A A A AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2011+Construction AM Wed Apr 18, 2012 12:13:33 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.266 Loss Time (sec): 0 Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 8 59 20 31 94 20 8 2 9 166 3 81 Initial Bse: 8 59 20 31 94 20 8 2 9 166 3 81 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 8 59 20 31 94 20 8 2 9 166 3 81 Reduced Vol: 8 59 20 31 94 20 8 2 9 166 3 81 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 59 20 31 94 20 8 2 9 166 3 81 Lanes: 1.00 1.49 0.51 1.00 1.65 0.35 1.00 0.18 0.82 1.00 0.35 0.65 Final Sat.: 566 937 331 580 1059 231 588 130 583 624 262 483 Vol/Sat: 0.01 0.06 0.06 0.05 0.09 0.09 0.01 0.02 0.02 0.27 0.01 0.17 Crit Moves: **** **** **** **** Delay/Veh: 8.9 8.5 8.2 9.0 8.6 8.4 8.6 7.6 7.6 10.3 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.9 8.5 8.2 9.0 8.6 8.4 8.6 7.6 7.6 10.3 7.9 7.9 LOS by Move: A A A A A A A A A B A A ApproachDel: 8.5 8.6 8.0 9.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.6 8.0 9.5 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.3 0.1 0.1 Note: Queue reported is the number of cars per lane.

Level of Service Workheet (Circular 212 Method) I/S #: North-South Street: Seaside Year of Count: 2011 Ambient Growth: (%): Conducted by: LR Date: 5 East-West Street: Navy Projection Year: 2011 Peak Hour: Reviewed by: Project: No. of Phases 3 3 3 3 0 Opposed Ø'ing: N/S-1, E/W-2 or Both-3? 0 0 0 0 Right Turns: FREE-1, NRTOR-2 or OLA-3? NB-- 1 SB-- NB-- 1 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 EB-- 3 WB-- EB-- 3 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 ATSAC-1 or ATSAC+ATCS-2? 1 1 0 0 0 Override Capacity 0 0 0 0 0 NORTHBOUND EXISTING CONDITION EXISTING PLUS PROJECT FUTURE CONDITION W/O PROJECT FUTURE CONDITION W/ PROJECT FUTURE W/ PROJECT W/ MITIGATION MOVEMENT No. of Project Total Added Total No. of Lane Added Total No. of Lane Added Total No. of Lane Volume Lanes Lane Volume Traffic Volume Lane Volume Volume Volume Lanes Volume Volume Volume Lanes Volume Volume Volume Lanes Volume Left 171 2 94 171 94 171 0 0 171 0 0 0 171 0 0 Left-Through 0 0 Through 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Through-Right 0 0 Right 166 1 0 166 0 166 0 0 166 0 0 0 166 0 0 Left-Through-Right 0 0 Left-Right 0 0 SOUTHBOUND EASTBOUND WESTBOUND Left 0 0 0 0 0 0 0 0 0 0 0 0 0 Left-Through 0 0 Through 0 0 0 0 0 0 0 0 0 0 0 0 0 Through-Right 0 0 Right 0 0 0 0 0 0 0 0 0 0 0 0 0 Left-Through-Right 0 0 Left-Right 0 0 Left 0 0 0 0 0 0 0 0 0 0 0 0 0 Left-Through 0 0 Through 2294 3 765 2294 765 2294 0 0 2294 0 0 0 2294 0 0 Through-Right 0 0 Right 294 1 200 294 200 294 0 0 294 0 0 0 294 0 0 Left-Through-Right 0 0 Left-Right 0 0 Left 84 2 46 84 46 84 0 0 84 0 0 0 84 0 0 Left-Through 0 0 Through 2315 3 772 2315 772 2315 0 0 2315 0 0 0 2315 0 0 Through-Right 0 0 Right 0 0 0 0 0 0 0 0 0 0 0 0 0 Left-Through-Right 0 0 Left-Right 0 0 North-South: 94 North-South: 94 North-South: 0 North-South: 0 North-South: 0 CRITICAL VOLUMES East-West: 811 East-West: 811 East-West: 0 East-West: 0 East-West: 0 SUM: 905 SUM: 905 SUM: 0 SUM: 0 SUM: 0 VOLUME/CAPACITY (V/C) RATIO: 0.635 0.635 0.000 0.000 V/C LESS ATSAC/ATCS ADJUSTMENT: 0.565 0.565 0.000 0.000 0.000 LEVEL OF SERVICE (LOS): A A A A A 4/19/2012-5:58 PM 1 Intersection 6 CMA.xls

2011+Construction AM Wed Apr 18, 2012 12:13:33 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.435 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 6 0 49 55 685 0 0 961 19 Initial Bse: 0 0 0 6 0 49 55 685 0 0 961 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 6 0 49 55 685 0 0 961 19 Reduced Vol: 0 0 0 6 0 49 55 685 0 0 961 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 6 0 49 55 685 0 0 961 19 OvlAdjVol: 0 13 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.03 0.03 0.21 0.00 0.00 0.30 0.01 OvlAdjV/S: 0.00 0.01 Crit Moves: **** **** ****

2011+Construction AM Wed Apr 18, 2012 12:13:33 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.475 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 181 35 0 45 24 21 18 561 108 6 778 90 Initial Bse: 181 35 0 45 24 21 18 561 108 6 778 90 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 181 35 0 45 24 0 18 561 108 6 778 90 Reduced Vol: 181 35 0 45 24 0 18 561 108 6 778 90 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 181 35 0 45 24 0 18 561 108 6 778 90 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.52 0.48 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4025 775 1600 3200 1600 Vol/Sat: 0.11 0.01 0.00 0.03 0.01 0.00 0.01 0.14 0.14 0.00 0.24 0.06 Crit Moves: **** **** **** ****

2011+Construction AM Wed Apr 18, 2012 12:13:33 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 2.0 Worst Case Level Of Service: A[ 8.6] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 3 0 18 0 0 0 0 42 7 23 80 0 Initial Bse: 3 0 18 0 0 0 0 42 7 23 80 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 3 0 18 0 0 0 0 42 7 23 80 0 FinalVolume: 3 0 18 0 0 0 0 42 7 23 80 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 132 xxxx 25 xxxx xxxx xxxxx xxxx xxxx xxxxx 49 xxxx xxxxx Potent Cap.: 855 xxxx 1053 xxxx xxxx xxxxx xxxx xxxx xxxxx 1571 xxxx xxxxx Move Cap.: 845 xxxx 1053 xxxx xxxx xxxxx xxxx xxxx xxxxx 1571 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.3 xxxx 8.5 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.6 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2011+Construction AM Wed Apr 18, 2012 12:13:33 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.056 Loss Time (sec): 0 Average Delay (sec/veh): 7.6 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 26 0 35 38 24 0 0 52 34 Initial Bse: 0 0 0 26 0 35 38 24 0 0 52 34 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 26 0 35 38 24 0 0 52 34 Reduced Vol: 0 0 0 26 0 35 38 24 0 0 52 34 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 26 0 35 38 24 0 0 52 34 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 660 0 844 683 754 0 0 1482 866 Vol/Sat: xxxx xxxx xxxx 0.04 xxxx 0.04 0.06 0.03 xxxx xxxx 0.04 0.04 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.2 0.0 7.0 8.2 7.6 0.0 0.0 7.7 6.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.2 0.0 7.0 8.2 7.6 0.0 0.0 7.7 6.9 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.5 8.0 7.4 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.5 8.0 7.4 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2011+Construction MIDDAY Wed Apr 18, 2012 12:13:10 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.319 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 26 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 59 11 148 69 10 12 11 32 113 219 61 130 Initial Bse: 59 11 148 69 10 12 11 32 113 219 61 130 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 59 11 0 69 10 12 11 32 113 219 61 0 Reduced Vol: 59 11 0 69 10 12 11 32 113 219 61 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 59 11 0 69 10 12 11 32 113 219 61 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.74 0.26 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1178 422 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.04 0.01 0.00 0.04 0.01 0.03 0.01 0.02 0.07 0.07 0.04 0.00 Crit Moves: **** **** **** ****

2011+Construction MIDDAY Wed Apr 18, 2012 12:13:10 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.182 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 174 0 0 126 102 93 0 38 0 0 0 Initial Bse: 21 174 0 0 126 102 93 0 38 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 174 0 0 126 0 93 0 38 0 0 0 Reduced Vol: 21 174 0 0 126 0 93 0 38 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 174 0 0 126 0 93 0 38 0 0 0 OvlAdjVol: 17 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.05 0.00 0.00 0.04 0.00 0.03 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.01 Crit Moves: **** **** ****

2011+Construction MIDDAY Wed Apr 18, 2012 12:13:10 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.100 Loss Time (sec): 0 Average Delay (sec/veh): 8.3 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 26 136 0 1 127 38 41 1 30 14 1 18 Initial Bse: 26 136 0 1 127 38 41 1 30 14 1 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 26 136 0 1 127 38 41 1 30 14 1 18 Reduced Vol: 26 136 0 1 127 38 41 1 30 14 1 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 26 136 0 1 127 38 41 1 30 14 1 18 Lanes: 1.00 2.00 0.00 0.02 1.98 1.00 1.95 0.05 1.00 0.93 0.07 1.00 Final Sat.: 620 1358 0 11 1344 781 1128 28 714 548 39 725 Vol/Sat: 0.04 0.10 xxxx 0.09 0.09 0.05 0.04 0.04 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.4 0.0 8.4 8.4 7.4 8.8 8.8 7.6 8.7 8.7 7.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.4 0.0 8.4 8.4 7.4 8.8 8.8 7.6 8.7 8.7 7.5 LOS by Move: A A * A A A A A A A A A ApproachDel: 8.4 8.1 8.3 8.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.4 8.1 8.3 8.0 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2011+Construction MIDDAY Wed Apr 18, 2012 12:13:10 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.197 Loss Time (sec): 0 Average Delay (sec/veh): 8.8 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 139 16 30 75 5 13 4 9 120 2 65 Initial Bse: 2 139 16 30 75 5 13 4 9 120 2 65 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 139 16 30 75 5 13 4 9 120 2 65 Reduced Vol: 2 139 16 30 75 5 13 4 9 120 2 65 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 139 16 30 75 5 13 4 9 120 2 65 Lanes: 1.00 1.79 0.21 1.00 1.87 0.13 1.00 0.31 0.69 1.00 0.30 0.70 Final Sat.: 592 1171 137 581 1193 80 584 214 482 611 223 508 Vol/Sat: 0.00 0.12 0.12 0.05 0.06 0.06 0.02 0.02 0.02 0.20 0.01 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.7 8.6 9.0 8.4 8.4 8.7 7.7 7.7 9.7 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.7 8.6 9.0 8.4 8.4 8.7 7.7 7.7 9.7 7.9 7.9 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.7 8.6 8.2 9.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.7 8.6 8.2 9.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

Level of Service Workheet (Circular 212 Method) I/S #: North-South Street: Seaside Year of Count: 2011 Ambient Growth: (%): Conducted by: LR Date: 5 East-West Street: Navy Projection Year: 2011 Peak Hour: Reviewed by: Project: No. of Phases 3 3 3 3 0 Opposed Ø'ing: N/S-1, E/W-2 or Both-3? 0 0 0 0 Right Turns: FREE-1, NRTOR-2 or OLA-3? NB-- 1 SB-- NB-- 1 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 EB-- 3 WB-- EB-- 3 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 ATSAC-1 or ATSAC+ATCS-2? 1 1 0 0 0 Override Capacity 0 0 0 0 0 NORTHBOUND MOVEMENT No. of Volume Lanes Lane Volume Left 251 2 138 Left-Through Through 0 Through-Right Right 496 1 0 Left-Through-Right Left-Right EXISTING CONDITION EXISTING PLUS PROJECT FUTURE CONDITION W/O PROJECT FUTURE CONDITION W/ PROJECT FUTURE W/ PROJECT W/ MITIGATION Project Traffic Total Volume Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume SOUTHBOUND Left Left-Through Through Through-Right Right Left-Through-Right Left-Right 0 0 0 EASTBOUND WESTBOUND Left 0 Left-Through Through 1201 3 400 Through-Right Right 158 1 20 Left-Through-Right Left-Right Left 41 2 23 Left-Through Through 1327 3 442 Through-Right Right Left-Through-Right Left-Right 0 CRITICAL VOLUMES North-South: East-West: 138 442 VOLUME/CAPACITY (V/C) RATIO: V/C LESS ATSAC/ATCS ADJUSTMENT: SUM: 580 0.407 0.337 LEVEL OF SERVICE (LOS): A 4/19/2012-5:59 PM 1 Intersection 6 CMA.xls

2011+Construction MIDDAY Wed Apr 18, 2012 12:13:10 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.378 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 28 0 46 27 787 0 0 778 16 Initial Bse: 0 0 0 28 0 46 27 787 0 0 778 16 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 28 0 46 27 787 0 0 778 16 Reduced Vol: 0 0 0 28 0 46 27 787 0 0 778 16 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 28 0 46 27 787 0 0 778 16 OvlAdjVol: 19 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.25 0.00 0.00 0.24 0.01 OvlAdjV/S: 0.01 0.00 Crit Moves: **** **** ****

2011+Construction MIDDAY Wed Apr 18, 2012 12:13:10 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.418 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 29 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 111 70 5 110 40 30 39 680 95 4 648 142 Initial Bse: 111 70 5 110 40 30 39 680 95 4 648 142 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 111 70 0 110 40 0 39 680 95 4 648 142 Reduced Vol: 111 70 0 110 40 0 39 680 95 4 648 142 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 111 70 0 110 40 0 39 680 95 4 648 142 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.63 0.37 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4212 588 1600 3200 1600 Vol/Sat: 0.07 0.02 0.00 0.07 0.01 0.00 0.02 0.16 0.16 0.00 0.20 0.09 Crit Moves: **** **** **** ****

2011+Construction MIDDAY Wed Apr 18, 2012 12:13:10 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.8 Worst Case Level Of Service: A[ 8.7] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 1 0 34 0 0 0 0 84 5 14 87 0 Initial Bse: 1 0 34 0 0 0 0 84 5 14 87 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 0 34 0 0 0 0 84 5 14 87 0 FinalVolume: 1 0 34 0 0 0 0 84 5 14 87 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 158 xxxx 45 xxxx xxxx xxxxx xxxx xxxx xxxxx 89 xxxx xxxxx Potent Cap.: 823 xxxx 1022 xxxx xxxx xxxxx xxxx xxxx xxxxx 1519 xxxx xxxxx Move Cap.: 817 xxxx 1022 xxxx xxxx xxxxx xxxx xxxx xxxxx 1519 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.4 xxxx 8.6 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.7 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2011+Construction MIDDAY Wed Apr 18, 2012 12:13:10 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.154 Loss Time (sec): 0 Average Delay (sec/veh): 8.4 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 63 0 25 81 128 0 0 75 41 Initial Bse: 0 0 0 63 0 25 81 128 0 0 75 41 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 63 0 25 81 128 0 0 75 41 Reduced Vol: 0 0 0 63 0 25 81 128 0 0 75 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 63 0 25 81 128 0 0 75 41 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.78 1.22 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 602 0 752 526 885 0 0 1359 783 Vol/Sat: xxxx xxxx xxxx 0.10 xxxx 0.03 0.15 0.14 xxxx xxxx 0.06 0.05 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.4 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 8.6 8.6 7.9 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 8.6 8.6 7.9 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 0.2 0.2 0.0 0.0 0.1 0.1 Note: Queue reported is the number of cars per lane.

2011+Construction PM Wed Apr 18, 2012 12:13:26 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.344 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 26 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 76 6 174 59 16 12 56 55 137 238 51 167 Initial Bse: 76 6 174 59 16 12 56 55 137 238 51 167 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 76 6 0 59 16 12 56 55 137 238 51 0 Reduced Vol: 76 6 0 59 16 12 56 55 137 238 51 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 76 6 0 59 16 12 56 55 137 238 51 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.72 0.28 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1159 441 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.05 0.00 0.00 0.04 0.01 0.03 0.04 0.03 0.09 0.07 0.03 0.00 Crit Moves: **** **** **** ****

2011+Construction PM Wed Apr 18, 2012 12:13:26 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.211 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 23 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 218 0 0 133 94 138 0 63 0 0 0 Initial Bse: 21 218 0 0 133 94 138 0 63 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 218 0 0 133 0 138 0 63 0 0 0 Reduced Vol: 21 218 0 0 133 0 138 0 63 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 218 0 0 133 0 138 0 63 0 0 0 OvlAdjVol: 42 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.07 0.00 0.00 0.04 0.00 0.04 0.00 0.04 0.00 0.00 0.00 OvlAdjV/S: 0.03 Crit Moves: **** **** ****

2011+Construction PM Wed Apr 18, 2012 12:13:26 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.127 Loss Time (sec): 0 Average Delay (sec/veh): 8.6 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 15 163 2 2 165 26 59 2 31 17 1 21 Initial Bse: 15 163 2 2 165 26 59 2 31 17 1 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 15 163 2 2 165 26 59 2 31 17 1 21 Reduced Vol: 15 163 2 2 165 26 59 2 31 17 1 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 163 2 2 165 26 59 2 31 17 1 21 Lanes: 1.00 1.98 0.02 0.02 1.98 1.00 1.93 0.07 1.00 0.94 0.06 1.00 Final Sat.: 601 1299 16 16 1302 755 1087 37 689 537 32 698 Vol/Sat: 0.02 0.13 0.13 0.13 0.13 0.03 0.05 0.05 0.05 0.03 0.03 0.03 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.7 8.7 8.7 8.7 7.4 9.1 9.1 7.8 8.9 8.9 7.7 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.7 8.7 8.7 8.7 7.4 9.1 9.1 7.8 8.9 8.9 7.7 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.7 8.5 8.7 8.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.7 8.5 8.7 8.2 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2011+Construction PM Wed Apr 18, 2012 12:13:26 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.207 Loss Time (sec): 0 Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 149 9 82 46 5 10 9 4 124 0 61 Initial Bse: 2 149 9 82 46 5 10 9 4 124 0 61 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 149 9 82 46 5 10 9 4 124 0 61 Reduced Vol: 2 149 9 82 46 5 10 9 4 124 0 61 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 149 9 82 46 5 10 9 4 124 0 61 Lanes: 1.00 1.89 0.11 1.00 1.80 0.20 1.00 0.69 0.31 1.00 0.34 0.66 Final Sat.: 585 1212 74 581 1151 127 574 448 199 600 243 471 Vol/Sat: 0.00 0.12 0.12 0.14 0.04 0.04 0.02 0.02 0.02 0.21 0.00 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.8 8.7 9.6 8.3 8.2 8.8 8.1 8.1 9.9 8.0 8.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.8 8.7 9.6 8.3 8.2 8.8 8.1 8.1 9.9 8.0 8.0 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.8 9.1 8.4 9.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 9.1 8.4 9.3 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

Level of Service Workheet (Circular 212 Method) I/S #: North-South Street: Seaside Year of Count: 2011 Ambient Growth: (%): Conducted by: LR Date: 5 East-West Street: Navy Projection Year: 2011 Peak Hour: Reviewed by: Project: No. of Phases 3 3 3 3 0 Opposed Ø'ing: N/S-1, E/W-2 or Both-3? 0 0 0 0 Right Turns: FREE-1, NRTOR-2 or OLA-3? NB-- 1 SB-- NB-- 1 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 EB-- 3 WB-- EB-- 3 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 ATSAC-1 or ATSAC+ATCS-2? 1 1 0 0 0 Override Capacity 0 0 0 0 0 NORTHBOUND MOVEMENT No. of Volume Lanes Lane Volume Left 361 2 199 Left-Through Through 0 0 Through-Right Right 844 1 0 Left-Through-Right Left-Right EXISTING CONDITION EXISTING PLUS PROJECT FUTURE CONDITION W/O PROJECT FUTURE CONDITION W/ PROJECT FUTURE W/ PROJECT W/ MITIGATION Project Traffic Total Volume Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume SOUTHBOUND Left Left-Through Through Through-Right Right Left-Through-Right Left-Right 0 0 0 EASTBOUND WESTBOUND Left 0 Left-Through Through 2463 3 821 Through-Right Right 294 1 95 Left-Through-Right Left-Right Left 72 2 40 Left-Through Through 2686 3 895 Through-Right Right Left-Through-Right Left-Right 0 0 CRITICAL VOLUMES North-South: East-West: 199 895 VOLUME/CAPACITY (V/C) RATIO: V/C LESS ATSAC/ATCS ADJUSTMENT: SUM: 1094 0.768 0.698 LEVEL OF SERVICE (LOS): B 4/19/2012-5:59 PM 1 Intersection 6 CMA.xls

2011+Construction PM Wed Apr 18, 2012 12:13:26 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.467 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 48 0 85 30 1077 0 0 930 18 Initial Bse: 0 0 0 48 0 85 30 1077 0 0 930 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 48 0 85 30 1077 0 0 930 18 Reduced Vol: 0 0 0 48 0 85 30 1077 0 0 930 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 48 0 85 30 1077 0 0 930 18 OvlAdjVol: 55 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.02 0.34 0.00 0.00 0.29 0.01 OvlAdjV/S: 0.03 0.00 Crit Moves: **** **** ****

2011+Construction PM Wed Apr 18, 2012 12:13:26 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.458 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 140 73 5 64 47 42 35 896 184 2 750 175 Initial Bse: 140 73 5 64 47 42 35 896 184 2 750 175 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 140 73 0 64 47 0 35 896 184 2 750 175 Reduced Vol: 140 73 0 64 47 0 35 896 184 2 750 175 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 140 73 0 64 47 0 35 896 184 2 750 175 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.49 0.51 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3982 818 1600 3200 1600 Vol/Sat: 0.09 0.02 0.00 0.04 0.01 0.00 0.02 0.23 0.22 0.00 0.23 0.11 Crit Moves: **** **** **** ****

2011+Construction PM Wed Apr 18, 2012 12:13:26 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.0 Worst Case Level Of Service: A[ 9.0] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 4 0 30 0 0 0 0 184 5 4 119 0 Initial Bse: 4 0 30 0 0 0 0 184 5 4 119 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 0 30 0 0 0 0 184 5 4 119 0 FinalVolume: 4 0 30 0 0 0 0 184 5 4 119 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 254 xxxx 95 xxxx xxxx xxxxx xxxx xxxx xxxxx 189 xxxx xxxxx Potent Cap.: 718 xxxx 950 xxxx xxxx xxxxx xxxx xxxx xxxxx 1397 xxxx xxxxx Move Cap.: 717 xxxx 950 xxxx xxxx xxxxx xxxx xxxx xxxxx 1397 xxxx xxxxx Volume/Cap: 0.01 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.00 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 10.1 xxxx 8.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx LOS by Move: B * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 9.0 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2011+Construction PM Wed Apr 18, 2012 12:13:26 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.083 Loss Time (sec): 0 Average Delay (sec/veh): 7.7 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 19 0 24 44 73 0 0 60 33 Initial Bse: 0 0 0 19 0 24 44 73 0 0 60 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 19 0 24 44 73 0 0 60 33 Reduced Vol: 0 0 0 19 0 24 44 73 0 0 60 33 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 19 0 24 44 73 0 0 60 33 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.75 1.25 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 637 0 809 531 938 0 0 1467 856 Vol/Sat: xxxx xxxx xxxx 0.03 xxxx 0.03 0.08 0.08 xxxx xxxx 0.04 0.04 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.3 0.0 7.1 8.2 7.8 0.0 0.0 7.7 7.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.3 0.0 7.1 8.2 7.8 0.0 0.0 7.7 7.0 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.6 8.0 7.5 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.6 8.0 7.5 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

EXISTING (2011) PLUS PROJECT CONSRUCTION ALTERNATIVE 2

2011+Construction Pier B AMWed Apr 18, 2012 12:14:00 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.285 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 128 6 220 81 6 29 10 46 69 37 39 36 Initial Bse: 128 6 220 81 6 29 10 46 69 37 39 36 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 128 6 0 81 6 29 10 46 69 37 39 0 Reduced Vol: 128 6 0 81 6 29 10 46 69 37 39 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 128 6 0 81 6 29 10 46 69 37 39 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.50 0.50 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 800 800 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.08 0.00 0.00 0.05 0.01 0.04 0.01 0.03 0.04 0.01 0.02 0.00 Crit Moves: **** **** **** ****

2011+Construction Pier B AMWed Apr 18, 2012 12:14:00 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.188 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 45 92 0 0 139 123 51 0 27 0 0 0 Initial Bse: 45 92 0 0 139 123 51 0 27 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 92 0 0 139 0 51 0 27 0 0 0 Reduced Vol: 45 92 0 0 139 0 51 0 27 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 92 0 0 139 0 51 0 27 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.03 0.03 0.00 0.00 0.04 0.00 0.02 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

2011+Construction Pier B AMWed Apr 18, 2012 12:14:00 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.103 Loss Time (sec): 0 Average Delay (sec/veh): 8.2 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 44 137 3 0 141 37 13 2 25 17 2 15 Initial Bse: 44 137 3 0 141 37 13 2 25 17 2 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 44 137 3 0 141 37 13 2 25 17 2 15 Reduced Vol: 44 137 3 0 141 37 13 2 25 17 2 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 44 137 3 0 141 37 13 2 25 17 2 15 Lanes: 1.00 1.96 0.04 0.00 2.00 1.00 1.73 0.27 1.00 0.89 0.11 1.00 Final Sat.: 631 1356 30 0 1375 793 990 154 698 524 62 719 Vol/Sat: 0.07 0.10 0.10 xxxx 0.10 0.05 0.01 0.01 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.7 8.3 8.3 0.0 8.4 7.3 8.7 8.7 7.7 8.7 8.7 7.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.7 8.3 8.3 0.0 8.4 7.3 8.7 8.7 7.7 8.7 8.7 7.5 LOS by Move: A A A * A A A A A A A A ApproachDel: 8.4 8.1 8.1 8.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.4 8.1 8.1 8.2 LOS by Appr: A A A A AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2011+Construction Pier B AMWed Apr 18, 2012 12:14:00 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.266 Loss Time (sec): 0 Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 8 59 20 31 94 20 8 2 9 166 3 81 Initial Bse: 8 59 20 31 94 20 8 2 9 166 3 81 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 8 59 20 31 94 20 8 2 9 166 3 81 Reduced Vol: 8 59 20 31 94 20 8 2 9 166 3 81 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 59 20 31 94 20 8 2 9 166 3 81 Lanes: 1.00 1.49 0.51 1.00 1.65 0.35 1.00 0.18 0.82 1.00 0.35 0.65 Final Sat.: 566 937 331 580 1059 231 588 130 583 624 262 483 Vol/Sat: 0.01 0.06 0.06 0.05 0.09 0.09 0.01 0.02 0.02 0.27 0.01 0.17 Crit Moves: **** **** **** **** Delay/Veh: 8.9 8.5 8.2 9.0 8.6 8.4 8.6 7.6 7.6 10.3 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.9 8.5 8.2 9.0 8.6 8.4 8.6 7.6 7.6 10.3 7.9 7.9 LOS by Move: A A A A A A A A A B A A ApproachDel: 8.5 8.6 8.0 9.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.6 8.0 9.5 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.3 0.1 0.1 Note: Queue reported is the number of cars per lane.

Level of Service Workheet (Circular 212 Method) I/S #: North-South Street: Seaside Year of Count: 2011 Ambient Growth: (%): Conducted by: LR Date: 5 East-West Street: Navy Projection Year: 2011 Peak Hour: Reviewed by: Project: No. of Phases 3 3 3 3 0 Opposed Ø'ing: N/S-1, E/W-2 or Both-3? 0 0 0 0 Right Turns: FREE-1, NRTOR-2 or OLA-3? NB-- 1 SB-- NB-- 1 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 EB-- 3 WB-- EB-- 3 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 ATSAC-1 or ATSAC+ATCS-2? 1 1 0 0 0 Override Capacity 0 0 0 0 0 NORTHBOUND MOVEMENT No. of Volume Lanes Lane Volume Left 171 2 94 Left-Through Through 0 Through-Right Right 166 1 0 Left-Through-Right Left-Right EXISTING CONDITION EXISTING PLUS PROJECT FUTURE CONDITION W/O PROJECT FUTURE CONDITION W/ PROJECT FUTURE W/ PROJECT W/ MITIGATION Project Traffic Total Volume Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume SOUTHBOUND Left Left-Through Through Through-Right Right Left-Through-Right Left-Right 0 0 0 EASTBOUND WESTBOUND Left 0 Left-Through Through 2295 3 765 Through-Right Right 294 1 200 Left-Through-Right Left-Right Left 84 2 46 Left-Through Through 2316 3 772 Through-Right Right Left-Through-Right Left-Right 0 CRITICAL VOLUMES North-South: East-West: 94 811 VOLUME/CAPACITY (V/C) RATIO: V/C LESS ATSAC/ATCS ADJUSTMENT: SUM: 905 0.635 0.565 LEVEL OF SERVICE (LOS): A 4/19/2012-6:00 PM 1 Intersection 6 CMA.xls

2011+Construction Pier B AMWed Apr 18, 2012 12:14:00 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.442 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 6 0 51 66 695 0 0 961 19 Initial Bse: 0 0 0 6 0 51 66 695 0 0 961 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 6 0 51 66 695 0 0 961 19 Reduced Vol: 0 0 0 6 0 51 66 695 0 0 961 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 6 0 51 66 695 0 0 961 19 OvlAdjVol: 0 13 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.03 0.04 0.22 0.00 0.00 0.30 0.01 OvlAdjV/S: 0.00 0.01 Crit Moves: **** **** ****

2011+Construction Pier B AMWed Apr 18, 2012 12:14:00 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.475 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 181 35 0 45 24 21 18 561 117 6 778 90 Initial Bse: 181 35 0 45 24 21 18 561 117 6 778 90 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 181 35 0 45 24 0 18 561 117 6 778 90 Reduced Vol: 181 35 0 45 24 0 18 561 117 6 778 90 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 181 35 0 45 24 0 18 561 117 6 778 90 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.48 0.52 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3972 828 1600 3200 1600 Vol/Sat: 0.11 0.01 0.00 0.03 0.01 0.00 0.01 0.14 0.14 0.00 0.24 0.06 Crit Moves: **** **** **** ****

2011+Construction Pier B AMWed Apr 18, 2012 12:14:00 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.9 Worst Case Level Of Service: A[ 8.6] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 3 0 18 0 0 0 0 53 7 23 82 0 Initial Bse: 3 0 18 0 0 0 0 53 7 23 82 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 3 0 18 0 0 0 0 53 7 23 82 0 FinalVolume: 3 0 18 0 0 0 0 53 7 23 82 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 144 xxxx 30 xxxx xxxx xxxxx xxxx xxxx xxxxx 60 xxxx xxxxx Potent Cap.: 840 xxxx 1044 xxxx xxxx xxxxx xxxx xxxx xxxxx 1556 xxxx xxxxx Move Cap.: 831 xxxx 1044 xxxx xxxx xxxxx xxxx xxxx xxxxx 1556 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.3 xxxx 8.5 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.6 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2011+Construction Pier B AMWed Apr 18, 2012 12:14:00 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.056 Loss Time (sec): 0 Average Delay (sec/veh): 7.7 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 37 0 35 38 24 0 0 52 36 Initial Bse: 0 0 0 37 0 35 38 24 0 0 52 36 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 37 0 35 38 24 0 0 52 36 Reduced Vol: 0 0 0 37 0 35 38 24 0 0 52 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 37 0 35 38 24 0 0 52 36 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 658 0 843 677 747 0 0 1469 858 Vol/Sat: xxxx xxxx xxxx 0.06 xxxx 0.04 0.06 0.03 xxxx xxxx 0.04 0.04 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.3 0.0 7.0 8.2 7.6 0.0 0.0 7.7 7.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.3 0.0 7.0 8.2 7.6 0.0 0.0 7.7 7.0 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.7 8.0 7.4 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.7 8.0 7.4 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2011+Construction Pier B MIWed Apr 18, 2012 12:14:13 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.357 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 27 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 93 11 133 69 10 12 11 34 147 205 63 130 Initial Bse: 93 11 133 69 10 12 11 34 147 205 63 130 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 93 11 0 69 10 12 11 34 147 205 63 0 Reduced Vol: 93 11 0 69 10 12 11 34 147 205 63 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 93 11 0 69 10 12 11 34 147 205 63 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.74 0.26 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1178 422 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.06 0.01 0.00 0.04 0.01 0.03 0.01 0.02 0.09 0.06 0.04 0.00 Crit Moves: **** **** **** ****

2011+Construction Pier B MIWed Apr 18, 2012 12:14:13 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.178 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 162 0 0 114 102 93 0 38 0 0 0 Initial Bse: 21 162 0 0 114 102 93 0 38 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 162 0 0 114 0 93 0 38 0 0 0 Reduced Vol: 21 162 0 0 114 0 93 0 38 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 162 0 0 114 0 93 0 38 0 0 0 OvlAdjVol: 17 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.05 0.00 0.00 0.04 0.00 0.03 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.01 Crit Moves: **** **** ****

2011+Construction Pier B MIWed Apr 18, 2012 12:14:14 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.100 Loss Time (sec): 0 Average Delay (sec/veh): 8.2 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 24 138 0 1 129 24 27 1 28 14 1 18 Initial Bse: 24 138 0 1 129 24 27 1 28 14 1 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 138 0 1 129 24 27 1 28 14 1 18 Reduced Vol: 24 138 0 1 129 24 27 1 28 14 1 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 138 0 1 129 24 27 1 28 14 1 18 Lanes: 1.00 2.00 0.00 0.02 1.98 1.00 1.93 0.07 1.00 0.93 0.07 1.00 Final Sat.: 629 1380 0 11 1362 791 1121 42 719 554 40 735 Vol/Sat: 0.04 0.10 xxxx 0.09 0.09 0.03 0.02 0.02 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.5 8.3 0.0 8.3 8.3 7.2 8.7 8.7 7.6 8.6 8.6 7.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.5 8.3 0.0 8.3 8.3 7.2 8.7 8.7 7.6 8.6 8.6 7.4 LOS by Move: A A * A A A A A A A A A ApproachDel: 8.3 8.1 8.2 8.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.3 8.1 8.2 8.0 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2011+Construction Pier B MIWed Apr 18, 2012 12:14:14 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.197 Loss Time (sec): 0 Average Delay (sec/veh): 8.8 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 139 16 30 75 5 13 4 9 120 2 65 Initial Bse: 2 139 16 30 75 5 13 4 9 120 2 65 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 139 16 30 75 5 13 4 9 120 2 65 Reduced Vol: 2 139 16 30 75 5 13 4 9 120 2 65 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 139 16 30 75 5 13 4 9 120 2 65 Lanes: 1.00 1.79 0.21 1.00 1.87 0.13 1.00 0.31 0.69 1.00 0.30 0.70 Final Sat.: 592 1171 137 581 1193 80 584 214 482 611 223 508 Vol/Sat: 0.00 0.12 0.12 0.05 0.06 0.06 0.02 0.02 0.02 0.20 0.01 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.7 8.6 9.0 8.4 8.4 8.7 7.7 7.7 9.7 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.7 8.6 9.0 8.4 8.4 8.7 7.7 7.7 9.7 7.9 7.9 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.7 8.6 8.2 9.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.7 8.6 8.2 9.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

Level of Service Workheet (Circular 212 Method) I/S #: North-South Street: Seaside Year of Count: 2011 Ambient Growth: (%): Conducted by: LR Date: 5 East-West Street: Navy Projection Year: 2011 Peak Hour: Reviewed by: Project: No. of Phases 3 3 3 3 0 Opposed Ø'ing: N/S-1, E/W-2 or Both-3? 0 0 0 0 Right Turns: FREE-1, NRTOR-2 or OLA-3? NB-- 1 SB-- NB-- 1 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 EB-- 3 WB-- EB-- 3 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 ATSAC-1 or ATSAC+ATCS-2? 1 1 0 0 0 Override Capacity 0 0 0 0 0 NORTHBOUND MOVEMENT No. of Volume Lanes Lane Volume Left 251 2 138 Left-Through Through 0 Through-Right Right 496 1 0 Left-Through-Right Left-Right EXISTING CONDITION EXISTING PLUS PROJECT FUTURE CONDITION W/O PROJECT FUTURE CONDITION W/ PROJECT FUTURE W/ PROJECT W/ MITIGATION Project Traffic Total Volume Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume SOUTHBOUND Left Left-Through Through Through-Right Right Left-Through-Right Left-Right 0 0 0 EASTBOUND WESTBOUND Left 0 Left-Through Through 1202 3 401 Through-Right Right 158 1 20 Left-Through-Right Left-Right Left 41 2 23 Left-Through Through 1328 3 443 Through-Right Right Left-Through-Right Left-Right 0 CRITICAL VOLUMES North-South: East-West: 138 443 VOLUME/CAPACITY (V/C) RATIO: V/C LESS ATSAC/ATCS ADJUSTMENT: SUM: 581 0.408 0.338 LEVEL OF SERVICE (LOS): A 4/19/2012-6:01 PM 1 Intersection 6 CMA.xls

2011+Construction Pier B MIWed Apr 18, 2012 12:14:14 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.379 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 28 0 48 29 787 0 0 778 16 Initial Bse: 0 0 0 28 0 48 29 787 0 0 778 16 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 28 0 48 29 787 0 0 778 16 Reduced Vol: 0 0 0 28 0 48 29 787 0 0 778 16 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 28 0 48 29 787 0 0 778 16 OvlAdjVol: 19 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.25 0.00 0.00 0.24 0.01 OvlAdjV/S: 0.01 0.00 Crit Moves: **** **** ****

2011+Construction Pier B MIWed Apr 18, 2012 12:14:14 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.418 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 29 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 111 70 5 110 40 30 39 680 95 4 648 142 Initial Bse: 111 70 5 110 40 30 39 680 95 4 648 142 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 111 70 0 110 40 0 39 680 95 4 648 142 Reduced Vol: 111 70 0 110 40 0 39 680 95 4 648 142 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 111 70 0 110 40 0 39 680 95 4 648 142 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.63 0.37 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4212 588 1600 3200 1600 Vol/Sat: 0.07 0.02 0.00 0.07 0.01 0.00 0.02 0.16 0.16 0.00 0.20 0.09 Crit Moves: **** **** **** ****

2011+Construction Pier B MIWed Apr 18, 2012 12:14:14 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.8 Worst Case Level Of Service: A[ 8.7] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 1 0 34 0 0 0 0 86 5 14 89 0 Initial Bse: 1 0 34 0 0 0 0 86 5 14 89 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 0 34 0 0 0 0 86 5 14 89 0 FinalVolume: 1 0 34 0 0 0 0 86 5 14 89 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 161 xxxx 46 xxxx xxxx xxxxx xxxx xxxx xxxxx 91 xxxx xxxxx Potent Cap.: 820 xxxx 1021 xxxx xxxx xxxxx xxxx xxxx xxxxx 1517 xxxx xxxxx Move Cap.: 814 xxxx 1021 xxxx xxxx xxxxx xxxx xxxx xxxxx 1517 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.4 xxxx 8.6 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.7 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2011+Construction Pier B MIWed Apr 18, 2012 12:14:14 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.154 Loss Time (sec): 0 Average Delay (sec/veh): 8.4 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 65 0 25 81 128 0 0 75 43 Initial Bse: 0 0 0 65 0 25 81 128 0 0 75 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 65 0 25 81 128 0 0 75 43 Reduced Vol: 0 0 0 65 0 25 81 128 0 0 75 43 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 65 0 25 81 128 0 0 75 43 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.78 1.22 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 601 0 751 525 882 0 0 1357 782 Vol/Sat: xxxx xxxx xxxx 0.11 xxxx 0.03 0.15 0.15 xxxx xxxx 0.06 0.06 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.4 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 8.6 8.6 7.9 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 8.6 8.6 7.9 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 0.2 0.2 0.0 0.0 0.1 0.1 Note: Queue reported is the number of cars per lane.

2011+Construction Pier B PMWed Apr 18, 2012 12:14:07 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.398 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 110 6 160 59 16 12 71 56 202 212 47 162 Initial Bse: 110 6 160 59 16 12 71 56 202 212 47 162 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 110 6 0 59 16 12 71 56 202 212 47 0 Reduced Vol: 110 6 0 59 16 12 71 56 202 212 47 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 110 6 0 59 16 12 71 56 202 212 47 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.72 0.28 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1159 441 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.07 0.00 0.00 0.04 0.01 0.03 0.04 0.04 0.13 0.07 0.03 0.00 Crit Moves: **** **** **** ****

2011+Construction Pier B PMWed Apr 18, 2012 12:14:07 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.201 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 184 0 0 121 94 138 0 63 0 0 0 Initial Bse: 21 184 0 0 121 94 138 0 63 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 184 0 0 121 0 138 0 63 0 0 0 Reduced Vol: 21 184 0 0 121 0 138 0 63 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 184 0 0 121 0 138 0 63 0 0 0 OvlAdjVol: 42 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.06 0.00 0.00 0.04 0.00 0.04 0.00 0.04 0.00 0.00 0.00 OvlAdjV/S: 0.03 Crit Moves: **** **** ****

2011+Construction Pier B PMWed Apr 18, 2012 12:14:07 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.125 Loss Time (sec): 0 Average Delay (sec/veh): 8.4 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 13 165 2 2 167 12 23 2 29 17 1 21 Initial Bse: 13 165 2 2 167 12 23 2 29 17 1 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 13 165 2 2 167 12 23 2 29 17 1 21 Reduced Vol: 13 165 2 2 167 12 23 2 29 17 1 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 165 2 2 167 12 23 2 29 17 1 21 Lanes: 1.00 1.98 0.02 0.02 1.98 1.00 1.84 0.16 1.00 0.94 0.06 1.00 Final Sat.: 620 1344 16 16 1340 781 1043 91 695 547 32 713 Vol/Sat: 0.02 0.12 0.12 0.12 0.12 0.02 0.02 0.02 0.04 0.03 0.03 0.03 Crit Moves: **** **** **** **** Delay/Veh: 8.5 8.5 8.5 8.6 8.6 7.2 8.8 8.8 7.7 8.8 8.8 7.6 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.5 8.5 8.5 8.6 8.6 7.2 8.8 8.8 7.7 8.8 8.8 7.6 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.5 8.5 8.2 8.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.5 8.2 8.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2011+Construction Pier B PMWed Apr 18, 2012 12:14:07 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.207 Loss Time (sec): 0 Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 149 9 82 46 5 10 9 4 124 0 61 Initial Bse: 2 149 9 82 46 5 10 9 4 124 0 61 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 149 9 82 46 5 10 9 4 124 0 61 Reduced Vol: 2 149 9 82 46 5 10 9 4 124 0 61 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 149 9 82 46 5 10 9 4 124 0 61 Lanes: 1.00 1.89 0.11 1.00 1.80 0.20 1.00 0.69 0.31 1.00 0.34 0.66 Final Sat.: 585 1212 74 581 1151 127 574 448 199 600 243 471 Vol/Sat: 0.00 0.12 0.12 0.14 0.04 0.04 0.02 0.02 0.02 0.21 0.00 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.8 8.7 9.6 8.3 8.2 8.8 8.1 8.1 9.9 8.0 8.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.8 8.7 9.6 8.3 8.2 8.8 8.1 8.1 9.9 8.0 8.0 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.8 9.1 8.4 9.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 9.1 8.4 9.3 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

Level of Service Workheet (Circular 212 Method) I/S #: North-South Street: Seaside Year of Count: 2011 Ambient Growth: (%): Conducted by: LR Date: 5 East-West Street: Navy Projection Year: 2011 Peak Hour: Reviewed by: Project: No. of Phases 3 3 3 3 0 Opposed Ø'ing: N/S-1, E/W-2 or Both-3? 0 0 0 0 Right Turns: FREE-1, NRTOR-2 or OLA-3? NB-- 1 SB-- NB-- 1 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 EB-- 3 WB-- EB-- 3 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 ATSAC-1 or ATSAC+ATCS-2? 1 1 0 0 0 Override Capacity 0 0 0 0 0 NORTHBOUND MOVEMENT No. of Volume Lanes Lane Volume Left 361 2 199 Left-Through Through 0 Through-Right Right 844 1 0 Left-Through-Right Left-Right EXISTING CONDITION EXISTING PLUS PROJECT FUTURE CONDITION W/O PROJECT FUTURE CONDITION W/ PROJECT FUTURE W/ PROJECT W/ MITIGATION Project Traffic Total Volume Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume SOUTHBOUND Left Left-Through Through Through-Right Right Left-Through-Right Left-Right 0 0 0 EASTBOUND WESTBOUND Left 0 Left-Through Through 2464 3 821 Through-Right Right 294 1 95 Left-Through-Right Left-Right Left 72 2 40 Left-Through Through 2687 3 896 Through-Right Right Left-Through-Right Left-Right 0 CRITICAL VOLUMES North-South: East-West: 199 896 VOLUME/CAPACITY (V/C) RATIO: V/C LESS ATSAC/ATCS ADJUSTMENT: SUM: 1095 0.768 0.698 LEVEL OF SERVICE (LOS): B 4/19/2012-6:00 PM 1 Intersection 6 CMA.xls

2011+Construction Pier B PMWed Apr 18, 2012 12:14:07 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.477 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 48 0 97 32 1077 0 0 939 18 Initial Bse: 0 0 0 48 0 97 32 1077 0 0 939 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 48 0 97 32 1077 0 0 939 18 Reduced Vol: 0 0 0 48 0 97 32 1077 0 0 939 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 48 0 97 32 1077 0 0 939 18 OvlAdjVol: 65 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.06 0.02 0.34 0.00 0.00 0.29 0.01 OvlAdjV/S: 0.04 0.00 Crit Moves: **** **** ****

2011+Construction Pier B PMWed Apr 18, 2012 12:14:07 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.464 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 149 73 5 64 47 42 35 896 184 2 750 175 Initial Bse: 149 73 5 64 47 42 35 896 184 2 750 175 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 149 73 0 64 47 0 35 896 184 2 750 175 Reduced Vol: 149 73 0 64 47 0 35 896 184 2 750 175 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 149 73 0 64 47 0 35 896 184 2 750 175 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.49 0.51 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3982 818 1600 3200 1600 Vol/Sat: 0.09 0.02 0.00 0.04 0.01 0.00 0.02 0.23 0.22 0.00 0.23 0.11 Crit Moves: **** **** **** ****

2011+Construction Pier B PMWed Apr 18, 2012 12:14:07 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 0.9 Worst Case Level Of Service: A[ 9.1] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 4 0 30 0 0 0 0 186 5 4 130 0 Initial Bse: 4 0 30 0 0 0 0 186 5 4 130 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 0 30 0 0 0 0 186 5 4 130 0 FinalVolume: 4 0 30 0 0 0 0 186 5 4 130 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 262 xxxx 96 xxxx xxxx xxxxx xxxx xxxx xxxxx 191 xxxx xxxxx Potent Cap.: 711 xxxx 949 xxxx xxxx xxxxx xxxx xxxx xxxxx 1395 xxxx xxxxx Move Cap.: 709 xxxx 949 xxxx xxxx xxxxx xxxx xxxx xxxxx 1395 xxxx xxxxx Volume/Cap: 0.01 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.00 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 10.1 xxxx 8.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx LOS by Move: B * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 9.1 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2011+Construction Pier B PMWed Apr 18, 2012 12:14:07 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.083 Loss Time (sec): 0 Average Delay (sec/veh): 7.7 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 21 0 24 44 73 0 0 60 44 Initial Bse: 0 0 0 21 0 24 44 73 0 0 60 44 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 21 0 24 44 73 0 0 60 44 Reduced Vol: 0 0 0 21 0 24 44 73 0 0 60 44 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 21 0 24 44 73 0 0 60 44 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.75 1.25 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 635 0 804 529 934 0 0 1465 854 Vol/Sat: xxxx xxxx xxxx 0.03 xxxx 0.03 0.08 0.08 xxxx xxxx 0.04 0.05 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.4 0.0 7.1 8.2 7.9 0.0 0.0 7.8 7.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.4 0.0 7.1 8.2 7.9 0.0 0.0 7.8 7.1 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.7 8.0 7.5 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.7 8.0 7.5 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.1 Note: Queue reported is the number of cars per lane.

FUTURE BASE (YEAR 2013) PLUS PROJECT CONSTRUCTION (ALTERNATIVES 1 AND 3)

2013+Construction AM Thu Jan 19, 2012 16:43:23 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.239 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 23 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 65 6 250 88 6 14 10 51 35 53 38 37 Initial Bse: 65 6 250 88 6 14 10 51 35 53 38 37 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 65 6 0 88 6 14 10 51 35 53 38 0 Reduced Vol: 65 6 0 88 6 14 10 51 35 53 38 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 65 6 0 88 6 14 10 51 35 53 38 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.74 0.26 1.00 1.19 0.81 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1185 415 1600 1898 1302 3200 1600 1600 Vol/Sat: 0.04 0.00 0.00 0.06 0.01 0.03 0.01 0.03 0.03 0.02 0.02 0.00 Crit Moves: **** **** **** ****

2013+Construction AM Thu Jan 19, 2012 16:43:23 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.200 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 46 106 0 0 176 125 52 0 28 0 0 0 Initial Bse: 46 106 0 0 176 125 52 0 28 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 106 0 0 176 0 52 0 28 0 0 0 Reduced Vol: 46 106 0 0 176 0 52 0 28 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 106 0 0 176 0 52 0 28 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.03 0.03 0.00 0.00 0.06 0.00 0.02 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

2013+Construction AM Thu Jan 19, 2012 16:43:23 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.105 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.3 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 46 138 3 0 142 74 28 2 27 17 2 15 Initial Bse: 46 138 3 0 142 74 28 2 27 17 2 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 138 3 0 142 74 28 2 27 17 2 15 Reduced Vol: 46 138 3 0 142 74 28 2 27 17 2 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 138 3 0 142 74 28 2 27 17 2 15 Lanes: 1.00 1.96 0.04 0.00 2.00 1.00 1.87 0.13 1.00 0.89 0.11 1.00 Final Sat.: 613 1316 29 0 1353 778 1041 75 681 512 60 699 Vol/Sat: 0.08 0.10 0.10 xxxx 0.10 0.10 0.03 0.03 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.8 8.5 8.4 0.0 8.4 7.6 8.9 8.9 7.8 8.8 8.8 7.6 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.8 8.5 8.4 0.0 8.4 7.6 8.9 8.9 7.8 8.8 8.8 7.6 LOS by Move: A A A * A A A A A A A A ApproachDel: 8.5 8.2 8.4 8.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.2 8.4 8.3 LOS by Appr: A A A A AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2013+Construction AM Thu Jan 19, 2012 16:43:23 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.271 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 8 60 20 32 96 20 8 2 9 169 3 82 Initial Bse: 8 60 20 32 96 20 8 2 9 169 3 82 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 8 60 20 32 96 20 8 2 9 169 3 82 Reduced Vol: 8 60 20 32 96 20 8 2 9 169 3 82 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 60 20 32 96 20 8 2 9 169 3 82 Lanes: 1.00 1.50 0.50 1.00 1.66 0.34 1.00 0.18 0.82 1.00 0.35 0.65 Final Sat.: 563 937 325 579 1060 227 587 129 581 622 263 480 Vol/Sat: 0.01 0.06 0.06 0.06 0.09 0.09 0.01 0.02 0.02 0.27 0.01 0.17 Crit Moves: **** **** **** **** Delay/Veh: 8.9 8.5 8.3 9.0 8.6 8.4 8.7 7.6 7.6 10.3 8.0 8.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.9 8.5 8.3 9.0 8.6 8.4 8.7 7.6 7.6 10.3 8.0 8.0 LOS by Move: A A A A A A A A A B A A ApproachDel: 8.5 8.6 8.0 9.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.6 8.0 9.5 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.3 0.1 0.1 Note: Queue reported is the number of cars per lane.

2013+Construction AM Thu Jan 19, 2012 16:43:23 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.441 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 6 0 50 56 699 0 0 980 20 Initial Bse: 0 0 0 6 0 50 56 699 0 0 980 20 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 6 0 50 56 699 0 0 980 20 Reduced Vol: 0 0 0 6 0 50 56 699 0 0 980 20 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 6 0 50 56 699 0 0 980 20 OvlAdjVol: 0 14 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.03 0.04 0.22 0.00 0.00 0.31 0.01 OvlAdjV/S: 0.00 0.01 Crit Moves: **** **** ****

2013+Construction AM Thu Jan 19, 2012 16:43:23 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.483 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 184 36 0 46 25 22 19 572 110 6 793 92 Initial Bse: 184 36 0 46 25 22 19 572 110 6 793 92 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 184 36 0 46 25 0 19 572 110 6 793 92 Reduced Vol: 184 36 0 46 25 0 19 572 110 6 793 92 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 184 36 0 46 25 0 19 572 110 6 793 92 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.52 0.48 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4026 774 1600 3200 1600 Vol/Sat: 0.12 0.01 0.00 0.03 0.01 0.00 0.01 0.14 0.14 0.00 0.25 0.06 Crit Moves: **** **** **** ****

2013+Construction AM Thu Jan 19, 2012 16:43:23 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 2.1 Worst Case Level Of Service: A[ 8.6] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 3 0 19 0 0 0 0 43 7 24 81 0 Initial Bse: 3 0 19 0 0 0 0 43 7 24 81 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 3 0 19 0 0 0 0 43 7 24 81 0 FinalVolume: 3 0 19 0 0 0 0 43 7 24 81 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 135 xxxx 25 xxxx xxxx xxxxx xxxx xxxx xxxxx 50 xxxx xxxxx Potent Cap.: 851 xxxx 1052 xxxx xxxx xxxxx xxxx xxxx xxxxx 1570 xxxx xxxxx Move Cap.: 840 xxxx 1052 xxxx xxxx xxxxx xxxx xxxx xxxxx 1570 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.3 xxxx 8.5 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.3 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.6 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2013+Construction AM Thu Jan 19, 2012 16:43:23 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.057 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 7.6 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 26 0 36 39 25 0 0 53 35 Initial Bse: 0 0 0 26 0 36 39 25 0 0 53 35 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 26 0 36 39 25 0 0 53 35 Reduced Vol: 0 0 0 26 0 36 39 25 0 0 53 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 26 0 36 39 25 0 0 53 35 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 657 0 843 682 753 0 0 1480 865 Vol/Sat: xxxx xxxx xxxx 0.04 xxxx 0.04 0.06 0.03 xxxx xxxx 0.04 0.04 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.3 0.0 7.0 8.2 7.6 0.0 0.0 7.7 7.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.3 0.0 7.0 8.2 7.6 0.0 0.0 7.7 7.0 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.5 8.0 7.4 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.5 8.0 7.4 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2013+Construction MIDDAY Thu Jan 19, 2012 16:43:42 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.323 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 26 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 60 11 150 70 10 12 11 33 115 224 62 133 Initial Bse: 60 11 150 70 10 12 11 33 115 224 62 133 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 60 11 0 70 10 12 11 33 115 224 62 0 Reduced Vol: 60 11 0 70 10 12 11 33 115 224 62 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 60 11 0 70 10 12 11 33 115 224 62 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.74 0.26 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1183 417 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.04 0.01 0.00 0.04 0.01 0.03 0.01 0.02 0.07 0.07 0.04 0.00 Crit Moves: **** **** **** ****

2013+Construction MIDDAY Thu Jan 19, 2012 16:43:42 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.185 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 178 0 0 129 104 95 0 39 0 0 0 Initial Bse: 21 178 0 0 129 104 95 0 39 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 178 0 0 129 0 95 0 39 0 0 0 Reduced Vol: 21 178 0 0 129 0 95 0 39 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 178 0 0 129 0 95 0 39 0 0 0 OvlAdjVol: 18 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.06 0.00 0.00 0.04 0.00 0.03 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.01 Crit Moves: **** **** ****

2013+Construction MIDDAY Thu Jan 19, 2012 16:43:42 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.103 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.3 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 26 139 0 1 130 39 42 1 30 14 1 18 Initial Bse: 26 139 0 1 130 39 42 1 30 14 1 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 26 139 0 1 130 39 42 1 30 14 1 18 Reduced Vol: 26 139 0 1 130 39 42 1 30 14 1 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 26 139 0 1 130 39 42 1 30 14 1 18 Lanes: 1.00 2.00 0.00 0.02 1.98 1.00 1.95 0.05 1.00 0.93 0.07 1.00 Final Sat.: 619 1355 0 10 1342 779 1123 27 710 545 39 721 Vol/Sat: 0.04 0.10 xxxx 0.10 0.10 0.05 0.04 0.04 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.4 0.0 8.4 8.4 7.4 8.9 8.9 7.7 8.7 8.7 7.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.4 0.0 8.4 8.4 7.4 8.9 8.9 7.7 8.7 8.7 7.5 LOS by Move: A A * A A A A A A A A A ApproachDel: 8.4 8.2 8.4 8.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.4 8.2 8.4 8.0 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2013+Construction MIDDAY Thu Jan 19, 2012 16:43:42 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.201 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.8 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 142 16 31 77 5 13 4 9 122 2 66 Initial Bse: 2 142 16 31 77 5 13 4 9 122 2 66 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 142 16 31 77 5 13 4 9 122 2 66 Reduced Vol: 2 142 16 31 77 5 13 4 9 122 2 66 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 142 16 31 77 5 13 4 9 122 2 66 Lanes: 1.00 1.80 0.20 1.00 1.88 0.12 1.00 0.31 0.69 1.00 0.31 0.69 Final Sat.: 589 1170 134 579 1190 78 582 213 479 608 222 506 Vol/Sat: 0.00 0.12 0.12 0.05 0.06 0.06 0.02 0.02 0.02 0.20 0.01 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.7 8.6 9.0 8.5 8.4 8.7 7.7 7.7 9.8 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.7 8.6 9.0 8.5 8.4 8.7 7.7 7.7 9.8 7.9 7.9 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.7 8.6 8.2 9.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.7 8.6 8.2 9.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

2013+Construction MIDDAY Thu Jan 19, 2012 16:43:42 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.383 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 29 0 47 28 803 0 0 793 16 Initial Bse: 0 0 0 29 0 47 28 803 0 0 793 16 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 29 0 47 28 803 0 0 793 16 Reduced Vol: 0 0 0 29 0 47 28 803 0 0 793 16 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 29 0 47 28 803 0 0 793 16 OvlAdjVol: 19 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.25 0.00 0.00 0.25 0.01 OvlAdjV/S: 0.01 0.00 Crit Moves: **** **** ****

2013+Construction MIDDAY Thu Jan 19, 2012 16:43:42 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.424 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 113 71 5 112 41 31 40 693 97 4 661 145 Initial Bse: 113 71 5 112 41 31 40 693 97 4 661 145 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 113 71 0 112 41 0 40 693 97 4 661 145 Reduced Vol: 113 71 0 112 41 0 40 693 97 4 661 145 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 113 71 0 112 41 0 40 693 97 4 661 145 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.63 0.37 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4211 589 1600 3200 1600 Vol/Sat: 0.07 0.02 0.00 0.07 0.01 0.00 0.03 0.16 0.16 0.00 0.21 0.09 Crit Moves: **** **** **** ****

2013+Construction MIDDAY Thu Jan 19, 2012 16:43:42 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.8 Worst Case Level Of Service: A[ 8.7] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 1 0 35 0 0 0 0 86 5 14 89 0 Initial Bse: 1 0 35 0 0 0 0 86 5 14 89 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 0 35 0 0 0 0 86 5 14 89 0 FinalVolume: 1 0 35 0 0 0 0 86 5 14 89 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 161 xxxx 46 xxxx xxxx xxxxx xxxx xxxx xxxxx 91 xxxx xxxxx Potent Cap.: 820 xxxx 1021 xxxx xxxx xxxxx xxxx xxxx xxxxx 1517 xxxx xxxxx Move Cap.: 814 xxxx 1021 xxxx xxxx xxxxx xxxx xxxx xxxxx 1517 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.4 xxxx 8.7 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.7 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2013+Construction MIDDAY Thu Jan 19, 2012 16:43:42 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.157 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.4 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 64 0 26 82 131 0 0 76 42 Initial Bse: 0 0 0 64 0 26 82 131 0 0 76 42 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 64 0 26 82 131 0 0 76 42 Reduced Vol: 0 0 0 64 0 26 82 131 0 0 76 42 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 64 0 26 82 131 0 0 76 42 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.77 1.23 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 600 0 749 522 886 0 0 1356 780 Vol/Sat: xxxx xxxx xxxx 0.11 xxxx 0.03 0.16 0.15 xxxx xxxx 0.06 0.05 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.4 0.0 0.0 8.2 7.4 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 8.6 8.6 7.9 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 8.6 8.6 7.9 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 0.2 0.2 0.0 0.0 0.1 0.1 Note: Queue reported is the number of cars per lane.

2013+Construction PM Thu Jan 19, 2012 16:43:32 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.349 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 27 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 77 6 177 60 16 12 57 56 140 242 52 170 Initial Bse: 77 6 177 60 16 12 57 56 140 242 52 170 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 77 6 0 60 16 12 57 56 140 242 52 0 Reduced Vol: 77 6 0 60 16 12 57 56 140 242 52 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 77 6 0 60 16 12 57 56 140 242 52 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.73 0.27 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1164 436 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.05 0.00 0.00 0.04 0.01 0.03 0.04 0.04 0.09 0.08 0.03 0.00 Crit Moves: **** **** **** ****

2013+Construction PM Thu Jan 19, 2012 16:43:32 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.213 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 23 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 222 0 0 136 96 141 0 64 0 0 0 Initial Bse: 21 222 0 0 136 96 141 0 64 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 222 0 0 136 0 141 0 64 0 0 0 Reduced Vol: 21 222 0 0 136 0 141 0 64 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 222 0 0 136 0 141 0 64 0 0 0 OvlAdjVol: 43 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.07 0.00 0.00 0.04 0.00 0.04 0.00 0.04 0.00 0.00 0.00 OvlAdjV/S: 0.03 Crit Moves: **** **** ****

2013+Construction PM Thu Jan 19, 2012 16:43:32 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.129 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.6 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 15 166 2 2 168 27 60 2 31 17 1 21 Initial Bse: 15 166 2 2 168 27 60 2 31 17 1 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 15 166 2 2 168 27 60 2 31 17 1 21 Reduced Vol: 15 166 2 2 168 27 60 2 31 17 1 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 166 2 2 168 27 60 2 31 17 1 21 Lanes: 1.00 1.98 0.02 0.02 1.98 1.00 1.94 0.06 1.00 0.94 0.06 1.00 Final Sat.: 599 1296 16 15 1299 753 1082 36 685 535 31 694 Vol/Sat: 0.03 0.13 0.13 0.13 0.13 0.04 0.06 0.06 0.05 0.03 0.03 0.03 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.7 8.7 8.7 8.7 7.4 9.1 9.1 7.8 8.9 8.9 7.7 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.7 8.7 8.7 8.7 7.4 9.1 9.1 7.8 8.9 8.9 7.7 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.7 8.6 8.7 8.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.7 8.6 8.7 8.2 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2013+Construction PM Thu Jan 19, 2012 16:43:32 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.210 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 9.1 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 152 9 84 47 5 10 9 4 126 0 62 Initial Bse: 2 152 9 84 47 5 10 9 4 126 0 62 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 152 9 84 47 5 10 9 4 126 0 62 Reduced Vol: 2 152 9 84 47 5 10 9 4 126 0 62 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 152 9 84 47 5 10 9 4 126 0 62 Lanes: 1.00 1.89 0.11 1.00 1.81 0.19 1.00 0.69 0.31 1.00 0.34 0.66 Final Sat.: 583 1210 72 579 1150 124 571 446 198 599 242 469 Vol/Sat: 0.00 0.13 0.12 0.14 0.04 0.04 0.02 0.02 0.02 0.21 0.00 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.7 8.8 8.8 9.6 8.3 8.3 8.8 8.1 8.1 10.0 8.0 8.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.7 8.8 8.8 9.6 8.3 8.3 8.8 8.1 8.1 10.0 8.0 8.0 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.8 9.1 8.4 9.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 9.1 8.4 9.3 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

2013+Construction PM Thu Jan 19, 2012 16:43:32 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.478 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 49 0 87 31 1098 0 0 948 19 Initial Bse: 0 0 0 49 0 87 31 1098 0 0 948 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 49 0 87 31 1098 0 0 948 19 Reduced Vol: 0 0 0 49 0 87 31 1098 0 0 948 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 49 0 87 31 1098 0 0 948 19 OvlAdjVol: 56 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.02 0.34 0.00 0.00 0.30 0.01 OvlAdjV/S: 0.04 0.00 Crit Moves: **** **** ****

2013+Construction PM Thu Jan 19, 2012 16:43:32 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.466 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 143 74 5 65 48 43 36 914 188 2 766 178 Initial Bse: 143 74 5 65 48 43 36 914 188 2 766 178 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 143 74 0 65 48 0 36 914 188 2 766 178 Reduced Vol: 143 74 0 65 48 0 36 914 188 2 766 178 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 143 74 0 65 48 0 36 914 188 2 766 178 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.49 0.51 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3981 819 1600 3200 1600 Vol/Sat: 0.09 0.02 0.00 0.04 0.02 0.00 0.02 0.23 0.23 0.00 0.24 0.11 Crit Moves: **** **** **** ****

2013+Construction PM Thu Jan 19, 2012 16:43:32 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.0 Worst Case Level Of Service: A[ 9.1] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 4 0 31 0 0 0 0 188 5 4 121 0 Initial Bse: 4 0 31 0 0 0 0 188 5 4 121 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 0 31 0 0 0 0 188 5 4 121 0 FinalVolume: 4 0 31 0 0 0 0 188 5 4 121 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 259 xxxx 97 xxxx xxxx xxxxx xxxx xxxx xxxxx 193 xxxx xxxxx Potent Cap.: 713 xxxx 947 xxxx xxxx xxxxx xxxx xxxx xxxxx 1392 xxxx xxxxx Move Cap.: 712 xxxx 947 xxxx xxxx xxxxx xxxx xxxx xxxxx 1392 xxxx xxxxx Volume/Cap: 0.01 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.00 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 10.1 xxxx 8.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx LOS by Move: B * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 9.1 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2013+Construction PM Thu Jan 19, 2012 16:43:32 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.084 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 7.8 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 20 0 25 45 74 0 0 61 33 Initial Bse: 0 0 0 20 0 25 45 74 0 0 61 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 20 0 25 45 74 0 0 61 33 Reduced Vol: 0 0 0 20 0 25 45 74 0 0 61 33 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 20 0 25 45 74 0 0 61 33 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.76 1.24 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 636 0 808 533 932 0 0 1464 854 Vol/Sat: xxxx xxxx xxxx 0.03 xxxx 0.03 0.08 0.08 xxxx xxxx 0.04 0.04 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.3 0.0 7.1 8.2 7.9 0.0 0.0 7.8 7.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.3 0.0 7.1 8.2 7.9 0.0 0.0 7.8 7.0 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.7 8.0 7.5 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.7 8.0 7.5 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

FUTURE BASE (YEAR 2013) PLUS PROJECT CONSTRUCTION (ALTERNATIVE 2)

2013+Construction Pier B AMWed Apr 18, 2012 16:17:16 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.287 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 129 6 225 82 6 29 10 47 69 38 40 37 Initial Bse: 129 6 225 82 6 29 10 47 69 38 40 37 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 129 6 0 82 6 29 10 47 69 38 40 0 Reduced Vol: 129 6 0 82 6 29 10 47 69 38 40 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 129 6 0 82 6 29 10 47 69 38 40 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.50 0.50 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 807 793 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.08 0.00 0.00 0.05 0.01 0.04 0.01 0.03 0.04 0.01 0.03 0.00 Crit Moves: **** **** **** ****

2013+Construction Pier B AMWed Apr 18, 2012 16:17:16 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.189 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 46 94 0 0 142 125 52 0 28 0 0 0 Initial Bse: 46 94 0 0 142 125 52 0 28 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 94 0 0 142 0 52 0 28 0 0 0 Reduced Vol: 46 94 0 0 142 0 52 0 28 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 94 0 0 142 0 52 0 28 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.03 0.03 0.00 0.00 0.04 0.00 0.02 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

2013+Construction Pier B AMWed Apr 18, 2012 16:17:16 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.105 Loss Time (sec): 0 Average Delay (sec/veh): 8.3 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 45 140 3 0 144 38 13 2 26 17 2 15 Initial Bse: 45 140 3 0 144 38 13 2 26 17 2 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 140 3 0 144 38 13 2 26 17 2 15 Reduced Vol: 45 140 3 0 144 38 13 2 26 17 2 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 140 3 0 144 38 13 2 26 17 2 15 Lanes: 1.00 1.96 0.04 0.00 2.00 1.00 1.73 0.27 1.00 0.89 0.11 1.00 Final Sat.: 629 1354 29 0 1372 790 985 154 694 522 61 716 Vol/Sat: 0.07 0.10 0.10 xxxx 0.10 0.05 0.01 0.01 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.7 8.3 8.3 0.0 8.4 7.3 8.8 8.7 7.7 8.7 8.7 7.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.7 8.3 8.3 0.0 8.4 7.3 8.8 8.7 7.7 8.7 8.7 7.5 LOS by Move: A A A * A A A A A A A A ApproachDel: 8.4 8.2 8.1 8.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.4 8.2 8.1 8.2 LOS by Appr: A A A A AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2013+Construction Pier B AMWed Apr 18, 2012 16:17:16 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.271 Loss Time (sec): 0 Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 8 60 20 32 96 20 8 2 9 169 3 82 Initial Bse: 8 60 20 32 96 20 8 2 9 169 3 82 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 8 60 20 32 96 20 8 2 9 169 3 82 Reduced Vol: 8 60 20 32 96 20 8 2 9 169 3 82 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 60 20 32 96 20 8 2 9 169 3 82 Lanes: 1.00 1.50 0.50 1.00 1.66 0.34 1.00 0.18 0.82 1.00 0.35 0.65 Final Sat.: 563 937 325 579 1060 227 587 129 581 622 263 480 Vol/Sat: 0.01 0.06 0.06 0.06 0.09 0.09 0.01 0.02 0.02 0.27 0.01 0.17 Crit Moves: **** **** **** **** Delay/Veh: 8.9 8.5 8.3 9.0 8.6 8.4 8.7 7.6 7.6 10.3 8.0 8.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.9 8.5 8.3 9.0 8.6 8.4 8.7 7.6 7.6 10.3 8.0 8.0 LOS by Move: A A A A A A A A A B A A ApproachDel: 8.5 8.6 8.0 9.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.6 8.0 9.5 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.3 0.1 0.1 Note: Queue reported is the number of cars per lane.

Level of Service Workheet (Circular 212 Method) I/S #: North-South Street: Seaside Year of Count: 2011 Ambient Growth: (%): Conducted by: LR Date: 5 East-West Street: Navy Projection Year: 2011 Peak Hour: Reviewed by: Project: No. of Phases 3 3 3 3 0 Opposed Ø'ing: N/S-1, E/W-2 or Both-3? 0 0 0 0 Right Turns: FREE-1, NRTOR-2 or OLA-3? NB-- 1 SB-- NB-- 1 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 EB-- 3 WB-- EB-- 3 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 ATSAC-1 or ATSAC+ATCS-2? 1 1 0 0 0 Override Capacity 0 0 0 0 0 NORTHBOUND MOVEMENT No. of Volume Lanes Lane Volume Left 174 2 96 Left-Through Through 0 Through-Right Right 169 1 0 Left-Through-Right Left-Right EXISTING CONDITION EXISTING PLUS PROJECT FUTURE CONDITION W/O PROJECT FUTURE CONDITION W/ PROJECT FUTURE W/ PROJECT W/ MITIGATION Project Traffic Total Volume Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume SOUTHBOUND Left Left-Through Through Through-Right Right Left-Through-Right Left-Right 0 0 0 EASTBOUND WESTBOUND Left 0 Left-Through Through 2341 3 780 Through-Right Right 300 1 204 Left-Through-Right Left-Right Left 86 2 47 Left-Through Through 2362 3 787 Through-Right Right Left-Through-Right Left-Right 0 CRITICAL VOLUMES North-South: East-West: 96 827 VOLUME/CAPACITY (V/C) RATIO: V/C LESS ATSAC/ATCS ADJUSTMENT: SUM: 923 0.648 0.578 LEVEL OF SERVICE (LOS): A 4/19/2012-6:01 PM 1 Intersection 6 CMA.xls

2013+Construction Pier B AMWed Apr 18, 2012 16:17:16 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.448 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 6 0 52 67 708 0 0 980 20 Initial Bse: 0 0 0 6 0 52 67 708 0 0 980 20 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 6 0 52 67 708 0 0 980 20 Reduced Vol: 0 0 0 6 0 52 67 708 0 0 980 20 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 6 0 52 67 708 0 0 980 20 OvlAdjVol: 0 14 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.03 0.04 0.22 0.00 0.00 0.31 0.01 OvlAdjV/S: 0.00 0.01 Crit Moves: **** **** ****

2013+Construction Pier B AMWed Apr 18, 2012 16:17:16 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.483 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 184 36 0 46 25 22 19 572 119 6 793 92 Initial Bse: 184 36 0 46 25 22 19 572 119 6 793 92 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 184 36 0 46 25 0 19 572 119 6 793 92 Reduced Vol: 184 36 0 46 25 0 19 572 119 6 793 92 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 184 36 0 46 25 0 19 572 119 6 793 92 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.48 0.52 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3973 827 1600 3200 1600 Vol/Sat: 0.12 0.01 0.00 0.03 0.01 0.00 0.01 0.14 0.14 0.00 0.25 0.06 Crit Moves: **** **** **** ****

2013+Construction Pier B AMWed Apr 18, 2012 16:17:16 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.9 Worst Case Level Of Service: A[ 8.6] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 3 0 19 0 0 0 0 54 7 24 83 0 Initial Bse: 3 0 19 0 0 0 0 54 7 24 83 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 3 0 19 0 0 0 0 54 7 24 83 0 FinalVolume: 3 0 19 0 0 0 0 54 7 24 83 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 147 xxxx 31 xxxx xxxx xxxxx xxxx xxxx xxxxx 61 xxxx xxxxx Potent Cap.: 836 xxxx 1043 xxxx xxxx xxxxx xxxx xxxx xxxxx 1555 xxxx xxxxx Move Cap.: 826 xxxx 1043 xxxx xxxx xxxxx xxxx xxxx xxxxx 1555 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.4 xxxx 8.5 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.6 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2013+Construction Pier B AMWed Apr 18, 2012 16:17:16 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.058 Loss Time (sec): 0 Average Delay (sec/veh): 7.7 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 38 0 36 39 25 0 0 53 37 Initial Bse: 0 0 0 38 0 36 39 25 0 0 53 37 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 38 0 36 39 25 0 0 53 37 Reduced Vol: 0 0 0 38 0 36 39 25 0 0 53 37 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 38 0 36 39 25 0 0 53 37 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 657 0 841 677 746 0 0 1466 856 Vol/Sat: xxxx xxxx xxxx 0.06 xxxx 0.04 0.06 0.03 xxxx xxxx 0.04 0.04 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.4 0.0 7.0 8.3 7.6 0.0 0.0 7.7 7.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.4 0.0 7.0 8.3 7.6 0.0 0.0 7.7 7.0 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.7 8.0 7.4 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.7 8.0 7.4 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2013+Construction Pier B MIWed Apr 18, 2012 16:17:34 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.362 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 27 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 94 11 136 70 10 12 11 35 150 209 64 133 Initial Bse: 94 11 136 70 10 12 11 35 150 209 64 133 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 94 11 0 70 10 12 11 35 150 209 64 0 Reduced Vol: 94 11 0 70 10 12 11 35 150 209 64 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 94 11 0 70 10 12 11 35 150 209 64 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.74 0.26 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1183 417 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.06 0.01 0.00 0.04 0.01 0.03 0.01 0.02 0.09 0.07 0.04 0.00 Crit Moves: **** **** **** ****

2013+Construction Pier B MIWed Apr 18, 2012 16:17:34 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.179 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 165 0 0 116 104 95 0 39 0 0 0 Initial Bse: 21 165 0 0 116 104 95 0 39 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 165 0 0 116 0 95 0 39 0 0 0 Reduced Vol: 21 165 0 0 116 0 95 0 39 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 165 0 0 116 0 95 0 39 0 0 0 OvlAdjVol: 18 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.05 0.00 0.00 0.04 0.00 0.03 0.00 0.02 0.00 0.00 0.00 OvlAdjV/S: 0.01 Crit Moves: **** **** ****

2013+Construction Pier B MIWed Apr 18, 2012 16:17:34 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.102 Loss Time (sec): 0 Average Delay (sec/veh): 8.2 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 24 141 0 1 131 24 28 1 29 14 1 18 Initial Bse: 24 141 0 1 131 24 28 1 29 14 1 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 141 0 1 131 24 28 1 29 14 1 18 Reduced Vol: 24 141 0 1 131 24 28 1 29 14 1 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 141 0 1 131 24 28 1 29 14 1 18 Lanes: 1.00 2.00 0.00 0.02 1.98 1.00 1.93 0.07 1.00 0.93 0.07 1.00 Final Sat.: 628 1377 0 10 1358 789 1120 40 716 551 39 731 Vol/Sat: 0.04 0.10 xxxx 0.10 0.10 0.03 0.03 0.02 0.04 0.03 0.03 0.02 Crit Moves: **** **** **** **** Delay/Veh: 8.5 8.3 0.0 8.3 8.3 7.2 8.7 8.7 7.6 8.6 8.6 7.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.5 8.3 0.0 8.3 8.3 7.2 8.7 8.7 7.6 8.6 8.6 7.4 LOS by Move: A A * A A A A A A A A A ApproachDel: 8.4 8.2 8.2 8.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.4 8.2 8.2 8.0 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2013+Construction Pier B MIWed Apr 18, 2012 16:17:34 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.201 Loss Time (sec): 0 Average Delay (sec/veh): 8.8 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 142 16 31 77 5 13 4 9 122 2 66 Initial Bse: 2 142 16 31 77 5 13 4 9 122 2 66 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 142 16 31 77 5 13 4 9 122 2 66 Reduced Vol: 2 142 16 31 77 5 13 4 9 122 2 66 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 142 16 31 77 5 13 4 9 122 2 66 Lanes: 1.00 1.80 0.20 1.00 1.88 0.12 1.00 0.31 0.69 1.00 0.31 0.69 Final Sat.: 589 1170 134 579 1190 78 582 213 479 608 222 506 Vol/Sat: 0.00 0.12 0.12 0.05 0.06 0.06 0.02 0.02 0.02 0.20 0.01 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.6 8.7 8.6 9.0 8.5 8.4 8.7 7.7 7.7 9.8 7.9 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.6 8.7 8.6 9.0 8.5 8.4 8.7 7.7 7.7 9.8 7.9 7.9 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.7 8.6 8.2 9.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.7 8.6 8.2 9.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

Level of Service Workheet (Circular 212 Method) I/S #: North-South Street: Seaside Year of Count: 2011 Ambient Growth: (%): Conducted by: LR Date: 5 East-West Street: Navy Projection Year: 2011 Peak Hour: Reviewed by: Project: No. of Phases 3 3 3 3 0 Opposed Ø'ing: N/S-1, E/W-2 or Both-3? 0 0 0 0 Right Turns: FREE-1, NRTOR-2 or OLA-3? NB-- 1 SB-- NB-- 1 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 EB-- 3 WB-- EB-- 3 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 ATSAC-1 or ATSAC+ATCS-2? 1 1 0 0 0 Override Capacity 0 0 0 0 0 NORTHBOUND MOVEMENT No. of Volume Lanes Lane Volume Left 256 2 141 Left-Through Through 0 Through-Right Right 506 1 0 Left-Through-Right Left-Right EXISTING CONDITION EXISTING PLUS PROJECT FUTURE CONDITION W/O PROJECT FUTURE CONDITION W/ PROJECT FUTURE W/ PROJECT W/ MITIGATION Project Traffic Total Volume Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume SOUTHBOUND Left Left-Through Through Through-Right Right Left-Through-Right Left-Right 0 0 0 EASTBOUND WESTBOUND Left 0 Left-Through Through 1226 3 409 Through-Right Right 161 1 20 Left-Through-Right Left-Right Left 41 2 23 Left-Through Through 1354 3 451 Through-Right Right Left-Through-Right Left-Right 0 CRITICAL VOLUMES North-South: East-West: 141 451 VOLUME/CAPACITY (V/C) RATIO: V/C LESS ATSAC/ATCS ADJUSTMENT: SUM: 592 0.415 0.345 LEVEL OF SERVICE (LOS): A 4/19/2012-6:02 PM 1 Intersection 6 CMA.xls

2013+Construction Pier B MIWed Apr 18, 2012 16:17:34 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.385 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 29 0 49 30 803 0 0 793 16 Initial Bse: 0 0 0 29 0 49 30 803 0 0 793 16 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 29 0 49 30 803 0 0 793 16 Reduced Vol: 0 0 0 29 0 49 30 803 0 0 793 16 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 29 0 49 30 803 0 0 793 16 OvlAdjVol: 19 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.25 0.00 0.00 0.25 0.01 OvlAdjV/S: 0.01 0.00 Crit Moves: **** **** ****

2013+Construction Pier B MIWed Apr 18, 2012 16:17:34 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.424 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 113 71 5 112 41 31 40 693 97 4 661 145 Initial Bse: 113 71 5 112 41 31 40 693 97 4 661 145 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 113 71 0 112 41 0 40 693 97 4 661 145 Reduced Vol: 113 71 0 112 41 0 40 693 97 4 661 145 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 113 71 0 112 41 0 40 693 97 4 661 145 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.63 0.37 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 4211 589 1600 3200 1600 Vol/Sat: 0.07 0.02 0.00 0.07 0.01 0.00 0.03 0.16 0.16 0.00 0.21 0.09 Crit Moves: **** **** **** ****

2013+Construction Pier B MIWed Apr 18, 2012 16:17:34 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.8 Worst Case Level Of Service: A[ 8.7] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 1 0 35 0 0 0 0 87 5 14 91 0 Initial Bse: 1 0 35 0 0 0 0 87 5 14 91 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 0 35 0 0 0 0 87 5 14 91 0 FinalVolume: 1 0 35 0 0 0 0 87 5 14 91 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 163 xxxx 46 xxxx xxxx xxxxx xxxx xxxx xxxxx 92 xxxx xxxxx Potent Cap.: 817 xxxx 1020 xxxx xxxx xxxxx xxxx xxxx xxxxx 1515 xxxx xxxxx Move Cap.: 812 xxxx 1020 xxxx xxxx xxxxx xxxx xxxx xxxxx 1515 xxxx xxxxx Volume/Cap: 0.00 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 9.4 xxxx 8.7 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx LOS by Move: A * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.4 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 8.7 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2013+Construction Pier B MIWed Apr 18, 2012 16:17:34 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.157 Loss Time (sec): 0 Average Delay (sec/veh): 8.4 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 66 0 26 82 131 0 0 76 44 Initial Bse: 0 0 0 66 0 26 82 131 0 0 76 44 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 66 0 26 82 131 0 0 76 44 Reduced Vol: 0 0 0 66 0 26 82 131 0 0 76 44 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 66 0 26 82 131 0 0 76 44 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.77 1.23 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 600 0 748 521 884 0 0 1351 779 Vol/Sat: xxxx xxxx xxxx 0.11 xxxx 0.03 0.16 0.15 xxxx xxxx 0.06 0.06 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.5 0.0 0.0 8.2 7.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 9.1 0.0 7.4 8.9 8.5 0.0 0.0 8.2 7.5 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 8.7 8.6 7.9 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 8.7 8.6 7.9 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 0.2 0.2 0.0 0.0 0.1 0.1 Note: Queue reported is the number of cars per lane.

2013+Construction Pier B PMWed Apr 18, 2012 16:17:25 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.402 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 29 Level Of Service: A Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 111 6 163 60 16 12 72 58 204 216 48 165 Initial Bse: 111 6 163 60 16 12 72 58 204 216 48 165 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 111 6 0 60 16 12 72 58 204 216 48 0 Reduced Vol: 111 6 0 60 16 12 72 58 204 216 48 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 111 6 0 60 16 12 72 58 204 216 48 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 1.00 0.73 0.27 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 1600 1164 436 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.07 0.00 0.00 0.04 0.01 0.03 0.05 0.04 0.13 0.07 0.03 0.00 Crit Moves: **** **** **** ****

2013+Construction Pier B PMWed Apr 18, 2012 16:17:25 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.203 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 21 188 0 0 123 96 141 0 64 0 0 0 Initial Bse: 21 188 0 0 123 96 141 0 64 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 21 188 0 0 123 0 141 0 64 0 0 0 Reduced Vol: 21 188 0 0 123 0 141 0 64 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 188 0 0 123 0 141 0 64 0 0 0 OvlAdjVol: 43 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.01 0.06 0.00 0.00 0.04 0.00 0.04 0.00 0.04 0.00 0.00 0.00 OvlAdjV/S: 0.03 Crit Moves: **** **** ****

2013+Construction Pier B PMWed Apr 18, 2012 16:17:25 Page 5-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.127 Loss Time (sec): 0 Average Delay (sec/veh): 8.5 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 13 168 2 2 170 12 23 2 30 17 1 21 Initial Bse: 13 168 2 2 170 12 23 2 30 17 1 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 13 168 2 2 170 12 23 2 30 17 1 21 Reduced Vol: 13 168 2 2 170 12 23 2 30 17 1 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 168 2 2 170 12 23 2 30 17 1 21 Lanes: 1.00 1.98 0.02 0.02 1.98 1.00 1.84 0.16 1.00 0.94 0.06 1.00 Final Sat.: 618 1342 16 16 1338 780 1039 91 691 545 32 711 Vol/Sat: 0.02 0.13 0.12 0.13 0.13 0.02 0.02 0.02 0.04 0.03 0.03 0.03 Crit Moves: **** **** **** **** Delay/Veh: 8.5 8.5 8.5 8.6 8.6 7.2 8.8 8.8 7.8 8.8 8.8 7.6 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.5 8.5 8.5 8.6 8.6 7.2 8.8 8.8 7.8 8.8 8.8 7.6 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.5 8.5 8.3 8.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.5 8.5 8.3 8.1 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Note: Queue reported is the number of cars per lane.

2013+Construction Pier B PMWed Apr 18, 2012 16:17:25 Page 7-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.210 Loss Time (sec): 0 Average Delay (sec/veh): 9.1 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 1 0 Base Vol: 2 152 9 84 47 5 10 9 4 126 0 62 Initial Bse: 2 152 9 84 47 5 10 9 4 126 0 62 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 152 9 84 47 5 10 9 4 126 0 62 Reduced Vol: 2 152 9 84 47 5 10 9 4 126 0 62 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 152 9 84 47 5 10 9 4 126 0 62 Lanes: 1.00 1.89 0.11 1.00 1.81 0.19 1.00 0.69 0.31 1.00 0.34 0.66 Final Sat.: 583 1210 72 579 1150 124 571 446 198 599 242 469 Vol/Sat: 0.00 0.13 0.12 0.14 0.04 0.04 0.02 0.02 0.02 0.21 0.00 0.13 Crit Moves: **** **** **** **** Delay/Veh: 8.7 8.8 8.8 9.6 8.3 8.3 8.8 8.1 8.1 10.0 8.0 8.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.7 8.8 8.8 9.6 8.3 8.3 8.8 8.1 8.1 10.0 8.0 8.0 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.8 9.1 8.4 9.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 9.1 8.4 9.3 LOS by Appr: A A A A AllWayAvgQ: 0.0 0.1 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.2 0.1 0.1 Note: Queue reported is the number of cars per lane.

Level of Service Workheet (Circular 212 Method) I/S #: North-South Street: Seaside Year of Count: 2011 Ambient Growth: (%): Conducted by: LR Date: 5 East-West Street: Navy Projection Year: 2011 Peak Hour: Reviewed by: Project: No. of Phases 3 3 3 3 0 Opposed Ø'ing: N/S-1, E/W-2 or Both-3? 0 0 0 0 Right Turns: FREE-1, NRTOR-2 or OLA-3? NB-- 1 SB-- NB-- 1 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 NB-- 0 SB-- 0 EB-- 3 WB-- EB-- 3 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 EB-- 0 WB-- 0 ATSAC-1 or ATSAC+ATCS-2? 1 1 0 0 0 Override Capacity 0 0 0 0 0 NORTHBOUND MOVEMENT No. of Volume Lanes Lane Volume Left 368 2 202 Left-Through Through 0 Through-Right Right 861 1 0 Left-Through-Right Left-Right EXISTING CONDITION EXISTING PLUS PROJECT FUTURE CONDITION W/O PROJECT FUTURE CONDITION W/ PROJECT FUTURE W/ PROJECT W/ MITIGATION Project Traffic Total Volume Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume Added Volume Total Volume No. of Lanes Lane Volume SOUTHBOUND Left Left-Through Through Through-Right Right Left-Through-Right Left-Right 0 0 0 EASTBOUND WESTBOUND Left 0 Left-Through Through 2513 3 838 Through-Right Right 300 1 98 Left-Through-Right Left-Right Left 73 2 40 Left-Through Through 2741 3 914 Through-Right Right Left-Through-Right Left-Right 0 CRITICAL VOLUMES North-South: East-West: 202 914 VOLUME/CAPACITY (V/C) RATIO: V/C LESS ATSAC/ATCS ADJUSTMENT: SUM: 1116 0.783 0.713 LEVEL OF SERVICE (LOS): C 4/19/2012-6:01 PM 1 Intersection 6 CMA.xls

2013+Construction Pier B PMWed Apr 18, 2012 16:17:26 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.484 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 49 0 98 33 1098 0 0 958 19 Initial Bse: 0 0 0 49 0 98 33 1098 0 0 958 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 49 0 98 33 1098 0 0 958 19 Reduced Vol: 0 0 0 49 0 98 33 1098 0 0 958 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 49 0 98 33 1098 0 0 958 19 OvlAdjVol: 65 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.06 0.02 0.34 0.00 0.00 0.30 0.01 OvlAdjV/S: 0.04 0.00 Crit Moves: **** **** ****

2013+Construction Pier B PMWed Apr 18, 2012 16:17:26 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.472 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 152 74 5 65 48 43 36 914 188 2 766 178 Initial Bse: 152 74 5 65 48 43 36 914 188 2 766 178 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 152 74 0 65 48 0 36 914 188 2 766 178 Reduced Vol: 152 74 0 65 48 0 36 914 188 2 766 178 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 152 74 0 65 48 0 36 914 188 2 766 178 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.49 0.51 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3981 819 1600 3200 1600 Vol/Sat: 0.10 0.02 0.00 0.04 0.02 0.00 0.02 0.23 0.23 0.00 0.24 0.11 Crit Moves: **** **** **** ****

2013+Construction Pier B PMWed Apr 18, 2012 16:17:26 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.0 Worst Case Level Of Service: A[ 9.1] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 4 0 31 0 0 0 0 189 5 4 132 0 Initial Bse: 4 0 31 0 0 0 0 189 5 4 132 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 0 31 0 0 0 0 189 5 4 132 0 FinalVolume: 4 0 31 0 0 0 0 189 5 4 132 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 266 xxxx 97 xxxx xxxx xxxxx xxxx xxxx xxxxx 194 xxxx xxxxx Potent Cap.: 707 xxxx 947 xxxx xxxx xxxxx xxxx xxxx xxxxx 1391 xxxx xxxxx Move Cap.: 705 xxxx 947 xxxx xxxx xxxxx xxxx xxxx xxxxx 1391 xxxx xxxxx Volume/Cap: 0.01 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.00 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.0 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx Control Del: 10.1 xxxx 8.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx LOS by Move: B * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 9.1 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * * Note: Queue reported is the number of cars per lane.

2013+Construction Pier B PMWed Apr 18, 2012 16:17:26 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.085 Loss Time (sec): 0 Average Delay (sec/veh): 7.7 Optimal Cycle: 0 Level Of Service: A Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 21 0 25 45 74 0 0 61 45 Initial Bse: 0 0 0 21 0 25 45 74 0 0 61 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 21 0 25 45 74 0 0 61 45 Reduced Vol: 0 0 0 21 0 25 45 74 0 0 61 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 21 0 25 45 74 0 0 61 45 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.76 1.24 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 633 0 802 532 930 0 0 1463 853 Vol/Sat: xxxx xxxx xxxx 0.03 xxxx 0.03 0.08 0.08 xxxx xxxx 0.04 0.05 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 8.4 0.0 7.1 8.2 7.9 0.0 0.0 7.8 7.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 8.4 0.0 7.1 8.2 7.9 0.0 0.0 7.8 7.1 LOS by Move: * * * A * A A A * * A A ApproachDel: xxxxxx 7.7 8.0 7.5 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 7.7 8.0 7.5 LOS by Appr: * A A A AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.1 Note: Queue reported is the number of cars per lane.

FUTURE BASE/ALTERNATIVE 4 (YEAR 2035)

FUTURE AM Thu Feb 2, 2012 11:07:19 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.710 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 51 Level Of Service: C Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Include Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 445 0 357 0 0 0 0 103 276 509 0 0 Initial Bse: 445 0 357 0 0 0 0 103 276 509 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 445 0 0 0 0 0 0 103 276 509 0 0 Reduced Vol: 445 0 0 0 0 0 0 103 276 509 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 445 0 0 0 0 0 0 103 276 509 0 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 0.00 2.00 0.00 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 0 3200 0 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.17 0.16 0.00 0.00 Crit Moves: **** **** ****

FUTURE AM Thu Feb 2, 2012 11:07:19 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.370 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 27 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 36 656 0 0 648 138 144 0 0 0 0 0 Initial Bse: 36 656 0 0 648 138 144 0 0 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 36 656 0 0 648 0 144 0 0 0 0 0 Reduced Vol: 36 656 0 0 648 0 144 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 36 656 0 0 648 0 144 0 0 0 0 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.02 0.21 0.00 0.00 0.20 0.00 0.05 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** ****

FUTURE AM Thu Feb 2, 2012 11:07:19 Page 5-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.323 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.3 Optimal Cycle: 21 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 86 325 0 0 431 226 367 0 51 0 0 0 Initial Bse: 86 325 0 0 431 226 367 0 51 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 86 325 0 0 431 226 367 0 51 0 0 0 Reduced Vol: 86 325 0 0 431 226 367 0 51 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 86 325 0 0 431 226 367 0 51 0 0 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.40 0.95 0.95 0.95 0.95 0.85 0.53 1.00 0.85 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 2.00 1.00 2.00 0.00 1.00 0.00 1.00 1.00 Final Sat.: 768 3610 0 0 3610 1615 2010 0 1615 0 1900 1900 Vol/Sat: 0.11 0.09 0.00 0.00 0.12 0.14 0.18 0.00 0.03 0.00 0.00 0.00 Crit Moves: **** **** Green/Cycle: 0.43 0.43 0.00 0.00 0.43 0.43 0.57 0.00 0.57 0.00 0.00 0.00 Volume/Cap: 0.26 0.21 0.00 0.00 0.28 0.32 0.32 0.00 0.06 0.00 0.00 0.00 Uniform Del: 18.0 17.6 0.0 0.0 18.2 18.6 11.5 0.0 9.7 0.0 0.0 0.0 IncremntDel: 0.4 0.1 0.0 0.0 0.1 0.3 0.2 0.0 0.0 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Delay/Veh: 18.5 17.7 0.0 0.0 18.3 18.9 11.7 0.0 9.7 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 18.5 17.7 0.0 0.0 18.3 18.9 11.7 0.0 9.7 0.0 0.0 0.0 LOS by Move: B B A A B B B A A A A A HCM2kAvgQ: 2 3 0 0 4 5 3 0 1 0 0 0 Note: Queue reported is the number of cars per lane.

FUTURE AM Thu Feb 2, 2012 11:07:19 Page 7-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.376 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 17.5 Optimal Cycle: 23 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Ignore Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 0 1 Base Vol: 16 262 16 33 266 58 161 68 23 236 181 123 Initial Bse: 16 262 16 33 266 58 161 68 23 236 181 123 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 262 16 33 266 58 161 68 23 236 181 0 Reduced Vol: 16 262 16 33 266 58 161 68 23 236 181 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 262 16 33 266 58 161 68 23 236 181 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.37 0.94 0.94 0.42 0.92 0.92 0.47 0.96 0.96 0.77 0.77 1.00 Lanes: 1.00 1.88 0.12 1.00 1.64 0.36 1.00 0.75 0.25 0.57 0.43 1.00 Final Sat.: 711 3372 206 794 2884 629 885 1366 462 831 637 1900 Vol/Sat: 0.02 0.08 0.08 0.04 0.09 0.09 0.18 0.05 0.05 0.28 0.28 0.00 Crit Moves: **** **** Green/Cycle: 0.25 0.25 0.25 0.25 0.25 0.25 0.75 0.75 0.75 0.75 0.75 0.00 Volume/Cap: 0.09 0.32 0.32 0.17 0.38 0.38 0.24 0.07 0.07 0.38 0.38 0.00 Uniform Del: 29.1 30.9 30.9 29.7 31.4 31.4 3.7 3.2 3.2 4.2 4.2 0.0 IncremntDel: 0.2 0.2 0.2 0.4 0.3 0.3 0.2 0.0 0.0 0.2 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Delay/Veh: 29.4 31.1 31.1 30.1 31.7 31.7 3.9 3.2 3.2 4.4 4.4 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 29.4 31.1 31.1 30.1 31.7 31.7 3.9 3.2 3.2 4.4 4.4 0.0 LOS by Move: C C C C C C A A A A A A HCM2kAvgQ: 0 4 4 1 5 5 2 1 1 5 5 0 Note: Queue reported is the number of cars per lane.

FUTURE AM Thu Feb 2, 2012 11:07:19 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.624 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 0 0 102 75 1416 0 0 1472 0 Initial Bse: 0 0 0 0 0 102 75 1416 0 0 1472 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 0 0 102 75 1416 0 0 1472 0 Reduced Vol: 0 0 0 0 0 102 75 1416 0 0 1472 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 0 0 102 75 1416 0 0 1472 0 OvlAdjVol: 27 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.06 0.05 0.44 0.00 0.00 0.46 0.00 OvlAdjV/S: 0.02 Crit Moves: **** **** ****

FUTURE AM Thu Feb 2, 2012 11:07:19 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.797 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 66 Level Of Service: C Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 527 143 50 105 45 0 105 916 397 77 920 248 Initial Bse: 527 143 50 105 45 0 105 916 397 77 920 248 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 527 143 0 105 45 0 105 916 397 77 920 248 Reduced Vol: 527 143 0 105 45 0 105 916 397 77 920 248 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 527 143 0 105 45 0 105 916 397 77 920 248 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.09 0.91 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3349 1451 1600 3200 1600 Vol/Sat: 0.33 0.04 0.00 0.07 0.01 0.00 0.07 0.27 0.27 0.05 0.29 0.16 Crit Moves: **** **** **** ****

FUTURE AM Thu Feb 2, 2012 11:07:19 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.1 Worst Case Level Of Service: B[ 13.1] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 46 0 18 0 0 0 0 351 12 20 437 0 Initial Bse: 46 0 18 0 0 0 0 351 12 20 437 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 0 18 0 0 0 0 351 12 20 437 0 FinalVolume: 46 0 18 0 0 0 0 351 12 20 437 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 616 xxxx 182 xxxx xxxx xxxxx xxxx xxxx xxxxx 363 xxxx xxxxx Potent Cap.: 427 xxxx 836 xxxx xxxx xxxxx xxxx xxxx xxxxx 1207 xxxx xxxxx Move Cap.: 422 xxxx 836 xxxx xxxx xxxxx xxxx xxxx xxxxx 1207 xxxx xxxxx Volume/Cap: 0.11 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.4 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.1 xxxx xxxxx Control Del: 14.6 xxxx 9.4 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.0 xxxx xxxxx LOS by Move: B * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.1 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.0 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 13.1 xxxxxx xxxxxx xxxxxx ApproachLOS: B * * * Note: Queue reported is the number of cars per lane.

FUTURE AM Thu Feb 2, 2012 11:07:19 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.696 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 18.8 Optimal Cycle: 0 Level Of Service: C Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 71 0 0 0 745 0 0 781 103 Initial Bse: 0 0 0 71 0 0 0 745 0 0 781 103 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 71 0 0 0 745 0 0 781 103 Reduced Vol: 0 0 0 71 0 0 0 745 0 0 781 103 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 71 0 0 0 745 0 0 781 103 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 414 0 476 0 1198 0 0 1122 622 Vol/Sat: xxxx xxxx xxxx 0.17 xxxx 0.00 xxxx 0.62 xxxx xxxx 0.70 0.17 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 12.3 0.0 0.0 0.0 17.5 0.0 0.0 22.0 9.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 12.3 0.0 0.0 0.0 17.5 0.0 0.0 22.0 9.4 LOS by Move: * * * B * * * C * * C A ApproachDel: xxxxxx 12.3 17.5 20.5 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 12.3 17.5 20.5 LOS by Appr: * B C C AllWayAvgQ: 0.0 0.0 0.0 0.2 0.0 0.0 1.5 1.5 0.0 0.0 2.0 0.2 Note: Queue reported is the number of cars per lane.

FUTURE MIDDAY Thu Feb 2, 2012 11:07:22 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.770 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 61 Level Of Service: C Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Include Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 506 0 334 0 0 0 0 137 350 431 2 0 Initial Bse: 506 0 334 0 0 0 0 137 350 431 2 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 506 0 0 0 0 0 0 137 350 431 2 0 Reduced Vol: 506 0 0 0 0 0 0 137 350 431 2 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 506 0 0 0 0 0 0 137 350 431 2 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 0.00 2.00 0.00 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 0 3200 0 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.22 0.13 0.00 0.00 Crit Moves: **** **** ****

FUTURE MIDDAY Thu Feb 2, 2012 11:07:22 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.363 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 27 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 40 681 0 0 152 626 162 0 13 0 0 0 Initial Bse: 40 681 0 0 152 626 162 0 13 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 681 0 0 152 0 162 0 13 0 0 0 Reduced Vol: 40 681 0 0 152 0 162 0 13 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 681 0 0 152 0 162 0 13 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.03 0.21 0.00 0.00 0.05 0.00 0.05 0.00 0.01 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

FUTURE MIDDAY Thu Feb 2, 2012 11:07:22 Page 5-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.338 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.0 Optimal Cycle: 22 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 100 343 0 0 523 151 379 0 110 0 0 0 Initial Bse: 100 343 0 0 523 151 379 0 110 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 100 343 0 0 523 151 379 0 110 0 0 0 Reduced Vol: 100 343 0 0 523 151 379 0 110 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 100 343 0 0 523 151 379 0 110 0 0 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.35 0.95 0.95 0.95 0.95 0.85 0.53 1.00 0.85 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 2.00 1.00 2.00 0.00 1.00 0.00 1.00 1.00 Final Sat.: 667 3610 0 0 3610 1615 2010 0 1615 0 1900 1900 Vol/Sat: 0.15 0.10 0.00 0.00 0.14 0.09 0.19 0.00 0.07 0.00 0.00 0.00 Crit Moves: **** **** Green/Cycle: 0.44 0.44 0.00 0.00 0.44 0.44 0.56 0.00 0.56 0.00 0.00 0.00 Volume/Cap: 0.34 0.21 0.00 0.00 0.33 0.21 0.34 0.00 0.12 0.00 0.00 0.00 Uniform Del: 18.2 17.1 0.0 0.0 18.1 17.1 12.1 0.0 10.5 0.0 0.0 0.0 IncremntDel: 0.7 0.1 0.0 0.0 0.1 0.1 0.2 0.0 0.1 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Delay/Veh: 18.9 17.2 0.0 0.0 18.3 17.3 12.3 0.0 10.6 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 18.9 17.2 0.0 0.0 18.3 17.3 12.3 0.0 10.6 0.0 0.0 0.0 LOS by Move: B B A A B B B A B A A A HCM2kAvgQ: 2 3 0 0 5 3 3 0 2 0 0 0 Note: Queue reported is the number of cars per lane.

FUTURE MIDDAY Thu Feb 2, 2012 11:07:22 Page 7-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.332 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 17.5 Optimal Cycle: 22 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Ignore Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 0 1 Base Vol: 0 327 38 91 258 21 84 67 0 232 68 184 Initial Bse: 0 327 38 91 258 21 84 67 0 232 68 184 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 327 38 91 258 21 84 67 0 232 68 0 Reduced Vol: 0 327 38 91 258 21 84 67 0 232 68 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 327 38 91 258 21 84 67 0 232 68 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 0.93 0.93 0.41 0.94 0.94 0.51 1.00 1.00 0.73 0.73 1.00 Lanes: 1.00 1.79 0.21 1.00 1.85 0.15 1.00 1.00 0.00 0.77 0.23 1.00 Final Sat.: 1900 3182 370 787 3302 269 969 1900 0 1074 315 1900 Vol/Sat: 0.00 0.10 0.10 0.12 0.08 0.08 0.09 0.04 0.00 0.22 0.22 0.00 Crit Moves: **** **** Green/Cycle: 0.00 0.35 0.35 0.35 0.35 0.35 0.65 0.65 0.00 0.65 0.65 0.00 Volume/Cap: 0.00 0.29 0.29 0.33 0.22 0.22 0.13 0.05 0.00 0.33 0.33 0.00 Uniform Del: 0.0 23.6 23.6 24.0 23.0 23.0 6.7 6.3 0.0 7.8 7.8 0.0 IncremntDel: 0.0 0.1 0.1 0.7 0.1 0.1 0.1 0.0 0.0 0.2 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Delay/Veh: 0.0 23.8 23.8 24.7 23.1 23.1 6.8 6.3 0.0 8.0 8.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 23.8 23.8 24.7 23.1 23.1 6.8 6.3 0.0 8.0 8.0 0.0 LOS by Move: A C C C C C A A A A A A HCM2kAvgQ: 0 4 4 2 3 3 1 1 0 4 4 0 Note: Queue reported is the number of cars per lane.

FUTURE MIDDAY Thu Feb 2, 2012 11:07:22 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.627 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 0 0 83 47 1490 0 0 1522 0 Initial Bse: 0 0 0 0 0 83 47 1490 0 0 1522 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 0 0 83 47 1490 0 0 1522 0 Reduced Vol: 0 0 0 0 0 83 47 1490 0 0 1522 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 0 0 83 47 1490 0 0 1522 0 OvlAdjVol: 36 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.05 0.03 0.47 0.00 0.00 0.48 0.00 OvlAdjV/S: 0.02 Crit Moves: **** **** ****

FUTURE MIDDAY Thu Feb 2, 2012 11:07:23 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.820 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 Level Of Service: D Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 534 161 57 122 48 0 114 992 389 81 961 289 Initial Bse: 534 161 57 122 48 0 114 992 389 81 961 289 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 534 161 0 122 48 0 114 992 389 81 961 289 Reduced Vol: 534 161 0 122 48 0 114 992 389 81 961 289 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 534 161 0 122 48 0 114 992 389 81 961 289 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.15 0.85 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3448 1352 1600 3200 1600 Vol/Sat: 0.33 0.05 0.00 0.08 0.02 0.00 0.07 0.29 0.29 0.05 0.30 0.18 Crit Moves: **** **** **** ****

FUTURE MIDDAY Thu Feb 2, 2012 11:07:23 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 0.8 Worst Case Level Of Service: C[ 15.4] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 37 0 7 0 0 0 0 429 22 22 519 0 Initial Bse: 37 0 7 0 0 0 0 429 22 22 519 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 37 0 7 0 0 0 0 429 22 22 519 0 FinalVolume: 37 0 7 0 0 0 0 429 22 22 519 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 744 xxxx 226 xxxx xxxx xxxxx xxxx xxxx xxxxx 451 xxxx xxxxx Potent Cap.: 355 xxxx 784 xxxx xxxx xxxxx xxxx xxxx xxxxx 1120 xxxx xxxxx Move Cap.: 349 xxxx 784 xxxx xxxx xxxxx xxxx xxxx xxxxx 1120 xxxx xxxxx Volume/Cap: 0.11 xxxx 0.01 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.4 xxxx 0.0 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.1 xxxx xxxxx Control Del: 16.5 xxxx 9.6 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.3 xxxx xxxxx LOS by Move: C * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.1 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.3 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 15.4 xxxxxx xxxxxx xxxxxx ApproachLOS: C * * * Note: Queue reported is the number of cars per lane.

FUTURE MIDDAY Thu Feb 2, 2012 11:07:23 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.791 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 24.4 Optimal Cycle: 0 Level Of Service: C Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 47 0 0 0 862 0 0 873 85 Initial Bse: 0 0 0 47 0 0 0 862 0 0 873 85 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 47 0 0 0 862 0 0 873 85 Reduced Vol: 0 0 0 47 0 0 0 862 0 0 873 85 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 47 0 0 0 862 0 0 873 85 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 396 0 454 0 1194 0 0 1104 611 Vol/Sat: xxxx xxxx xxxx 0.12 xxxx 0.00 xxxx 0.72 xxxx xxxx 0.79 0.14 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 12.1 0.0 0.0 0.0 22.1 0.0 0.0 28.7 9.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 12.1 0.0 0.0 0.0 22.1 0.0 0.0 28.7 9.4 LOS by Move: * * * B * * * C * * D A ApproachDel: xxxxxx 12.1 22.1 27.0 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 12.1 22.1 27.0 LOS by Appr: * B C D AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 2.2 2.2 0.0 0.0 3.0 0.2 Note: Queue reported is the number of cars per lane.

FUTURE PM Thu Feb 2, 2012 11:07:25 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.754 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: C Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Include Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 501 0 373 0 0 0 0 149 359 372 0 0 Initial Bse: 501 0 373 0 0 0 0 149 359 372 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 501 0 0 0 0 0 0 149 359 372 0 0 Reduced Vol: 501 0 0 0 0 0 0 149 359 372 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 501 0 0 0 0 0 0 149 359 372 0 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 0.00 2.00 0.00 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 0 3200 0 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.22 0.12 0.00 0.00 Crit Moves: **** **** ****

FUTURE PM Thu Feb 2, 2012 11:07:25 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.373 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 30 708 0 0 647 85 166 0 14 0 0 0 Initial Bse: 30 708 0 0 647 85 166 0 14 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 30 708 0 0 647 0 166 0 14 0 0 0 Reduced Vol: 30 708 0 0 647 0 166 0 14 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 30 708 0 0 647 0 166 0 14 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.02 0.22 0.00 0.00 0.20 0.00 0.05 0.00 0.01 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

FUTURE PM Thu Feb 2, 2012 11:07:25 Page 5-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.320 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 15.1 Optimal Cycle: 21 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 77 399 0 0 552 110 337 0 81 0 0 0 Initial Bse: 77 399 0 0 552 110 337 0 81 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 77 399 0 0 552 110 337 0 81 0 0 0 Reduced Vol: 77 399 0 0 552 110 337 0 81 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 77 399 0 0 552 110 337 0 81 0 0 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.35 0.95 0.95 0.95 0.95 0.85 0.53 1.00 0.85 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 2.00 1.00 2.00 0.00 1.00 0.00 1.00 1.00 Final Sat.: 663 3610 0 0 3610 1615 2022 0 1615 0 1900 1900 Vol/Sat: 0.12 0.11 0.00 0.00 0.15 0.07 0.17 0.00 0.05 0.00 0.00 0.00 Crit Moves: **** **** Green/Cycle: 0.48 0.48 0.00 0.00 0.48 0.48 0.52 0.00 0.52 0.00 0.00 0.00 Volume/Cap: 0.24 0.23 0.00 0.00 0.32 0.14 0.32 0.00 0.10 0.00 0.00 0.00 Uniform Del: 15.4 15.3 0.0 0.0 16.1 14.6 13.7 0.0 12.0 0.0 0.0 0.0 IncremntDel: 0.4 0.1 0.0 0.0 0.1 0.1 0.2 0.0 0.1 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Delay/Veh: 15.8 15.4 0.0 0.0 16.2 14.7 13.9 0.0 12.1 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 15.8 15.4 0.0 0.0 16.2 14.7 13.9 0.0 12.1 0.0 0.0 0.0 LOS by Move: B B A A B B B A B A A A HCM2kAvgQ: 2 4 0 0 5 2 3 0 1 0 0 0 Note: Queue reported is the number of cars per lane.

FUTURE PM Thu Feb 2, 2012 11:07:25 Page 7-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.526 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.4 Optimal Cycle: 30 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Ignore Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 0 1 Base Vol: 16 554 50 135 272 75 274 174 15 146 140 198 Initial Bse: 16 554 50 135 272 75 274 174 15 146 140 198 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 554 50 135 272 75 274 174 15 146 140 0 Reduced Vol: 16 554 50 135 272 75 274 174 15 146 140 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 554 50 135 272 75 274 174 15 146 140 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.46 0.94 0.94 0.31 0.92 0.92 0.49 0.99 0.99 0.76 0.76 1.00 Lanes: 1.00 1.83 0.17 1.00 1.57 0.43 1.00 0.92 0.08 0.51 0.49 1.00 Final Sat.: 882 3271 295 580 2739 755 935 1728 149 733 703 1900 Vol/Sat: 0.02 0.17 0.17 0.23 0.10 0.10 0.29 0.10 0.10 0.20 0.20 0.00 Crit Moves: **** **** Green/Cycle: 0.44 0.44 0.44 0.44 0.44 0.44 0.56 0.56 0.56 0.56 0.56 0.00 Volume/Cap: 0.04 0.38 0.38 0.53 0.22 0.22 0.53 0.18 0.18 0.36 0.36 0.00 Uniform Del: 15.8 18.7 18.7 20.2 17.2 17.2 13.9 10.9 10.9 12.2 12.2 0.0 IncremntDel: 0.0 0.2 0.2 2.0 0.1 0.1 1.0 0.1 0.1 0.3 0.3 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Delay/Veh: 15.9 18.8 18.8 22.3 17.3 17.3 14.9 11.0 11.0 12.5 12.5 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 15.9 18.8 18.8 22.3 17.3 17.3 14.9 11.0 11.0 12.5 12.5 0.0 LOS by Move: B B B C B B B B B B B A HCM2kAvgQ: 0 7 7 4 3 3 6 3 3 5 5 0 Note: Queue reported is the number of cars per lane.

FUTURE PM Thu Feb 2, 2012 11:07:25 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.725 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 53 Level Of Service: C Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 0 0 280 64 1437 0 0 1440 0 Initial Bse: 0 0 0 0 0 280 64 1437 0 0 1440 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 0 0 280 64 1437 0 0 1440 0 Reduced Vol: 0 0 0 0 0 280 64 1437 0 0 1440 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 0 0 280 64 1437 0 0 1440 0 OvlAdjVol: 216 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.17 0.04 0.45 0.00 0.00 0.45 0.00 OvlAdjV/S: 0.13 Crit Moves: **** **** ****

FUTURE PM Thu Feb 2, 2012 11:07:25 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.765 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 60 Level Of Service: C Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 446 73 35 164 91 42 74 878 490 83 947 153 Initial Bse: 446 73 35 164 91 42 74 878 490 83 947 153 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 446 73 0 164 91 0 74 878 490 83 947 153 Reduced Vol: 446 73 0 164 91 0 74 878 490 83 947 153 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 446 73 0 164 91 0 74 878 490 83 947 153 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3200 1600 1600 3200 1600 Vol/Sat: 0.28 0.02 0.00 0.10 0.03 0.00 0.05 0.27 0.31 0.05 0.30 0.10 Crit Moves: **** **** **** ****

FUTURE PM Thu Feb 2, 2012 11:07:25 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 2.6 Worst Case Level Of Service: C[ 20.4] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 124 0 20 0 0 0 0 454 26 19 545 0 Initial Bse: 124 0 20 0 0 0 0 454 26 19 545 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 124 0 20 0 0 0 0 454 26 19 545 0 FinalVolume: 124 0 20 0 0 0 0 454 26 19 545 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 778 xxxx 240 xxxx xxxx xxxxx xxxx xxxx xxxxx 480 xxxx xxxxx Potent Cap.: 338 xxxx 767 xxxx xxxx xxxxx xxxx xxxx xxxxx 1093 xxxx xxxxx Move Cap.: 333 xxxx 767 xxxx xxxx xxxxx xxxx xxxx xxxxx 1093 xxxx xxxxx Volume/Cap: 0.37 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: 2Way95thQ: 1.7 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.1 xxxx xxxxx Control Del: 22.1 xxxx 9.8 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.4 xxxx xxxxx LOS by Move: C * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.1 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.4 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 20.4 xxxxxx xxxxxx xxxxxx ApproachLOS: C * * * Note: Queue reported is the number of cars per lane.

FUTURE PM Thu Feb 2, 2012 11:07:25 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.722 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 21.2 Optimal Cycle: 0 Level Of Service: C Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 71 0 0 0 821 0 0 787 283 Initial Bse: 0 0 0 71 0 0 0 821 0 0 787 283 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 71 0 0 0 821 0 0 787 283 Reduced Vol: 0 0 0 71 0 0 0 821 0 0 787 283 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 71 0 0 0 821 0 0 787 283 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 397 0 454 0 1160 0 0 1090 607 Vol/Sat: xxxx xxxx xxxx 0.18 xxxx 0.00 xxxx 0.71 xxxx xxxx 0.72 0.47 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 12.8 0.0 0.0 0.0 21.9 0.0 0.0 24.0 13.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 12.8 0.0 0.0 0.0 21.9 0.0 0.0 24.0 13.4 LOS by Move: * * * B * * * C * * C B ApproachDel: xxxxxx 12.8 21.9 21.2 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 12.8 21.9 21.2 LOS by Appr: * B C C AllWayAvgQ: 0.0 0.0 0.0 0.2 0.0 0.0 2.1 2.1 0.0 0.0 2.2 0.8 Note: Queue reported is the number of cars per lane.

FUTURE BASE (YEAR 2035) PLUS PROJECT (ALTERNATIVES 1 AND 3)

FUTURE+PROJECT AM Thu Feb 2, 2012 11:07:27 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.728 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 Level Of Service: C Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Include Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 445 0 414 0 0 0 0 103 276 567 0 0 Initial Bse: 445 0 414 0 0 0 0 103 276 567 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 445 0 0 0 0 0 0 103 276 567 0 0 Reduced Vol: 445 0 0 0 0 0 0 103 276 567 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 445 0 0 0 0 0 0 103 276 567 0 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 0.00 2.00 0.00 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 0 3200 0 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.17 0.18 0.00 0.00 Crit Moves: **** **** ****

FUTURE+PROJECT AM Thu Feb 2, 2012 11:07:27 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.388 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 36 714 0 0 705 138 144 0 0 0 0 0 Initial Bse: 36 714 0 0 705 138 144 0 0 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 36 714 0 0 705 0 144 0 0 0 0 0 Reduced Vol: 36 714 0 0 705 0 144 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 36 714 0 0 705 0 144 0 0 0 0 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.02 0.22 0.00 0.00 0.22 0.00 0.05 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** ****

FUTURE+PROJECT AM Thu Feb 2, 2012 11:07:27 Page 5-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.388 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.0 Optimal Cycle: 24 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 92 325 0 0 431 284 425 0 58 0 0 0 Initial Bse: 92 325 0 0 431 284 425 0 58 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 92 325 0 0 431 284 425 0 58 0 0 0 Reduced Vol: 92 325 0 0 431 284 425 0 58 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 92 325 0 0 431 284 425 0 58 0 0 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.41 0.95 0.95 0.95 0.95 0.85 0.53 1.00 0.85 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 2.00 1.00 2.00 0.00 1.00 0.00 1.00 1.00 Final Sat.: 781 3610 0 0 3610 1615 2006 0 1615 0 1900 1900 Vol/Sat: 0.12 0.09 0.00 0.00 0.12 0.18 0.21 0.00 0.04 0.00 0.00 0.00 Crit Moves: **** **** Green/Cycle: 0.45 0.45 0.00 0.00 0.45 0.45 0.55 0.00 0.55 0.00 0.00 0.00 Volume/Cap: 0.26 0.20 0.00 0.00 0.26 0.39 0.39 0.00 0.07 0.00 0.00 0.00 Uniform Del: 16.9 16.4 0.0 0.0 17.0 18.1 13.1 0.0 10.7 0.0 0.0 0.0 IncremntDel: 0.4 0.1 0.0 0.0 0.1 0.3 0.2 0.0 0.0 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Delay/Veh: 17.3 16.5 0.0 0.0 17.0 18.5 13.3 0.0 10.7 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 17.3 16.5 0.0 0.0 17.0 18.5 13.3 0.0 10.7 0.0 0.0 0.0 LOS by Move: B B A A B B B A B A A A HCM2kAvgQ: 2 3 0 0 4 6 4 0 1 0 0 0 Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT AM Thu Feb 2, 2012 11:07:27 Page 7-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.376 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 17.5 Optimal Cycle: 23 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Ignore Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 0 1 Base Vol: 16 262 16 33 266 58 161 68 23 236 181 129 Initial Bse: 16 262 16 33 266 58 161 68 23 236 181 129 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 262 16 33 266 58 161 68 23 236 181 0 Reduced Vol: 16 262 16 33 266 58 161 68 23 236 181 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 262 16 33 266 58 161 68 23 236 181 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.37 0.94 0.94 0.42 0.92 0.92 0.47 0.96 0.96 0.77 0.77 1.00 Lanes: 1.00 1.88 0.12 1.00 1.64 0.36 1.00 0.75 0.25 0.57 0.43 1.00 Final Sat.: 711 3372 206 794 2884 629 885 1366 462 831 637 1900 Vol/Sat: 0.02 0.08 0.08 0.04 0.09 0.09 0.18 0.05 0.05 0.28 0.28 0.00 Crit Moves: **** **** Green/Cycle: 0.25 0.25 0.25 0.25 0.25 0.25 0.75 0.75 0.75 0.75 0.75 0.00 Volume/Cap: 0.09 0.32 0.32 0.17 0.38 0.38 0.24 0.07 0.07 0.38 0.38 0.00 Uniform Del: 29.1 30.9 30.9 29.7 31.4 31.4 3.7 3.2 3.2 4.2 4.2 0.0 IncremntDel: 0.2 0.2 0.2 0.4 0.3 0.3 0.2 0.0 0.0 0.2 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Delay/Veh: 29.4 31.1 31.1 30.1 31.7 31.7 3.9 3.2 3.2 4.4 4.4 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 29.4 31.1 31.1 30.1 31.7 31.7 3.9 3.2 3.2 4.4 4.4 0.0 LOS by Move: C C C C C C A A A A A A HCM2kAvgQ: 0 4 4 1 5 5 2 1 1 5 5 0 Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT AM Thu Feb 2, 2012 11:07:27 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.624 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 0 0 102 75 1416 0 0 1472 0 Initial Bse: 0 0 0 0 0 102 75 1416 0 0 1472 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 0 0 102 75 1416 0 0 1472 0 Reduced Vol: 0 0 0 0 0 102 75 1416 0 0 1472 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 0 0 102 75 1416 0 0 1472 0 OvlAdjVol: 27 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.06 0.05 0.44 0.00 0.00 0.46 0.00 OvlAdjV/S: 0.02 Crit Moves: **** **** ****

FUTURE+PROJECT AM Thu Feb 2, 2012 11:07:27 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.797 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 66 Level Of Service: C Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 527 143 50 105 45 0 105 916 397 77 920 248 Initial Bse: 527 143 50 105 45 0 105 916 397 77 920 248 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 527 143 0 105 45 0 105 916 397 77 920 248 Reduced Vol: 527 143 0 105 45 0 105 916 397 77 920 248 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 527 143 0 105 45 0 105 916 397 77 920 248 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.09 0.91 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3349 1451 1600 3200 1600 Vol/Sat: 0.33 0.04 0.00 0.07 0.01 0.00 0.07 0.27 0.27 0.05 0.29 0.16 Crit Moves: **** **** **** ****

FUTURE+PROJECT AM Thu Feb 2, 2012 11:07:27 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.1 Worst Case Level Of Service: B[ 13.1] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 46 0 18 0 0 0 0 351 12 20 437 0 Initial Bse: 46 0 18 0 0 0 0 351 12 20 437 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 0 18 0 0 0 0 351 12 20 437 0 FinalVolume: 46 0 18 0 0 0 0 351 12 20 437 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 616 xxxx 182 xxxx xxxx xxxxx xxxx xxxx xxxxx 363 xxxx xxxxx Potent Cap.: 427 xxxx 836 xxxx xxxx xxxxx xxxx xxxx xxxxx 1207 xxxx xxxxx Move Cap.: 422 xxxx 836 xxxx xxxx xxxxx xxxx xxxx xxxxx 1207 xxxx xxxxx Volume/Cap: 0.11 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.4 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.1 xxxx xxxxx Control Del: 14.6 xxxx 9.4 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.0 xxxx xxxxx LOS by Move: B * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.1 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.0 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 13.1 xxxxxx xxxxxx xxxxxx ApproachLOS: B * * * Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT AM Thu Feb 2, 2012 11:07:27 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.696 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 18.8 Optimal Cycle: 0 Level Of Service: C Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 71 0 0 0 745 0 0 781 103 Initial Bse: 0 0 0 71 0 0 0 745 0 0 781 103 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 71 0 0 0 745 0 0 781 103 Reduced Vol: 0 0 0 71 0 0 0 745 0 0 781 103 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 71 0 0 0 745 0 0 781 103 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 414 0 476 0 1198 0 0 1122 622 Vol/Sat: xxxx xxxx xxxx 0.17 xxxx 0.00 xxxx 0.62 xxxx xxxx 0.70 0.17 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 12.3 0.0 0.0 0.0 17.5 0.0 0.0 22.0 9.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 12.3 0.0 0.0 0.0 17.5 0.0 0.0 22.0 9.4 LOS by Move: * * * B * * * C * * C A ApproachDel: xxxxxx 12.3 17.5 20.5 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 12.3 17.5 20.5 LOS by Appr: * B C C AllWayAvgQ: 0.0 0.0 0.0 0.2 0.0 0.0 1.5 1.5 0.0 0.0 2.0 0.2 Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT MIDDAY Thu Feb 2, 2012 11:07:31 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.788 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 64 Level Of Service: C Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Include Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 506 0 393 0 0 0 0 139 350 490 4 0 Initial Bse: 506 0 393 0 0 0 0 139 350 490 4 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 506 0 0 0 0 0 0 139 350 490 4 0 Reduced Vol: 506 0 0 0 0 0 0 139 350 490 4 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 506 0 0 0 0 0 0 139 350 490 4 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 0.00 2.00 0.00 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 0 3200 0 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.22 0.15 0.00 0.00 Crit Moves: **** **** ****

FUTURE+PROJECT MIDDAY Thu Feb 2, 2012 11:07:31 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.383 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 40 743 0 0 213 626 162 0 13 0 0 0 Initial Bse: 40 743 0 0 213 626 162 0 13 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 743 0 0 213 0 162 0 13 0 0 0 Reduced Vol: 40 743 0 0 213 0 162 0 13 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 743 0 0 213 0 162 0 13 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.03 0.23 0.00 0.00 0.07 0.00 0.05 0.00 0.01 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

FUTURE+PROJECT MIDDAY Thu Feb 2, 2012 11:07:31 Page 5-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.383 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.7 Optimal Cycle: 23 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 106 343 0 0 523 212 440 0 116 0 0 0 Initial Bse: 106 343 0 0 523 212 440 0 116 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 106 343 0 0 523 212 440 0 116 0 0 0 Reduced Vol: 106 343 0 0 523 212 440 0 116 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 106 343 0 0 523 212 440 0 116 0 0 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.34 0.95 0.95 0.95 0.95 0.85 0.53 1.00 0.85 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 2.00 1.00 2.00 0.00 1.00 0.00 1.00 1.00 Final Sat.: 652 3610 0 0 3610 1615 1999 0 1615 0 1900 1900 Vol/Sat: 0.16 0.10 0.00 0.00 0.14 0.13 0.22 0.00 0.07 0.00 0.00 0.00 Crit Moves: **** **** Green/Cycle: 0.42 0.42 0.00 0.00 0.42 0.42 0.58 0.00 0.58 0.00 0.00 0.00 Volume/Cap: 0.38 0.22 0.00 0.00 0.34 0.31 0.38 0.00 0.12 0.00 0.00 0.00 Uniform Del: 19.7 18.3 0.0 0.0 19.3 19.0 11.6 0.0 9.7 0.0 0.0 0.0 IncremntDel: 0.9 0.1 0.0 0.0 0.1 0.3 0.2 0.0 0.1 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Delay/Veh: 20.6 18.3 0.0 0.0 19.5 19.3 11.8 0.0 9.8 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 20.6 18.3 0.0 0.0 19.5 19.3 11.8 0.0 9.8 0.0 0.0 0.0 LOS by Move: C B A A B B B A A A A A HCM2kAvgQ: 3 3 0 0 6 4 4 0 2 0 0 0 Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT MIDDAY Thu Feb 2, 2012 11:07:32 Page 7-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.332 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 17.5 Optimal Cycle: 22 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Ignore Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 0 1 Base Vol: 0 327 38 91 258 21 84 67 0 232 68 190 Initial Bse: 0 327 38 91 258 21 84 67 0 232 68 190 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 327 38 91 258 21 84 67 0 232 68 0 Reduced Vol: 0 327 38 91 258 21 84 67 0 232 68 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 327 38 91 258 21 84 67 0 232 68 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 0.93 0.93 0.41 0.94 0.94 0.51 1.00 1.00 0.73 0.73 1.00 Lanes: 1.00 1.79 0.21 1.00 1.85 0.15 1.00 1.00 0.00 0.77 0.23 1.00 Final Sat.: 1900 3182 370 787 3302 269 969 1900 0 1074 315 1900 Vol/Sat: 0.00 0.10 0.10 0.12 0.08 0.08 0.09 0.04 0.00 0.22 0.22 0.00 Crit Moves: **** **** Green/Cycle: 0.00 0.35 0.35 0.35 0.35 0.35 0.65 0.65 0.00 0.65 0.65 0.00 Volume/Cap: 0.00 0.29 0.29 0.33 0.22 0.22 0.13 0.05 0.00 0.33 0.33 0.00 Uniform Del: 0.0 23.6 23.6 24.0 23.0 23.0 6.7 6.3 0.0 7.8 7.8 0.0 IncremntDel: 0.0 0.1 0.1 0.7 0.1 0.1 0.1 0.0 0.0 0.2 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Delay/Veh: 0.0 23.8 23.8 24.7 23.1 23.1 6.8 6.3 0.0 8.0 8.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 23.8 23.8 24.7 23.1 23.1 6.8 6.3 0.0 8.0 8.0 0.0 LOS by Move: A C C C C C A A A A A A HCM2kAvgQ: 0 4 4 2 3 3 1 1 0 4 4 0 Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT MIDDAY Thu Feb 2, 2012 11:07:32 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.629 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 0 0 85 49 1490 0 0 1522 0 Initial Bse: 0 0 0 0 0 85 49 1490 0 0 1522 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 0 0 85 49 1490 0 0 1522 0 Reduced Vol: 0 0 0 0 0 85 49 1490 0 0 1522 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 0 0 85 49 1490 0 0 1522 0 OvlAdjVol: 36 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.05 0.03 0.47 0.00 0.00 0.48 0.00 OvlAdjV/S: 0.02 Crit Moves: **** **** ****

FUTURE+PROJECT MIDDAY Thu Feb 2, 2012 11:07:32 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.820 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 Level Of Service: D Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 534 161 57 122 48 0 114 992 389 81 961 289 Initial Bse: 534 161 57 122 48 0 114 992 389 81 961 289 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 534 161 0 122 48 0 114 992 389 81 961 289 Reduced Vol: 534 161 0 122 48 0 114 992 389 81 961 289 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 534 161 0 122 48 0 114 992 389 81 961 289 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.15 0.85 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3448 1352 1600 3200 1600 Vol/Sat: 0.33 0.05 0.00 0.08 0.02 0.00 0.07 0.29 0.29 0.05 0.30 0.18 Crit Moves: **** **** **** ****

FUTURE+PROJECT MIDDAY Thu Feb 2, 2012 11:07:32 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 0.8 Worst Case Level Of Service: C[ 15.5] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 37 0 7 0 0 0 0 431 22 22 521 0 Initial Bse: 37 0 7 0 0 0 0 431 22 22 521 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 37 0 7 0 0 0 0 431 22 22 521 0 FinalVolume: 37 0 7 0 0 0 0 431 22 22 521 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 747 xxxx 227 xxxx xxxx xxxxx xxxx xxxx xxxxx 453 xxxx xxxxx Potent Cap.: 353 xxxx 783 xxxx xxxx xxxxx xxxx xxxx xxxxx 1118 xxxx xxxxx Move Cap.: 348 xxxx 783 xxxx xxxx xxxxx xxxx xxxx xxxxx 1118 xxxx xxxxx Volume/Cap: 0.11 xxxx 0.01 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.4 xxxx 0.0 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.1 xxxx xxxxx Control Del: 16.6 xxxx 9.6 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.3 xxxx xxxxx LOS by Move: C * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.1 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.3 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 15.5 xxxxxx xxxxxx xxxxxx ApproachLOS: C * * * Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT MIDDAY Thu Feb 2, 2012 11:07:32 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.792 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 24.5 Optimal Cycle: 0 Level Of Service: C Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 49 0 0 0 862 0 0 873 87 Initial Bse: 0 0 0 49 0 0 0 862 0 0 873 87 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 49 0 0 0 862 0 0 873 87 Reduced Vol: 0 0 0 49 0 0 0 862 0 0 873 87 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 49 0 0 0 862 0 0 873 87 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 396 0 453 0 1191 0 0 1102 610 Vol/Sat: xxxx xxxx xxxx 0.12 xxxx 0.00 xxxx 0.72 xxxx xxxx 0.79 0.14 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 12.1 0.0 0.0 0.0 22.3 0.0 0.0 28.9 9.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 12.1 0.0 0.0 0.0 22.3 0.0 0.0 28.9 9.4 LOS by Move: * * * B * * * C * * D A ApproachDel: xxxxxx 12.1 22.3 27.1 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 12.1 22.3 27.1 LOS by Appr: * B C D AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 2.2 2.2 0.0 0.0 3.0 0.2 Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT PM Thu Feb 2, 2012 11:07:29 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.772 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 61 Level Of Service: C Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Include Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 501 0 431 0 0 0 0 149 359 430 0 0 Initial Bse: 501 0 431 0 0 0 0 149 359 430 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 501 0 0 0 0 0 0 149 359 430 0 0 Reduced Vol: 501 0 0 0 0 0 0 149 359 430 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 501 0 0 0 0 0 0 149 359 430 0 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 0.00 2.00 0.00 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 0 3200 0 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.22 0.13 0.00 0.00 Crit Moves: **** **** ****

FUTURE+PROJECT PM Thu Feb 2, 2012 11:07:29 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.391 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 30 766 0 0 705 85 166 0 14 0 0 0 Initial Bse: 30 766 0 0 705 85 166 0 14 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 30 766 0 0 705 0 166 0 14 0 0 0 Reduced Vol: 30 766 0 0 705 0 166 0 14 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 30 766 0 0 705 0 166 0 14 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.02 0.24 0.00 0.00 0.22 0.00 0.05 0.00 0.01 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

FUTURE+PROJECT PM Thu Feb 2, 2012 11:07:29 Page 5-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.350 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.5 Optimal Cycle: 22 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 83 399 0 0 552 168 395 0 87 0 0 0 Initial Bse: 83 399 0 0 552 168 395 0 87 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 83 399 0 0 552 168 395 0 87 0 0 0 Reduced Vol: 83 399 0 0 552 168 395 0 87 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 83 399 0 0 552 168 395 0 87 0 0 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.33 0.95 0.95 0.95 0.95 0.85 0.53 1.00 0.85 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 2.00 1.00 2.00 0.00 1.00 0.00 1.00 1.00 Final Sat.: 633 3610 0 0 3610 1615 2006 0 1615 0 1900 1900 Vol/Sat: 0.13 0.11 0.00 0.00 0.15 0.10 0.20 0.00 0.05 0.00 0.00 0.00 Crit Moves: **** **** Green/Cycle: 0.44 0.44 0.00 0.00 0.44 0.44 0.56 0.00 0.56 0.00 0.00 0.00 Volume/Cap: 0.30 0.25 0.00 0.00 0.35 0.24 0.35 0.00 0.10 0.00 0.00 0.00 Uniform Del: 18.2 17.8 0.0 0.0 18.7 17.7 11.9 0.0 10.1 0.0 0.0 0.0 IncremntDel: 0.6 0.1 0.0 0.0 0.1 0.2 0.2 0.0 0.0 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Delay/Veh: 18.8 17.9 0.0 0.0 18.8 17.9 12.1 0.0 10.1 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 18.8 17.9 0.0 0.0 18.8 17.9 12.1 0.0 10.1 0.0 0.0 0.0 LOS by Move: B B A A B B B A B A A A HCM2kAvgQ: 2 4 0 0 6 3 4 0 1 0 0 0 Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT PM Thu Feb 2, 2012 11:07:29 Page 7-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.526 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.4 Optimal Cycle: 30 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Ignore Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 0 1 Base Vol: 16 554 50 135 272 75 274 174 15 146 140 204 Initial Bse: 16 554 50 135 272 75 274 174 15 146 140 204 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 554 50 135 272 75 274 174 15 146 140 0 Reduced Vol: 16 554 50 135 272 75 274 174 15 146 140 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 554 50 135 272 75 274 174 15 146 140 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.46 0.94 0.94 0.31 0.92 0.92 0.49 0.99 0.99 0.76 0.76 1.00 Lanes: 1.00 1.83 0.17 1.00 1.57 0.43 1.00 0.92 0.08 0.51 0.49 1.00 Final Sat.: 882 3271 295 580 2739 755 935 1728 149 733 703 1900 Vol/Sat: 0.02 0.17 0.17 0.23 0.10 0.10 0.29 0.10 0.10 0.20 0.20 0.00 Crit Moves: **** **** Green/Cycle: 0.44 0.44 0.44 0.44 0.44 0.44 0.56 0.56 0.56 0.56 0.56 0.00 Volume/Cap: 0.04 0.38 0.38 0.53 0.22 0.22 0.53 0.18 0.18 0.36 0.36 0.00 Uniform Del: 15.8 18.7 18.7 20.2 17.2 17.2 13.9 10.9 10.9 12.2 12.2 0.0 IncremntDel: 0.0 0.2 0.2 2.0 0.1 0.1 1.0 0.1 0.1 0.3 0.3 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Delay/Veh: 15.9 18.8 18.8 22.3 17.3 17.3 14.9 11.0 11.0 12.5 12.5 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 15.9 18.8 18.8 22.3 17.3 17.3 14.9 11.0 11.0 12.5 12.5 0.0 LOS by Move: B B B C B B B B B B B A HCM2kAvgQ: 0 7 7 4 3 3 6 3 3 5 5 0 Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT PM Thu Feb 2, 2012 11:07:29 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.725 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 53 Level Of Service: C Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 0 0 280 64 1437 0 0 1440 0 Initial Bse: 0 0 0 0 0 280 64 1437 0 0 1440 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 0 0 280 64 1437 0 0 1440 0 Reduced Vol: 0 0 0 0 0 280 64 1437 0 0 1440 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 0 0 280 64 1437 0 0 1440 0 OvlAdjVol: 216 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.17 0.04 0.45 0.00 0.00 0.45 0.00 OvlAdjV/S: 0.13 Crit Moves: **** **** ****

FUTURE+PROJECT PM Thu Feb 2, 2012 11:07:29 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.765 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 60 Level Of Service: C Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 446 73 35 164 91 42 74 878 490 83 947 153 Initial Bse: 446 73 35 164 91 42 74 878 490 83 947 153 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 446 73 0 164 91 0 74 878 490 83 947 153 Reduced Vol: 446 73 0 164 91 0 74 878 490 83 947 153 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 446 73 0 164 91 0 74 878 490 83 947 153 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3200 1600 1600 3200 1600 Vol/Sat: 0.28 0.02 0.00 0.10 0.03 0.00 0.05 0.27 0.31 0.05 0.30 0.10 Crit Moves: **** **** **** ****

FUTURE+PROJECT PM Thu Feb 2, 2012 11:07:29 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 2.6 Worst Case Level Of Service: C[ 20.4] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 124 0 20 0 0 0 0 454 26 19 545 0 Initial Bse: 124 0 20 0 0 0 0 454 26 19 545 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 124 0 20 0 0 0 0 454 26 19 545 0 FinalVolume: 124 0 20 0 0 0 0 454 26 19 545 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 778 xxxx 240 xxxx xxxx xxxxx xxxx xxxx xxxxx 480 xxxx xxxxx Potent Cap.: 338 xxxx 767 xxxx xxxx xxxxx xxxx xxxx xxxxx 1093 xxxx xxxxx Move Cap.: 333 xxxx 767 xxxx xxxx xxxxx xxxx xxxx xxxxx 1093 xxxx xxxxx Volume/Cap: 0.37 xxxx 0.03 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: 2Way95thQ: 1.7 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.1 xxxx xxxxx Control Del: 22.1 xxxx 9.8 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.4 xxxx xxxxx LOS by Move: C * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.1 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.4 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 20.4 xxxxxx xxxxxx xxxxxx ApproachLOS: C * * * Note: Queue reported is the number of cars per lane.

FUTURE+PROJECT PM Thu Feb 2, 2012 11:07:29 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.722 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 21.2 Optimal Cycle: 0 Level Of Service: C Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 71 0 0 0 821 0 0 787 283 Initial Bse: 0 0 0 71 0 0 0 821 0 0 787 283 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 71 0 0 0 821 0 0 787 283 Reduced Vol: 0 0 0 71 0 0 0 821 0 0 787 283 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 71 0 0 0 821 0 0 787 283 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 397 0 454 0 1160 0 0 1090 607 Vol/Sat: xxxx xxxx xxxx 0.18 xxxx 0.00 xxxx 0.71 xxxx xxxx 0.72 0.47 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 12.8 0.0 0.0 0.0 21.9 0.0 0.0 24.0 13.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 12.8 0.0 0.0 0.0 21.9 0.0 0.0 24.0 13.4 LOS by Move: * * * B * * * C * * C B ApproachDel: xxxxxx 12.8 21.9 21.2 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 12.8 21.9 21.2 LOS by Appr: * B C C AllWayAvgQ: 0.0 0.0 0.0 0.2 0.0 0.0 2.1 2.1 0.0 0.0 2.2 0.8 Note: Queue reported is the number of cars per lane.

FUTURE BASE (YEAR 2035) PLUS PROJECT (ALTERNATIVE 2)

FUTURE+PIER B AM Thu Feb 2, 2012 11:07:34 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.782 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 63 Level Of Service: C Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Include Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 502 0 357 0 0 0 0 106 334 509 3 0 Initial Bse: 502 0 357 0 0 0 0 106 334 509 3 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 502 0 0 0 0 0 0 106 334 509 3 0 Reduced Vol: 502 0 0 0 0 0 0 106 334 509 3 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 502 0 0 0 0 0 0 106 334 509 3 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 0.00 2.00 0.00 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 0 3200 0 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.21 0.16 0.00 0.00 Crit Moves: **** **** ****

FUTURE+PIER B AM Thu Feb 2, 2012 11:07:34 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.371 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 27 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 36 659 0 0 651 138 144 0 0 0 0 0 Initial Bse: 36 659 0 0 651 138 144 0 0 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 36 659 0 0 651 0 144 0 0 0 0 0 Reduced Vol: 36 659 0 0 651 0 144 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 36 659 0 0 651 0 144 0 0 0 0 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.02 0.21 0.00 0.00 0.20 0.00 0.05 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** ****

FUTURE+PIER B AM Thu Feb 2, 2012 11:07:34 Page 5-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.323 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.3 Optimal Cycle: 21 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 86 328 0 0 434 226 367 0 51 0 0 0 Initial Bse: 86 328 0 0 434 226 367 0 51 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 86 328 0 0 434 226 367 0 51 0 0 0 Reduced Vol: 86 328 0 0 434 226 367 0 51 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 86 328 0 0 434 226 367 0 51 0 0 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.40 0.95 0.95 0.95 0.95 0.85 0.53 1.00 0.85 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 2.00 1.00 2.00 0.00 1.00 0.00 1.00 1.00 Final Sat.: 764 3610 0 0 3610 1615 2010 0 1615 0 1900 1900 Vol/Sat: 0.11 0.09 0.00 0.00 0.12 0.14 0.18 0.00 0.03 0.00 0.00 0.00 Crit Moves: **** **** Green/Cycle: 0.43 0.43 0.00 0.00 0.43 0.43 0.57 0.00 0.57 0.00 0.00 0.00 Volume/Cap: 0.26 0.21 0.00 0.00 0.28 0.32 0.32 0.00 0.06 0.00 0.00 0.00 Uniform Del: 18.1 17.6 0.0 0.0 18.2 18.6 11.5 0.0 9.7 0.0 0.0 0.0 IncremntDel: 0.4 0.1 0.0 0.0 0.1 0.3 0.2 0.0 0.0 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Delay/Veh: 18.5 17.7 0.0 0.0 18.3 18.9 11.7 0.0 9.7 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 18.5 17.7 0.0 0.0 18.3 18.9 11.7 0.0 9.7 0.0 0.0 0.0 LOS by Move: B B A A B B B A A A A A HCM2kAvgQ: 2 3 0 0 4 5 3 0 1 0 0 0 Note: Queue reported is the number of cars per lane.

FUTURE+PIER B AM Thu Feb 2, 2012 11:07:34 Page 7-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.376 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 17.5 Optimal Cycle: 23 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Ignore Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 0 1 Base Vol: 16 262 16 33 266 58 161 68 23 236 181 126 Initial Bse: 16 262 16 33 266 58 161 68 23 236 181 126 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 262 16 33 266 58 161 68 23 236 181 0 Reduced Vol: 16 262 16 33 266 58 161 68 23 236 181 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 262 16 33 266 58 161 68 23 236 181 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.37 0.94 0.94 0.42 0.92 0.92 0.47 0.96 0.96 0.77 0.77 1.00 Lanes: 1.00 1.88 0.12 1.00 1.64 0.36 1.00 0.75 0.25 0.57 0.43 1.00 Final Sat.: 711 3372 206 794 2884 629 885 1366 462 831 637 1900 Vol/Sat: 0.02 0.08 0.08 0.04 0.09 0.09 0.18 0.05 0.05 0.28 0.28 0.00 Crit Moves: **** **** Green/Cycle: 0.25 0.25 0.25 0.25 0.25 0.25 0.75 0.75 0.75 0.75 0.75 0.00 Volume/Cap: 0.09 0.32 0.32 0.17 0.38 0.38 0.24 0.07 0.07 0.38 0.38 0.00 Uniform Del: 29.1 30.9 30.9 29.7 31.4 31.4 3.7 3.2 3.2 4.2 4.2 0.0 IncremntDel: 0.2 0.2 0.2 0.4 0.3 0.3 0.2 0.0 0.0 0.2 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Delay/Veh: 29.4 31.1 31.1 30.1 31.7 31.7 3.9 3.2 3.2 4.4 4.4 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 29.4 31.1 31.1 30.1 31.7 31.7 3.9 3.2 3.2 4.4 4.4 0.0 LOS by Move: C C C C C C A A A A A A HCM2kAvgQ: 0 4 4 1 5 5 2 1 1 5 5 0 Note: Queue reported is the number of cars per lane.

FUTURE+PIER B AM Thu Feb 2, 2012 11:07:34 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.626 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 0 0 105 78 1416 0 0 1472 0 Initial Bse: 0 0 0 0 0 105 78 1416 0 0 1472 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 0 0 105 78 1416 0 0 1472 0 Reduced Vol: 0 0 0 0 0 105 78 1416 0 0 1472 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 0 0 105 78 1416 0 0 1472 0 OvlAdjVol: 27 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.07 0.05 0.44 0.00 0.00 0.46 0.00 OvlAdjV/S: 0.02 Crit Moves: **** **** ****

FUTURE+PIER B AM Thu Feb 2, 2012 11:07:34 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.797 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 66 Level Of Service: C Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 527 143 50 105 45 0 105 916 397 77 920 248 Initial Bse: 527 143 50 105 45 0 105 916 397 77 920 248 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 527 143 0 105 45 0 105 916 397 77 920 248 Reduced Vol: 527 143 0 105 45 0 105 916 397 77 920 248 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 527 143 0 105 45 0 105 916 397 77 920 248 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.09 0.91 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3349 1451 1600 3200 1600 Vol/Sat: 0.33 0.04 0.00 0.07 0.01 0.00 0.07 0.27 0.27 0.05 0.29 0.16 Crit Moves: **** **** **** ****

FUTURE+PIER B AM Thu Feb 2, 2012 11:07:34 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 1.1 Worst Case Level Of Service: B[ 13.2] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 46 0 18 0 0 0 0 354 12 20 440 0 Initial Bse: 46 0 18 0 0 0 0 354 12 20 440 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 0 18 0 0 0 0 354 12 20 440 0 FinalVolume: 46 0 18 0 0 0 0 354 12 20 440 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 620 xxxx 183 xxxx xxxx xxxxx xxxx xxxx xxxxx 366 xxxx xxxxx Potent Cap.: 425 xxxx 834 xxxx xxxx xxxxx xxxx xxxx xxxxx 1204 xxxx xxxxx Move Cap.: 419 xxxx 834 xxxx xxxx xxxxx xxxx xxxx xxxxx 1204 xxxx xxxxx Volume/Cap: 0.11 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.4 xxxx 0.1 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.1 xxxx xxxxx Control Del: 14.6 xxxx 9.4 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.0 xxxx xxxxx LOS by Move: B * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.1 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.0 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 13.2 xxxxxx xxxxxx xxxxxx ApproachLOS: B * * * Note: Queue reported is the number of cars per lane.

FUTURE+PIER B AM Thu Feb 2, 2012 11:07:34 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.699 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 19.0 Optimal Cycle: 0 Level Of Service: C Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 75 0 0 0 745 0 0 781 106 Initial Bse: 0 0 0 75 0 0 0 745 0 0 781 106 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 75 0 0 0 745 0 0 781 106 Reduced Vol: 0 0 0 75 0 0 0 745 0 0 781 106 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 75 0 0 0 745 0 0 781 106 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 414 0 475 0 1193 0 0 1118 620 Vol/Sat: xxxx xxxx xxxx 0.18 xxxx 0.00 xxxx 0.62 xxxx xxxx 0.70 0.17 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 12.4 0.0 0.0 0.0 17.6 0.0 0.0 22.2 9.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 12.4 0.0 0.0 0.0 17.6 0.0 0.0 22.2 9.5 LOS by Move: * * * B * * * C * * C A ApproachDel: xxxxxx 12.4 17.6 20.7 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 12.4 17.6 20.7 LOS by Appr: * B C C AllWayAvgQ: 0.0 0.0 0.0 0.2 0.0 0.0 1.5 1.5 0.0 0.0 2.0 0.2 Note: Queue reported is the number of cars per lane.

FUTURE+PIER B MIDDAY Thu Feb 2, 2012 11:07:36 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.844 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 78 Level Of Service: D Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Include Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 565 0 334 0 0 0 0 140 410 431 5 0 Initial Bse: 565 0 334 0 0 0 0 140 410 431 5 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 565 0 0 0 0 0 0 140 410 431 5 0 Reduced Vol: 565 0 0 0 0 0 0 140 410 431 5 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 565 0 0 0 0 0 0 140 410 431 5 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 0.00 2.00 0.00 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 0 3200 0 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.26 0.13 0.00 0.00 Crit Moves: **** **** ****

FUTURE+PIER B MIDDAY Thu Feb 2, 2012 11:07:36 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.364 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 27 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 40 684 0 0 155 626 162 0 13 0 0 0 Initial Bse: 40 684 0 0 155 626 162 0 13 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 684 0 0 155 0 162 0 13 0 0 0 Reduced Vol: 40 684 0 0 155 0 162 0 13 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 684 0 0 155 0 162 0 13 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.03 0.21 0.00 0.00 0.05 0.00 0.05 0.00 0.01 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

FUTURE+PIER B MIDDAY Thu Feb 2, 2012 11:07:36 Page 5-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.339 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.0 Optimal Cycle: 22 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 100 346 0 0 527 151 379 0 110 0 0 0 Initial Bse: 100 346 0 0 527 151 379 0 110 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 100 346 0 0 527 151 379 0 110 0 0 0 Reduced Vol: 100 346 0 0 527 151 379 0 110 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 100 346 0 0 527 151 379 0 110 0 0 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.35 0.95 0.95 0.95 0.95 0.85 0.53 1.00 0.85 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 2.00 1.00 2.00 0.00 1.00 0.00 1.00 1.00 Final Sat.: 663 3610 0 0 3610 1615 2010 0 1615 0 1900 1900 Vol/Sat: 0.15 0.10 0.00 0.00 0.15 0.09 0.19 0.00 0.07 0.00 0.00 0.00 Crit Moves: **** **** Green/Cycle: 0.44 0.44 0.00 0.00 0.44 0.44 0.56 0.00 0.56 0.00 0.00 0.00 Volume/Cap: 0.34 0.22 0.00 0.00 0.33 0.21 0.34 0.00 0.12 0.00 0.00 0.00 Uniform Del: 18.2 17.1 0.0 0.0 18.1 17.0 12.2 0.0 10.6 0.0 0.0 0.0 IncremntDel: 0.7 0.1 0.0 0.0 0.1 0.1 0.2 0.0 0.1 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Delay/Veh: 18.9 17.1 0.0 0.0 18.2 17.2 12.4 0.0 10.7 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 18.9 17.1 0.0 0.0 18.2 17.2 12.4 0.0 10.7 0.0 0.0 0.0 LOS by Move: B B A A B B B A B A A A HCM2kAvgQ: 2 3 0 0 5 3 3 0 2 0 0 0 Note: Queue reported is the number of cars per lane.

FUTURE+PIER B MIDDAY Thu Feb 2, 2012 11:07:36 Page 7-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.332 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 17.5 Optimal Cycle: 22 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Ignore Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 0 1 Base Vol: 0 327 38 91 258 21 84 67 0 232 68 187 Initial Bse: 0 327 38 91 258 21 84 67 0 232 68 187 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 327 38 91 258 21 84 67 0 232 68 0 Reduced Vol: 0 327 38 91 258 21 84 67 0 232 68 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 327 38 91 258 21 84 67 0 232 68 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 0.93 0.93 0.41 0.94 0.94 0.51 1.00 1.00 0.73 0.73 1.00 Lanes: 1.00 1.79 0.21 1.00 1.85 0.15 1.00 1.00 0.00 0.77 0.23 1.00 Final Sat.: 1900 3182 370 787 3302 269 969 1900 0 1074 315 1900 Vol/Sat: 0.00 0.10 0.10 0.12 0.08 0.08 0.09 0.04 0.00 0.22 0.22 0.00 Crit Moves: **** **** Green/Cycle: 0.00 0.35 0.35 0.35 0.35 0.35 0.65 0.65 0.00 0.65 0.65 0.00 Volume/Cap: 0.00 0.29 0.29 0.33 0.22 0.22 0.13 0.05 0.00 0.33 0.33 0.00 Uniform Del: 0.0 23.6 23.6 24.0 23.0 23.0 6.7 6.3 0.0 7.8 7.8 0.0 IncremntDel: 0.0 0.1 0.1 0.7 0.1 0.1 0.1 0.0 0.0 0.2 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Delay/Veh: 0.0 23.8 23.8 24.7 23.1 23.1 6.8 6.3 0.0 8.0 8.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 23.8 23.8 24.7 23.1 23.1 6.8 6.3 0.0 8.0 8.0 0.0 LOS by Move: A C C C C C A A A A A A HCM2kAvgQ: 0 4 4 2 3 3 1 1 0 4 4 0 Note: Queue reported is the number of cars per lane.

FUTURE+PIER B MIDDAY Thu Feb 2, 2012 11:07:37 Page 11-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Anaheim St & Farragut Av Cycle (sec): 100 Critical Vol./Cap.(X): 0.631 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 43 Level Of Service: B Control: Protected Protected Protected Protected Rights: Include Ovl Include Ovl Lanes: 0 0 0 0 0 1 0 0 0 1 1 0 2 0 0 0 0 2 0 1 Base Vol: 0 0 0 0 0 89 52 1490 0 0 1522 0 Initial Bse: 0 0 0 0 0 89 52 1490 0 0 1522 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 0 0 89 52 1490 0 0 1522 0 Reduced Vol: 0 0 0 0 0 89 52 1490 0 0 1522 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 0 0 89 52 1490 0 0 1522 0 OvlAdjVol: 37 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1600 0 1600 1600 3200 0 0 3200 1600 Vol/Sat: 0.00 0.00 0.00 0.00 0.00 0.06 0.03 0.47 0.00 0.00 0.48 0.00 OvlAdjV/S: 0.02 Crit Moves: **** **** ****

FUTURE+PIER B MIDDAY Thu Feb 2, 2012 11:07:37 Page 12-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #8 Anaheim S & 1 St/West 9th St Cycle (sec): 100 Critical Vol./Cap.(X): 0.820 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 Level Of Service: D Control: Permitted Permitted Protected Protected Rights: Ignore Ignore Include Include Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 1 0 1 0 2 0 1 Base Vol: 534 161 57 122 48 0 114 992 389 81 961 289 Initial Bse: 534 161 57 122 48 0 114 992 389 81 961 289 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 534 161 0 122 48 0 114 992 389 81 961 289 Reduced Vol: 534 161 0 122 48 0 114 992 389 81 961 289 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 534 161 0 122 48 0 114 992 389 81 961 289 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.15 0.85 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3448 1352 1600 3200 1600 Vol/Sat: 0.33 0.05 0.00 0.08 0.02 0.00 0.07 0.29 0.29 0.05 0.30 0.18 Crit Moves: **** **** **** ****

FUTURE+PIER B MIDDAY Thu Feb 2, 2012 11:07:37 Page 13-1 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #9 Pier B St & Edison Ave Average Delay (sec/veh): 0.8 Worst Case Level Of Service: C[ 15.5] Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 1 0 0 0 1 0 0 0 0 0 0 0 1 1 0 0 1 1 0 0 Base Vol: 37 0 7 0 0 0 0 434 22 22 524 0 Initial Bse: 37 0 7 0 0 0 0 434 22 22 524 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 37 0 7 0 0 0 0 434 22 22 524 0 FinalVolume: 37 0 7 0 0 0 0 434 22 22 524 0 Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 751 xxxx 228 xxxx xxxx xxxxx xxxx xxxx xxxxx 456 xxxx xxxxx Potent Cap.: 351 xxxx 781 xxxx xxxx xxxxx xxxx xxxx xxxxx 1115 xxxx xxxxx Move Cap.: 345 xxxx 781 xxxx xxxx xxxxx xxxx xxxx xxxxx 1115 xxxx xxxxx Volume/Cap: 0.11 xxxx 0.01 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: 2Way95thQ: 0.4 xxxx 0.0 xxxx xxxx xxxxx xxxx xxxx xxxxx 0.1 xxxx xxxxx Control Del: 16.7 xxxx 9.7 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.3 xxxx xxxxx LOS by Move: C * A * * * * * * A * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.1 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 8.3 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 15.5 xxxxxx xxxxxx xxxxxx ApproachLOS: C * * * Note: Queue reported is the number of cars per lane.

FUTURE+PIER B MIDDAY Thu Feb 2, 2012 11:07:37 Page 15-1 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #10 Anaheim Way & Pier B St Cycle (sec): 100 Critical Vol./Cap.(X): 0.794 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 24.7 Optimal Cycle: 0 Level Of Service: C Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 2 0 1 Base Vol: 0 0 0 52 0 0 0 862 0 0 873 90 Initial Bse: 0 0 0 52 0 0 0 862 0 0 873 90 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 52 0 0 0 862 0 0 873 90 Reduced Vol: 0 0 0 52 0 0 0 862 0 0 873 90 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 52 0 0 0 862 0 0 873 90 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 0.00 2.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 395 0 453 0 1188 0 0 1099 608 Vol/Sat: xxxx xxxx xxxx 0.13 xxxx 0.00 xxxx 0.73 xxxx xxxx 0.79 0.15 Crit Moves: **** **** **** Delay/Veh: 0.0 0.0 0.0 12.2 0.0 0.0 0.0 22.5 0.0 0.0 29.2 9.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 12.2 0.0 0.0 0.0 22.5 0.0 0.0 29.2 9.5 LOS by Move: * * * B * * * C * * D A ApproachDel: xxxxxx 12.2 22.5 27.3 Delay Adj: xxxxx 1.00 1.00 1.00 ApprAdjDel: xxxxxx 12.2 22.5 27.3 LOS by Appr: * B C D AllWayAvgQ: 0.0 0.0 0.0 0.1 0.0 0.0 2.3 2.3 0.0 0.0 3.0 0.2 Note: Queue reported is the number of cars per lane.

FUTURE+PIER B PM Thu Feb 2, 2012 11:07:39 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Pier B St & Pico Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.826 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 73 Level Of Service: D Street Name: Pier B St Pico Ave Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Include Lanes: 0 1 1 0 1 0 1 0 1 0 1 0 1 1 0 2 0 1 0 1 Base Vol: 559 0 373 0 0 0 0 152 417 372 3 0 Initial Bse: 559 0 373 0 0 0 0 152 417 372 3 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 559 0 0 0 0 0 0 152 417 372 3 0 Reduced Vol: 559 0 0 0 0 0 0 152 417 372 3 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 559 0 0 0 0 0 0 152 417 372 3 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 1.00 1.00 0.00 2.00 0.00 1.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1600 1600 0 3200 0 1600 1600 1600 3200 1600 1600 Vol/Sat: 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.26 0.12 0.00 0.00 Crit Moves: **** **** ****

FUTURE+PIER B PM Thu Feb 2, 2012 11:07:39 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Pico Ave & Pier C St Cycle (sec): 100 Critical Vol./Cap.(X): 0.374 Loss Time (sec): 10 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 28 Level Of Service: A Control: Protected Protected Protected Protected Rights: Include Ignore Ovl Include Lanes: 1 0 2 0 0 0 0 2 0 2 2 0 0 0 1 0 0 0 0 0 Base Vol: 30 712 0 0 651 85 166 0 14 0 0 0 Initial Bse: 30 712 0 0 651 85 166 0 14 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 30 712 0 0 651 0 166 0 14 0 0 0 Reduced Vol: 30 712 0 0 651 0 166 0 14 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 30 712 0 0 651 0 166 0 14 0 0 0 OvlAdjVol: 0 Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Lanes: 1.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 1600 3200 0 0 3200 3200 3200 0 1600 0 0 0 Vol/Sat: 0.02 0.22 0.00 0.00 0.20 0.00 0.05 0.00 0.01 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** ****

FUTURE+PIER B PM Thu Feb 2, 2012 11:07:39 Page 5-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Pico Ave & Pier D St/Water St Cycle (sec): 100 Critical Vol./Cap.(X): 0.320 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 15.1 Optimal Cycle: 21 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Lanes: 1 0 1 1 0 0 1 1 0 1 1 1 0 0 1 0 1 0 0 1 Base Vol: 77 403 0 0 555 110 337 0 81 0 0 0 Initial Bse: 77 403 0 0 555 110 337 0 81 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 77 403 0 0 555 110 337 0 81 0 0 0 Reduced Vol: 77 403 0 0 555 110 337 0 81 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 77 403 0 0 555 110 337 0 81 0 0 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.35 0.95 0.95 0.95 0.95 0.85 0.53 1.00 0.85 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 2.00 1.00 2.00 0.00 1.00 0.00 1.00 1.00 Final Sat.: 661 3610 0 0 3610 1615 2022 0 1615 0 1900 1900 Vol/Sat: 0.12 0.11 0.00 0.00 0.15 0.07 0.17 0.00 0.05 0.00 0.00 0.00 Crit Moves: **** **** Green/Cycle: 0.48 0.48 0.00 0.00 0.48 0.48 0.52 0.00 0.52 0.00 0.00 0.00 Volume/Cap: 0.24 0.23 0.00 0.00 0.32 0.14 0.32 0.00 0.10 0.00 0.00 0.00 Uniform Del: 15.3 15.2 0.0 0.0 16.0 14.5 13.8 0.0 12.1 0.0 0.0 0.0 IncremntDel: 0.4 0.1 0.0 0.0 0.1 0.1 0.2 0.0 0.1 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Delay/Veh: 15.7 15.3 0.0 0.0 16.1 14.6 14.0 0.0 12.2 0.0 0.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 15.7 15.3 0.0 0.0 16.1 14.6 14.0 0.0 12.2 0.0 0.0 0.0 LOS by Move: B B A A B B B A B A A A HCM2kAvgQ: 2 4 0 0 5 2 3 0 1 0 0 0 Note: Queue reported is the number of cars per lane.

FUTURE+PIER B PM Thu Feb 2, 2012 11:07:39 Page 7-1 2000 HCM Operations Method (Base Volume Alternative) Intersection #4 Pico Ave & Pier E St/EB Ocean Ave Cycle (sec): 100 Critical Vol./Cap.(X): 0.526 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.4 Optimal Cycle: 30 Level Of Service: B Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Ignore Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 0 1 0 0 1 Base Vol: 16 554 50 135 272 75 274 174 15 146 140 201 Initial Bse: 16 554 50 135 272 75 274 174 15 146 140 201 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 554 50 135 272 75 274 174 15 146 140 0 Reduced Vol: 16 554 50 135 272 75 274 174 15 146 140 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 554 50 135 272 75 274 174 15 146 140 0 Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.46 0.94 0.94 0.31 0.92 0.92 0.49 0.99 0.99 0.76 0.76 1.00 Lanes: 1.00 1.83 0.17 1.00 1.57 0.43 1.00 0.92 0.08 0.51 0.49 1.00 Final Sat.: 882 3271 295 580 2739 755 935 1728 149 733 703 1900 Vol/Sat: 0.02 0.17 0.17 0.23 0.10 0.10 0.29 0.10 0.10 0.20 0.20 0.00 Crit Moves: **** **** Green/Cycle: 0.44 0.44 0.44 0.44 0.44 0.44 0.56 0.56 0.56 0.56 0.56 0.00 Volume/Cap: 0.04 0.38 0.38 0.53 0.22 0.22 0.53 0.18 0.18 0.36 0.36 0.00 Uniform Del: 15.8 18.7 18.7 20.2 17.2 17.2 13.9 10.9 10.9 12.2 12.2 0.0 IncremntDel: 0.0 0.2 0.2 2.0 0.1 0.1 1.0 0.1 0.1 0.3 0.3 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Delay/Veh: 15.9 18.8 18.8 22.3 17.3 17.3 14.9 11.0 11.0 12.5 12.5 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 15.9 18.8 18.8 22.3 17.3 17.3 14.9 11.0 11.0 12.5 12.5 0.0 LOS by Move: B B B C B B B B B B B A HCM2kAvgQ: 0 7 7 4 3 3 6 3 3 5 5 0 Note: Queue reported is the number of cars per lane.