APPENDIX IV.F

Report of Geotechnical Evaluation for EIR Purposes Proposed Wilshire Grand Redevelopment Project, 930 Wilshire Boulevard, Los Angeles, California Prepared by Mactec Engineering and Consulting, May 2010

REPORT OF GEOTECHNICAL EVALUATION WILSHIRE GRAND REDEVELOPMENT PROJECT

930 WILSHIRE BOULEVARD LOS ANGELES, CALIFORNIA 90017

Prepared for:

HANJIN INTERNATIONAL CORPORATION c/o Thomas Properties Group, L.P. 515 South Flower Street Sixth Floor Los Angeles, California 90071

May, 2010

MACTEC Project 4953-09-1091

MACTEC

May, 2010

Hanjin International Corporation c/o Mr. Tom Paradise Thomas Properties Group, L.P. 515 South Flower Street, Sixth Floor Los Angeles, California 90071

Subject: LETTER OF TRANSMITTAL Report of Geotechnical Evaluation Wilshire Grand Redevelopment Project 930 Wilshire Boulevard Los Angeles, California 90071 MACTEC Project 4953-09-1091

Dear Mr. Paradise:

We are pleased to submit this report presenting the results of our preliminary geotechnical investigation for the site of the Wilshire Grand Redevelopment Project at 930 Wilshire Boulevard in Los Angeles, California. This investigation was conducted in general accordance with our proposal dated March 27, 2009 and addenda Nos. 1 through No. 3 and Task Order 2159 (Scope of Service No. 014) of our contract, dated June 30, 2009.

Our consultation was performed to evaluate the subject site and provide our findings as to the existing soils underlying the subject site and provide preliminary foundation recommendations for the development. Should you have any questions regarding this report, or if we can be of further service to you on this phase of the project, please contact us. Additional studies should be performed to provide detailed and definitive geotechnical recommendations for the project when the project details are more defined.

MACTEC Engineering and Consulting, Inc. 5628 East Slauson • Los Angeles, CA 90040-1554 • Phone: 323.889.5300 • 323.889-5398

REPORT OF GEOTECHNICALEVALUATION WILSHIRE GRAND REDEVELOPMENT PROJECT

930 WILSHIRE BOULEVARD LOS ANGELES, CALIFORNIA 90071

Prepared for:

HANJIN INTERNATIONAL CORPORATION c/o Thomas Properties Group, L.P. 515 South Flower Street Sixth Floor Los Angeles, California 90071

MACTEC Engineering and Consulting, Inc.

Los Angeles, California

May, 2010 Project 4953-09-1091

Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY ...... 1 2.0 SCOPE ...... 3 3.0 PROJECT DESCRIPTION ...... 5 4.0 CURRENT PROJECT SITE CONDITIONS ...... 7 5.0 REGULATORY PROJECT SETTING ...... 8 5.1 STATE LEVEL ...... 8 5.2 CITY LEVEL ...... 9 6.0 GEOLOGIC-SEISMIC HAZARD EVALUATION ...... 12 6.1 GEOLOGIC SETTING ...... 12 6.2 GEOLOGIC MATERIALS ...... 12 6.3 GROUND WATER ...... 13 6.4 FAULTS ...... 13 6.5 GEOLOGIC-SEISMIC HAZARDS ...... 19 7.0 ENVIRONMENTAL IMPACTS ...... 24 7.1 THRESHOLDS OF SIGNIFICANCE ...... 24 7.2 GEOLOGIC HAZARDS ...... 25 8.0 HAZARD MEASURES ...... 27 8.1 STRONG SEISMIC GROUND SHAKING ...... 27 8.2 LIQUEFACTION AND LIQUEFACTION-INDUCED SETTLEMENT AND LATERAL SPREADING ...... 27 8.3 TEMPORARY STABILITY ...... 27 8.4 EXPANSIVE SOILS ...... 28 8.5 SURCHARGE OF EXISTING STRUCTURES ...... 28 8.6 FOUNDATION REQUIREMENTS ...... 28 8.7 PAVING AND HARDSCAPE ...... 28 8.8 GEOTHERMAL SYSTEMS ...... 29 8.9 SUBDRAINAGE ...... 29 9.0 LAND EQUIVALENCY PROGRAM ...... 30 10.0 DESIGN FLEXIBILITY ...... 31 11.0 PROJECT ALTERNATIVES ...... 32 12.0 GENERAL LIMITATIONS ANS FINDINGS ...... 34 13.0 BIBLIOGRAPHY ...... 35

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TABLE OF CONTENTS (cont.)

TABLES: 1. Major Named Faults Considered to be Active in Southern California 2. Major Named Faults Considered to be Potentially Active in Southern California 3. List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site

FIGURES: 1 Regional and Project Vicinity Map 2 Aerial Photograph 3 Plot Plan 4 Geologic Location Map 5 Local Geology 6.1 Cross-Section 1-1’ 6.2 Cross-Section 2-2’ 6.3 Cross-Section 3-3’ 7 Regional Faults and Seismicity

APPENDIX: Logs of Borings

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1.0 EXECUTIVE SUMMARY

The Wilshire Grand Redevelopment Project is to be developed on a 3.2-acre site located in the Central City (Downtown) Redevelopment area of City of Los Angeles. The Project Site is bounded by Wilshire Boulevard to the north, Figueroa Street to the east, and 7th Street to the south and inclusive of Francisco Street to the west, and includes the existing Wilshire Grand Hotel & Centre. The Project would include demolition of all existing structures on the Project Site, including existing subterranean parking, and redevelopment of the Project Site. The Project Site would be developed with an approximately 65-story office building, no more than 1,250 feet in height (“Building A”), an approximately 45-story hotel, no more than 750 feet in height (“Building B”), and an approximately 6-story podium structure no more than 168 feet in height (“Podium”). The Project would be constructed over a maximum of eight levels of subterranean parking containing approximately 1,900 parking spaces.

Fill soils, 6 feet thick, were encountered in one of our two current borings. The fill is underlain along the eastern side of the Project Site by young alluvial fan deposits of Holocene to Late Pleistocene age (a few thousands to hundreds of thousands of years old). These deposits consist of interlayered loose to medium dense sand and silt and clay. Old alluvial fan deposits of Late to Middle Pleistocene age (between approximately a few hundred thousand to 800,000 years old) underlie most of the Project Site. These deposits consist of medium dense to dense sand with layers of silt and clay. The entire Project Site is underlain by bedrock of the Pliocene age (between approximately 2 to 4 million years old) Fernando formation. The bedrock consists of massive to interbedded siltstone and fine sandstone.

Based on the available geologic data, active or potentially active faults with the potential for surface fault rupture are not known to be located beneath or projecting toward the Project Site. In our opinion, the potential for surface rupture at the Project Site due to fault plane displacement propagating to the ground surface during the design life of the proposed development is considered low. Although the Project Site could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in Southern California and the effects of ground shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices.

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The Project Site is near an oil field and the potential exists for the presence of methane and other volatile gases, which is common in this area. Potential methane gas hazards at the Project Site are being addressed in a separate technical report by ENVIRON International.

The potential for other geologic hazards such as tsunamis, inundation, seiches, flooding, and subsidence affecting the Project Site is also considered low. With mitigation, the geologic hazards of liquefaction/lateral spreading, slope instability, and expansive soils will not have a potentially significant impact to the Project.

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2.0 SCOPE

This report of geotechnical consultation provides an evaluation of the geotechnical conditions of the Wilshire Grand site located at 930 Wilshire Boulevard in Los Angeles, California. The location of the Project Site is shown in Figure 1, Regional and Project Vicinity Map and Figure 2, Aerial Photograph.

MACTEC has previously performed numerous geotechnical investigations adjacent to the site. The previous MACTEC geotechnical investigation reports are listed below:

• West of the Project Site, Office Building, 1000 Wilshire Boulevard, report dated July 10, 1984, our Project No. ADE-84195 and supplemental geotechnical recommendations (issued under the name of LeRoy Crandall and Associates, a MACTEC legacy company);

• North of the Project Site, Wilshire Building, 911 Wilshire Boulevard, report dated May 16, 1978, our Project No. ADE-78113 and supplemental geotechnical recommendations;

• North of the Project Site, High Rise Office Building, Wilshire Boulevard and Figueroa Street, report dated July 10, 1981, our Project No. ADE- 81190 and supplemental geotechnical recommendations;

• East of the Project Site, Building, Wilshire Boulevard and Figueroa Street, report dated July 18, 1978, our Project No. A-78166;

• East of the Project Site, Building Modifications and Addition, Figueroa Street, report dated August 6, 1985, our Project No. A-85245 and supplemental geotechnical recommendations;

• East of the Project Site, Home Savings Tower, Figueroa Street and 7th Street, report dated March 19, 1986, our Project No. ADE-85310 and supplemental geotechnical recommendations; and

• South of the Project Site, High Rise Development, Figueroa Street and 7th Street, report dated May 1, 1978, our Project No. ADE-81040 and supplemental geotechnical recommendations.

To supplement our prior data, two additional borings were drilled on July 18, 2009 to depths of 120 feet below the existing grade in Francisco Street as shown on Figure 3 Plot Plan. The locations of our prior borings are also shown on Figure 3. The logs of the current borings and our prior borings are presented in the Appendix.

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In addition of our prior reports, data at the south side of the Project Site are also available from the report of Metro Rail Project Design Unit A170 (see description of the Metro Rail Tunnels in Section 4.0) provided by Converse Consultants, Inc. (1986).

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3.0 PROJECT DESCRIPTION

This report addresses the development of the Wilshire Grand Redevelopment Project (“Project”). The Project is proposed to be developed on an approximately 3.2-acre site that is located in the Central City (downtown) area of the City of Los Angeles. The Project Site is generally bounded by Wilshire Boulevard to the north, Figueroa Street to the east, and7th Street to the south and inclusive of Francisco Street to the west,. The Project region and vicinity area are shown in Figure 1 (Regional and Project Vicinity Map), and an aerial photograph of the Project Site is shown in Figure 2 (Aerial Photograph). The Project Site is located within the Central City Community Plan Area and the Central Business District Redevelopment Project Area of the Community Redevelopment Agency of the City of Los Angeles (CRA/LA). The Project Site is also located in the Financial Core district of downtown Los Angeles, which is bordered by South Park to the south and southwest, Historic Core to the east and southeast, Bunker Hill to the north and northeast, and City West to the north and northwest across the Harbor Freeway.

The Project Site consists of two parcels (APN 5144-008-020 and 5144-008-021) and the 0.51-acre portion of Francisco Street to the west. The Project Site encompasses the following addresses: 900 and 930 Wilshire Boulevard; 655, 685, 695, and 699 South Figueroa Street; and 916, 925, and 935, West7th Street.

The Project Site is currently developed with the 16-story Wilshire Grand Hotel and Centre, which consists of a total of approximately 912,000 square feet including 896 hotel rooms, approximately 215,000 square feet of office uses, approximately 206,600 square feet of hotel amenity, accessory retail and restaurant uses, and subterranean parking with 286 parking spaces. The amenities for the hotel include meeting rooms, ballroom, pool and spa, and fitness facilities.

The Project would include the demolition of all existing structures, including existing subterranean parking, vacation of Francisco Street, and redevelopment of the Project Site with a maximum of 560 hotel rooms and/or condo-hotel units, 100 residential dwelling units, 1,500,000 square feet of office uses, and 275,000 square feet of amenity areas including, but not limited to, Project-serving retail and restaurant uses, conference and meeting rooms, ballrooms, spa, fitness center, and other ancillary hotel, residential, and office areas (“Services”). The total maximum floor area of Project improvements proposed would be 2,543,437 square feet. The Project Site would be developed with an approximately 65-story structure, no more than 1,250 feet in height (“Building A”), an

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approximately 45-story structure, no more than 750 feet in height (“Building B”), and an approximately six-story podium structure, no more than 168 feet in height (“Podium”). The Project would be constructed over eight levels of subterranean parking containing approximately 1,900 parking spaces. The Project would also include an approximately one-quarter of an acre outdoor plaza at the corner of 7th Street and Figueroa Street. Lobbies, elevators, and amenities for the residential dwelling units could be shared or could be provided separate from the other proposed uses. The rooftop of Building A would also provide a helistop, which would provide facilities for helicopter service for the Project.

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4.0 CURRENT PROJECT SITE CONDITIONS

The Project Site is located in the Central Business District of downtown Los Angeles and is bounded by Figueroa Street to the east, Wilshire Boulevard to the north, and 7th Street to the south and inclusive of Francisco Street to the west. The Project Site is currently developed with the existing 16-story Wilshire Grand Hotel and Centre that contains 896 hotel rooms, 215,000 square feet of office, 206,600 square feet of hotel amenity, accessory retail, and restaurant and has a maximum of 3-level subterranean parking structure of 286 spaces.

The ground surface (sidewalk level) at the northwest corner of the Project Site (at Francisco Street and Wilshire Boulevard) is at about Elevation 315 and decreases toward the east and the south to about Elevations 286 and 292 for the northeast and southwest corners of the Project Site, respectively. The ground surface at the southeast corner of the Project Site (at Figueroa Street and 7th Street) is at about Elevation 276. Four high-rise towers are located across the street at the north, west and south sides of the Project Site. The Metro Red Line subway is located adjacent to the south of the Project Site beneath West 7th Street. The subway consists of two parallel tunnels adjacent to the Project Site. Based on the survey results performed by Psomas dated April 21, 2009, the track level of the northern-most (closest) tunnel is at Elevation 225.8 near the southeast corner of the Project Site and at Elevation 217.5 near the southwest corner of the Project Site. Each tunnel is about 23 feet in diameter. Tie-back anchors used for the temporary excavation for basement construction of the adjacent buildings, which are listed below, are still believed to be beneath the streets surrounding the Project Site based on the available as-built shoring plans for the adjacent buildings: • 901 West Wilshire Boulevard (north of the Project Site); • 915 West Wilshire Boulevard (north of the Project Site); • 644 Figueroa Street Boulevard (east of the Project Site); • 654 Figueroa Street Boulevard (east of the Project Site); • 725 Figueroa Street Boulevard (south of the Project Site); • 1005 West 7th Street (west of the Project Site)

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5.0 REGULATORY PROJECT SETTING

5.1 STATE LEVEL

The State of California adopted the 2007 California Building Code, which is based on the 2006 International Building Code, on January 1, 2008. The California Building Code regulations include provisions for site work, demolition, and construction, which include excavation and grading, as well as foundations, retaining walls and expansive and compressible soils. The California Building Standards Commission is currently undergoing the 2009 annual code adoption cycle. The California Building Standards Commission will receive proposed code changes from the Department of Housing and Community Development, the Division of the State Architect - Access Compliance, the Division of the State Architect - Structural Safety, the Office of the State Fire Marshal and the Office of Statewide Health Planning and Development for consideration in the 2009 Annual Code Adoption Cycle. The proposed code change submittals include the text of the proposed changes and justification, and are reviewed in phases, which will conclude with the adoption of the 2010 California Building Codes on January 1, 2011.

The California Seismic Safety Commission was established by the Seismic Safety Commission Act in 1975 with the intent of providing oversight, review, and recommendations to the Governor and State Legislature regarding seismic issues. The commission’s name was changed to Alfred E. Alquist Seismic Safety Commission in 2006. Since then, the Commission has adopted several documents based on recorded earthquakes, such as the 1994 Northridge earthquake, 1933 Long Beach earthquake, the 1971 Sylmar earthquake, etc. Some of these documents are listed below:

• Research and Implementation Plan for Earthquake Risk Reduction in California 1995 to 2000, report dated December 1994;

• Seismic Safety in California’s Schools, 2004, “Findings and Recommendations on Seismic Safety Policies and Requirements for Public, Private, and Charter Schools,” report dated December 1994;

• Findings and Recommendations on Hospital Seismic Safety, report dated November 2001;

• Commercial Property Owner’s Guide to Earthquakes Safety, report dated October 2006; and

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• California Earthquake Loss Reduction Plan 2007–2011, report dated July 2007.

The Alquist-Priolo Geologic Hazards Zone Act was enacted by the State of California in 1972 to address the hazard and damage caused by surface fault rupture during an earthquake. The Act has been amended ten times and renamed the Alquist-Priolo Earthquake Fault Zoning Act, effective January 1, 1994. The Act requires the State Geologist to establish “earthquake fault zones” along known active faults in the State. Cities and counties that include earthquake fault zones are required to regulate development projects within these zones.

The Seismic Hazard Mapping Act of 1990 was enacted, in part, to address seismic hazards not included in the Alquist-Priolo Act, such as strong ground shaking, landslides, and liquefaction. Under this Act, the State Geologist is assigned the responsibility of identifying and mapping seismic hazards zones.

The State of California Geological Survey, previously known as the California Division of Mines and Geology, has also adopted seismic design provisions in Special Publication 117, Guidelines for Evaluating and Mitigating Seismic Hazards in California on March 13, 1997, which was revised as Special Publication 117A on September 11, 2008.

5.2 CITY LEVEL

The City of Los Angeles adopted the 2007 California Building Code and a series of City of Los Angeles amendments, on January 1, 2008 as the City of Los Angeles Uniform Building Code, Volumes 1 and 2. Volume 2 of the Los Angeles City Uniform Building Code includes Seismic Design provisions for Foundations, Retaining Walls and Expansive and Compressible Soils, provisions for Site Work, Demolition, Construction, and provisions for Grading, Excavation and Soil Fills.

Together, the provisions in Volumes 1 and 2 of the Los Angeles City Building Code address issues related to site grading, cut and fill slope design, soil expansion, geotechnical investigations before and during construction, slope stability, allowable bearing pressures and settlement below footings, effects of adjacent slopes on foundations, retaining walls, basement walls, shoring of adjacent properties, and potential primary and secondary seismic effects.

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The Los Angeles Building Code also addresses ground-disturbing activities—such as grading— which are codified in the Los Angeles Municipal Code. Specifically, Chapter IX, Article 1, Section 91.7006 outlines regulations specific to the import and export of soil materials. Additionally, Section 91.7010 outlines regulations specific to excavations required for project construction, while Section 91.7011 outlines regulations specific to the import of fill materials to a project site. Erosion control and drainage guidelines are set forth in Section 91.7013, and regulations pertaining to flooding and mudflows are set forth in Section 91.7014. Lastly, Section 91.7016 outlines regulations specific to soil stability.

The City of Los Angeles, Grading Division of the Department of Building and Safety, has also adopted their Rules of General Application, a series of Geotechnical Standards that supplement the requirements of the Los Angeles City Building Code. The Rules of General Application include specific requirements for seismic design, slope stability, grading, foundation design, geologic investigations and reports, soil and rock testing, and groundwater. The City’s Department of Building and Safety is responsible for implementing the provisions of the City’s Building Code and Grading Standards.

The City’s primary seismic regulatory document is the Safety Element of the City of Los Angeles General Plan, adopted November 26, 1996. The City’s regulations incorporate the State’s requirements. The objective of the Safety Element is to better protect occupants and equipment during various types and degrees of seismic events. In the City’s Safety Element, specific guidelines are included for the evaluation of liquefaction, tsunamis, seiches, non-structural elements, fault rupture zones, and engineering investigation reports. The City’s Emergency Operations Organization helps to administer certain policies and provisions of the Safety Element. The Emergency Operations Organization is a City department with representatives from all City agencies. The Administrative Code, Emergency Operations Organization Master Plan and associated Emergency Operations Organization plans establish the chain of command, protocols and programs for integrating all of the City’s emergency operations into one unified operation. Each City agency in turn has operational protocols, as well as plans and programs, to implement Emergency Operations Organization protocols and programs. A particular emergency or mitigation triggers a particular set of protocols that are addressed by implementing plans and programs. The City’s emergency operations program encompasses all of these protocols, plans and programs. The

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Safety Element goals, objectives, and policies are broadly stated to reflect the comprehensive scope of the Emergency Operations Organization.

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6.0 GEOLOGIC-SEISMIC HAZARD EVALUATION

6.1 GEOLOGIC SETTING

The Project Site is located in the Los Angeles Basin in the northernmost part of the Peninsular Ranges province near the boundary between the Transverse Ranges and Peninsular Ranges geomorphic provinces (see Geologic Location Map, Figure 4). The Transverse Ranges geomorphic province is characterized by east-west trending mountain ranges that include the Santa Monica Mountains. The southern boundary of the province is marked by the Santa Monica, Hollywood, Raymond, Sierra Madre, and Cucamonga faults. The Peninsular Range province is characterized by northwest/southeast trending alignments of mountains and hills and intervening basins, reflecting the influence of northwest trending major faults and folds controlling the general geologic structural fabric of the region. This province extends northwesterly from Baja California into the Los Angeles Basin and westerly into the offshore area, including Santa Catalina, Santa Barbara, San Clemente and San Nicolas islands. This province is bounded on the east by the San Jacinto fault zone.

On a smaller scale, the Project Site is located on an alluvial fan. The ground surface ranges from approximately Elevation 315 at the northwestern corner of the site to Elevation 276 at the southeastern corner. The relationship of the Project Site to the local geologic conditions is depicted in Figure 5, Local Geology. Figures 6.1 through 6.3 illustrate geologic cross-sections though the site, at the locations shown on Figure 3. The location of major faults and earthquake epicenters in Southern California are shown on the Regional Faults and Seismicity Map, Figure 7.

6.2 GEOLOGIC MATERIALS

Fill soils, 6 feet thick, were found in Boring 1, one of our two current explorations in Francisco Street adjacent to the Project Site, depicted in Figure 3. The fill soils consisted of silty sand and were not uniformly well compacted. Thicker fill may exist elsewhere at the Project Site.

The fill is underlain along the eastern side of the site by young alluvial fan deposits of Holocene to Late Pleistocene age (a few thousands to hundreds of thousands of years old). These deposits consist of interlayered loose to medium dense sand and silt and clay. Old alluvial fan deposits of Late to Middle Pleistocene age (between approximately a few hundred thousand to 800,000 years

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old) underlie most of the Project Site. These deposits consist of medium dense to dense sand with layers of silt and clay. The sands locally include gravel and cobbles. The alluvial fan/bedrock contact ranges from approximately Elevation 307 feet in the northwestern corner of the Project Site to approximately Elevation 225 in the southeastern corner of the Project Site.

The entire Project Site is underlain by bedrock of Pliocene-age (between approximately 2 and 4 million years old) Fernando formation. Depth to bedrock ranges from approximately 12 feet to over 60 feet. The bedrock consists of massive to interbedded siltstone and fine sandstone. The sandstone beds have occasional gravel and cobbles. The bedrock has frequent hard cemented zones and beds. A slight to strong natural petroliferous odor was frequently noted in the bedrock. Bedding dips to the south-southwest.

The subsurface conditions at the Project Site are shown on the cross-sections, Figures 6.1, 6.2, and 6.3, at the locations shown on Figure 3. The logs of the current and prior borings are presented in the attached Appendix.

6.3 GROUND WATER

Water seepage was encountered locally in some of the prior borings and in Boring 2 of the recent borings. The seepage is due to local perched water (localized subsurface water that ponds on top of impermeable layers of soil and rock and flows along joints in the rock) as opposed to ground water, which is subsurface water found in the zone of saturation. The bedrock is generally non-water bearing. Based on Seismic Hazard Zone Report 026 published by the California Division of Mines and Geology (now called the California Geological Survey), the historical high ground-water level was greater than 50 feet below the ground surface. This level may represent the local perched water as encountered in borings.

6.4 FAULTS

The numerous faults in Southern California include active, potentially active, and inactive faults. The criteria for these three major groups are based on criteria developed by the California Geological Survey (previously the California Division of Mines and Geology) for the Alquist- Priolo Earthquake Fault Zoning Program (Hart, 1999). By definition, an active fault is one that has had surface displacement within Holocene time (about the last 11,000 years). A potentially active

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fault is a fault that has demonstrated surface displacement of Quaternary age deposits (last 1.6 million years). Inactive faults have not moved in the last 1.6 million years. A list of nearby active faults (those faults included in California Geological Survey, 2003) and the distance in miles between the Project Site and the nearest point on the fault, the maximum magnitude, and the slip rate for the fault is given in Table 1. A similar list for potentially active faults is presented in Table 2. The faults in the vicinity of the site are shown in Figure 7. The Project Site is not included in a State of California Alquist-Priolo Earthquake Fault Zone (California Division of Mines and Geology, 1986b) or a City of Los Angeles Fault Rupture Study Area (City of Los Angeles, 1996).

6.4.1 ACTIVE FAULTS

Hollywood Fault

The active Hollywood fault, a left lateral, reverse oblique fault, is located about 4.5 miles north- northeast of the Project Site and approximately trends east-west along the base of the Santa Monica Mountains from the West Beverly Hills Lineament in the West Hollywood-Beverly Hills area (Dolan and Sieh, 1992) to the Los Feliz area of Los Angeles. The fault is a ground-water barrier within Holocene sediments (Converse et al., 1981). Studies by several investigators (Dolan et al., 2000b; Dolan et al., 1997; Dolan and Sieh, 1992; and Crook and Proctor, 1992) have indicated that the fault is active, based on geomorphic evidence, stratigraphic correlation between exploratory borings, and fault trenching studies.

Until recently, the approximately 15 kilometer-long Hollywood fault zone was considered to be expressed as a series of linear scarps and faceted south-facing ridges along the south margin of the eastern Santa Monica Mountains and the Hollywood Hills. Multiple recent fault rupture hazard investigations have shown that the Hollywood fault zone is located south of the faceted ridges and bedrock outcrops along Sunset Boulevard (Harza, 1998, William Lettis & Associates, 1998, Law/Crandall, 2001). Active deposition of numerous small alluvial fans at the mountain front and a lack of fan incision suggest late Quaternary uplift of the Santa Monica Mountains along the Hollywood fault zone (Dolan et al., 2000b, Dolan et al., 1997, Dolan and Sieh, 1992, Crook et al., 1983). The fault dips steeply to the north and has juxtaposed Tertiary and Cretaceous age (1 to 150 million years old) rocks over young sedimentary deposits of the northern Los Angeles basin. The Hollywood fault zone has not produced any damaging earthquakes during the historical period and has had relatively minor micro-seismic activity.

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Raymond Fault

The Raymond fault is located approximately 5.6 miles north-northeast of the Project Site. The fault is primarily a left-lateral strike-slip fault with a minor component of high-angle reverse offset, placing basement rocks north of the fault over alluvial sediments south of the fault. The Raymond fault has long been recognized as a ground-water barrier in the vicinity of the cities of Pasadena and San Marino and numerous geomorphic features along its entire length (such as fault scarps, sag ponds, springs, and pressure ridges) attest to the fault's activity during the Holocene epoch (last 11,000 years). Within the last 36,000 to 41,000 years, five to eight separate earthquake events have been recognized along the Raymond fault (Crook et al., 1987, Weaver and Dolan, 2000). The most recent fault movement, based on radiocarbon ages from materials collected in an excavation exposing the fault, occurred sometime between 2,160 ± 105 and 1,630 ± 100 years before present (LeRoy Crandall and Associates, 1978; Crook et al., 1987; Weaver and Dolan, 2000). An average slip rate of 1.5 mm/yr and a maximum magnitude of 6.5 are estimated by the California Geological Survey (2003) for the Raymond fault.

Newport-Inglewood Fault Zone

The Newport-Inglewood fault zone, a right-lateral strike-slip fault, is located about 6.4 miles southwest of the Project Site. The Newport-Inglewood fault zone is composed of a series of discontinuous northwest-trending en echelon faults extending from Ballona Gap southeastward to the area offshore from the city of Newport Beach. The Newport-Inglewood fault zone is reflected at the surface by a line of geomorphically young anticlinal hills and mesas formed by the folding and faulting of a thick sequence of Pleistocene age sediments and Tertiary age sedimentary rocks (Barrows, 1974). Fault-plane solutions for 39 small earthquakes (between 1977 and 1985) show mostly strike-slip faulting with some reverse faulting along the north segment (north of Dominguez Hills) and some normal faulting along the south segment (south of Dominguez Hills to Newport Beach) (Hauksson, 1987). Investigations by Law/Crandall (1993) in the Huntington Beach area indicate that the North Branch segment of the Newport-Inglewood fault zone offsets Holocene age alluvial deposits in the vicinity of the Santa Ana River.

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Verdugo Fault

The active Verdugo fault zone is composed of several faults including the Verdugo fault, the San Rafael fault, and the Eagle Rock fault. The Verdugo fault, a reverse fault, is located approximately 7.1 miles north of the Project Site. The most recent documented activity along this fault occurs in the Holocene age alluvial deposits along the western flank of the Verdugo Mountains in the Burbank area (Los Angeles County Seismic Safety Element, 1990). A State of California Special Studies Earthquake Fault Zone has not been established for the Verdugo fault by the State. However, this portion of the fault is considered active by the State (Jennings, 1994, California Geological Survey, 2003).

Santa Monica Fault

The active Santa Monica fault, a left lateral reverse oblique fault, is located approximately 9.4 mile northwest of the Project Site. The Santa Monica and Hollywood fault zone form a portion of the Transverse Ranges Southern Boundary fault system. The Transverse Ranges Southern Boundary fault system also includes the Malibu-Coast fault to the west of the Santa Monica fault and the Raymond and Cucamonga faults to the east of the Hollywood fault (Dolan et al., 2000a). The Santa Monica fault zone is the western segment of the Santa Monica-Hollywood fault zone. The fault zone trends east - west from the Santa Monica coastline on the west to the Hollywood area on the east. Urbanization and development within the greater Los Angeles area has resulted in a poor understanding of the lateral extent, location, and rupture history of the Santa Monica fault zone. However, the surface expression of the Santa Monica fault zone includes fault-related geomorphic features, offset stratigraphy, and ground water barriers within late Quaternary deposits (Hill et al., 1979).

Research indicates that the Santa Monica fault zone is separated into an east segment and a west segment, divided by the West Beverly Hills Lineament. The east segment of the Santa Monica fault zone is not considered active (Dolan et al., 2000a; Dolan et al., 1997, Hummon et al., 1992; Ziony et al., 1985). However, the west segment of the fault is considered active (Pratt et al., 1998; Dolan et al., 2000a). Although the west segment of the Santa Monica fault is considered active, it has not yet been included in a State of California Special Studies (Alquist-Priolo) Earthquake Fault Zone.

16 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

San Andreas Fault Zone

The Mojave segment of the active San Andreas fault zone is located about 35 miles northeast of the Project Site. This left lateral strike-slip fault zone, California's most prominent geological feature, trends generally northwest for almost the entire length of the state. The 1857 Fort Tejon earthquake was the last major earthquake along the San Andreas fault zone in Southern California.

6.4.2 BLIND THRUST FAULT ZONES

Several buried thrust faults, commonly referred to as blind thrusts, underlie the Los Angeles Basin at depths greater than 3 kilometers. These faults are not exposed at the ground surface and are typically identified at depths greater than 3 kilometers. These faults do not present a potential surface fault rupture hazard. However, the following described blind thrust faults are considered active and potential sources for future earthquakes.

Puente Hills Blind Thrust

The Puente Hills Blind Thrust fault is defined based on seismic reflection profiles, petroleum well data, and precisely located seismicity (Shaw et al., 2002). This blind thrust fault system extends eastward from downtown Los Angeles to Brea (in northern Orange County). The Puente Hills Blind Thrust fault includes three north-dipping segments, named from east to west as the Coyote Hills segment, the Santa Fe Springs segment, and the Los Angeles segment. These segments are overlain by folds expressed at the surface as the Coyote Hills, Santa Fe Springs Anticline, and the Montebello Hills. The Santa Fe Springs segment of the Puente Hills Blind Thrust fault is believed to be the causative fault of the October 1, 1987 Whittier Narrows Earthquake (Shaw et al., 2002). The Puente Hills Blind Thrust fault underlies the site at depth. Postulated earthquake scenarios for the Puente Hills Blind Thrust fault include single segment fault ruptures capable of producing an

earthquake of magnitude 6.5 to 6.6 (Mw) and a multiple segment fault rupture capable of producing

an earthquake of magnitude 7.1 (Mw). The Puente Hills Blind Thrust fault is not exposed at the ground surface and does not present a potential for surface fault rupture. However, based on deformation of late Quaternary age sediments above this fault system and the occurrence of the Whittier Narrows earthquake, the Puente Hills Blind Thrust fault is considered an active fault capable of generating future earthquakes beneath the Los Angeles Basin. An average slip rate of 0.7 mm/yr and a maximum moment magnitude of 7.1 are estimated by the California Geological Survey (2003) for the Puente Hills Blind Thrust.

17 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Upper Elysian Park Blind Thrust

The Upper Elysian Park fault is a blind thrust fault that overlies the Los Angeles and Santa Fe Springs segments of the Puente Hills Thrust (Oskin et al., 2000 and Shaw et al., 2002). The eastern edge of the Upper Elysian Park fault is defined by the northwest-trending Whittier fault zone. The vertical surface projection of the Upper Elysian Park is approximately 0.7 miles north of the Project Site at its closest point. Like other blind thrust faults in the Los Angeles area, the Upper Elysian Park fault is not exposed at the surface and does not present a potential surface rupture hazard; however, the Upper Elysian Park fault should be considered an active feature capable of generating future earthquakes. An average slip rate of 1.3 mm/yr and a maximum moment magnitude of 6.4 are estimated by the California Geological Survey (2003) for the Upper Elysian Park fault.

Northridge Blind Thrust

The Northridge Thrust is located beneath the majority of the San Fernando Valley and is the causative fault of the January 17, 1994 Northridge earthquake. This thrust fault is not exposed at the surface and does not present a potential surface fault rupture hazard. However, the Northridge Thrust is an active feature that can generate future earthquakes. The vertical surface projection of the Northridge Thrust is approximately 14 miles northwest of the Project Site at the closest point. The California Geological Survey (2003) estimates an average slip rate of 1.5 mm/yr. and a maximum moment magnitude of 7.0 for the Northridge Thrust.

6.4.3 POTENTIALLY ACTIVE FAULTS

Overland Fault

The potentially active Overland fault is located approximately 7.9 miles west-southwest of the Project Site. The Overland fault trends northwest between the Charnock fault and the Newport- Inglewood fault zone. The fault extends from the northwest flank of the Baldwin Hills to Santa Monica Boulevard in the vicinity of Overland Avenue. Based on water level measurements, displacement along the fault is believed to be vertical, with an offset of about 9 meters (Poland, 1959). The west side of the fault has apparently moved downward, relative to the east side, forming a graben (or down-dropped block) between the Charnock and Overland faults. However, there is no

18 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

evidence that this fault has offset late Pleistocene or Holocene age alluvial deposits (County of Los Angeles Seismic Safety Element, 1990). Ziony and Jones (1989) indicate that the fault is potentially active (no displacement of Holocene age alluvium).

Charnock Fault

The Charnock fault is located approximately 9.3 miles to the southwest. The Charnock fault trends northwest-southeast subparallel to the trend of the Newport-Inglewood fault zone and the Overland fault. Differential water levels across the fault occur in the early Pleistocene age San Pedro Formation. However, there is no evidence that this fault has offset late Pleistocene or Holocene age alluvial deposits (County of Los Angeles Seismic Safety Element, 1990). Ziony and Jones (1989) indicate that the fault is potentially active (no displacement of Holocene age alluvium).

6.5 GEOLOGIC-SEISMIC HAZARDS

6.5.1 SURFACE RUPTURE AND GROUND SHAKING

The Project Site is not within a currently established State of California Earthquake Fault Zone for surface fault rupture hazards. The closest established Earthquake Fault Zone to the Project Site is for the Newport-Inglewood fault zone, located approximately 6.3 miles to the southwest (California Division of Mines and Geology, 1986b). The Project Site is not within a City of Los Angeles Fault Rupture Study Area (City of Los Angeles, 1996).

The seismicity of the region surrounding the Project Site was determined from research of an electronic database of seismic data (Southern California Seismographic Network, 2010). This database includes earthquake data compiled by the California Institute of Technology for 1932 through 2010 and data for 1812 to 1931 compiled by Richter and the U.S. National Oceanic Atmospheric Administration. The search for earthquakes that occurred within 100 kilometers of the Project Site indicates that 425 earthquakes of Richter magnitude 4.0 and greater occurred from 1932 through 2010; 2 earthquakes of magnitude 6.0 or greater occurred between 1906 and 1931; and one earthquake of magnitude 7.0 or greater occurred between 1812 and 1905. Epicenters of some of the moderate and major earthquakes (magnitude 5.0 and greater) are shown in Figure 7.

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A number of earthquakes of moderate to major magnitude have occurred in the Southern California area within about the last 75 years. A partial list of these earthquakes is included in the following table. List of Historic Earthquakes

Earthquake Distance to Direction to (Oldest to Date of Earthquake Magnitude Epicenter Epicenter Youngest) (Miles)

Long Beach March 11, 1933 6.4 33 SE Tehachapi July 21, 1952 7.5 79 NW San Fernando February 9, 1971 6.6 26 NNW Whittier Narrows October 1, 1987 5.9 8 E Sierra Madre June 28, 1991 5.8 20 NE Landers June 28, 1992 7.3 106 E Big Bear June 28, 1992 6.4 80 ENE Northridge January 17, 1994 6.7 20 NW Hector Mine October 16, 1999 7.1 117 ENE By: DW 8/13/09 Chkd: RM, 8/14/09

The Project Site could be subjected to strong ground shaking in the event of an earthquake. However, this hazard is common in Southern California and the effects of ground shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices, as discussed in Section 5.0, above.

6.5.2 SLOPE STABILITY

The Project Site is not within an area identified as having a potential for seismic slope instability (California Division of Mines and Geology, 1999). The Project Site is not included in an area of “Landslide Inventory and Hillside Areas,” (City of Los Angeles, 1996) and there are no known landslides at the Project Site, nor is the Project Site in the path of any known or potential landslides. The Project Site slopes gently to the southeast.

The garage levels will be on the order of approximately 50 to 120 feet deep. The walls of the excavations will expose alluvial fan deposits and bedrock. The alluvial fan deposits and bedrock generally lack well developed planar features such as bedding or joints which would act as planes of weakness. The geologic conditions will not create an additional surcharge on the subterranean walls.

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The alluvial fan deposits can be prone to raveling and caving and a temporary shoring system or sloping the excavations is recommended.

6.5.3 LIQUEFACTION/LATERAL SPREADING AND SEISMIC-INDUCED SETTLEMENT

Liquefaction is the process in which a soil acts as a liquid as a result of an increase in pore pressure and reduced effective stress. A common result of liquefaction is differential settlement. Lateral spreading is the horizontal movement of the ground surface that can occur as a result of liquefaction. Liquefaction potential is greatest where the ground water level is shallow, and submerged loose, fine sands occur within a depth of about 50 feet or less. Liquefaction potential decreases as grain size and clay and gravel content increase. As ground acceleration and shaking duration increase during an earthquake, liquefaction potential increases. Where liquefiable soils are present near a slope, lateral spreading can occur due to lack of lateral support.

According to the California Geological Survey (formerly California Division of Mines and Geology), the eastern portion of the Project Site is located within an area identified as having a potential for liquefaction. The potential for liquefaction is due the presence of the shallow young alluvial fan deposits at the site. The young alluvial fan deposits that are potentially susceptible to liquefaction/lateral spreading will be removed by the excavation for the basement and the basement will be founded in the underlying old alluvial fan deposits or bedrock materials. Therefore, the potential for liquefaction/lateral spreading at the site are considered to be low.

Seismic settlement is often caused by loose to medium-dense granular soils densified during ground shaking. Uniform settlement beneath a given structure would cause minimal damage. However, due to variations in distribution, density, and confining conditions of the soils, seismically-induced settlement is generally non-uniform and can cause serious structural damage. Dry and partially saturated soils as well as saturated granular soils are subject to seismically-induced settlement. The young alluvial fan deposits at the Project Site that could be susceptible to seismic settlement. Since the young alluvial fan deposits susceptible to seismic settlement will be removed by the excavation for the eight levels of subterranean garage, the potential for seismically induced settlement is considered low.

21 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

6.5.4 TSUNAMIS, INUNDATION, SEICHES, AND FLOODING

The Project Site is at an average elevation of about 300 feet above mean sea level and over 14 miles from the coastline. Therefore, tsunamis (seismic sea waves) are not considered a significant hazard at the site.

The Project Site is not located downslope of any large bodies of water that could adversely affect the Project Site in the event of earthquake-induced dam failures or seiches (wave oscillations in an enclosed or semi-enclosed body of water). The Project Site is not in an Inundation and Tsunami Hazard Area of the city of Los Angeles (1996).

The Project Site is not in a flood zone as defined by the National Flood Insurance Program (Federal Emergency Management Agency, 2009).

6.5.5 SUBSIDENCE

The Project Site is not within an area of known subsidence associated with fluid withdrawal (ground water or petroleum), peat oxidation (natural decay of organic peat materials), or hydrocompaction (compression of soils due to the introduction of water.

6.5.6 METHANE GAS

The Project Site is not located in a city of Los Angeles Methane Zone. The Los Angeles Downtown Oil Field is located immediately to the southwest of the site. Methane gas is present in oil fields and can migrate from oil fields to nearby areas. According to California Division of Oil, Gas, and Geothermal maps, there are no known oil wells on the site. A slight to strong natural petroliferous odor was noted in the current and many of the prior borings, which is common in this area. Methane gas was detected in the current borings at concentrations up to 8,000 parts per million by a representative of ENVIRON International. Potential methane gas hazards at the Project Site are being addressed as described in the report entitled “Hazardous Materials Survey, Wilshire Grand Redevelopment Project,” prepared by ENVIRON International, dated October 22, 2009.

6.5.7 EXPANSIVE SOILS

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The bedrock and alluvial fan deposits generally have low expansion potential, however clay layers in the alluvial fan deposits may be expansive.

6.5.8 GEOTHERMAL ENERGY SYSTEMS

In order to reduce energy demand on the electrical grid system, ground source heat pumps, a type of geothermal system, are being considered for the Project. This type of geothermal system takes advantage of the natural temperature of the soils and rock below a project, which is not a hazard to the Project.

6.5.9 STORM WATER INFILTRATION

The Standard Urban Stormwater Mitigation Plan requirements regulated by the Los Angeles Regional Water Control Board and the City of Los Angeles address water quality and drainage issues by specifying design standards for structural treatment Best Management Practices (BMPs) that infiltrate or treat stormwater runoff and control peak stormwater flow discharge. The City of Los Angeles is emphasizing the employment of filtration and vegetated BMPs whereever possible. The Project is proposing a parking garage that extends 80 feet below grade where the soil material is made up of Fernando Formation bedrock with negligible ability to take infiltration water BMPs. Since any proposed infiltration type BMPs would need to be introduced to a depth of at least 85 feet below grade to prevent possible seepage into the basement or foundations, the Project Site is not recommended as a candidate for infiltration type BMPs.

However, the Project may utilize an infiltration type BMP called a bio-filtration system within the landscape areas only so long as those systems are isolated from the soil at the Project Site. Isolation should consist of a barrier, such as a planter box, that prevents water from passing through to the site soils. The bio-filtration systems will be limited to five feet in depth underlain by an underdrain system with a geotextile fabric. The underdrain system should then be directed to the site storm drains.

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7.0 ENVIRONMENTAL IMPACTS

7.1 THRESHOLDS OF SIGNIFICANCE

Appendix G of the State CEQA Guidelines

In accordance with guidance provided in Appendix G of the State CEQA Guidelines, the Project could have a potentially significant impact if it were to: (a) Expose people or structures to potential substantial adverse effects, including the risk of loss, injury, or death involving:

i. Rupture of a known earthquake fault, as delineated on the most recent Alquist- Priolo Earthquake Fault Zoning Map issued by the State Geologist for the area or based on other substantial evidence of a known fault.

ii. Strong seismic ground-shaking.

iii. Seismic-related ground failure, including liquefaction.

iv. Landslides.

(b) Result in substantial soil erosion or the loss of topsoil;

(c) Be located on a geologic unit or soil that is unstable, or that would become unstable as a result of the project, and potentially result in on- or off-site landslide, lateral spreading, subsidence, liquefaction or collapse; or

(d) Be located on expansive soil, as identified in Table 18-1-B of the Uniform Building Code (1997), creating substantial risks to life or property.

City of Los Angeles CEQA Thresholds Guide

In addition, based on the City of Los Angeles’ L.A. CEQA Thresholds Guide, a project would result in a significant geotechnical impact if it exceeds the following threshold:

(a) A project would normally have a significant geologic hazard impact if it would cause or accelerate geologic hazards which would result in substantial damage to structures or infrastructure, or expose people to substantial risk of injury.

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7.2 GEOLOGIC HAZARDS

7.2.1 SEISMIC FAULT RUPTURE

Based on the available geologic data, active or potentially active faults with the potential for surface fault rupture are not known to be located beneath or projecting toward the Project Site. The potential for surface rupture at the Project Site due to fault plane displacement propagating to the ground surface during operation of the Project is considered low and will not constitute a potential hazard to the Project.

7.2.2 STRONG SEISMIC GROUND SHAKING

The Project Site could be subjected to strong ground shaking in the event of an earthquake, although this hazard is common in Southern California. Strong seismic ground shaking could constitute a potential hazard to the Project.

7.2.3 LIQUEFACTION AND LIQUEFACTION-INDUCED SETTLEMENT AND LATERAL SPREADING

The young alluvial fan deposits are potentially susceptible to liquefaction/lateral spreading, which could constitute potential hazard to the Project. The young alluvial fan deposits at the Project Site could be susceptible to seismic settlement, which could constitute a potential hazard to the Project.

7.2.4 TEMPORARY STABILITY

The temporary vertical cuts made for excavation and construction of the proposed garage may be subject to instability, potentially causing damage to adjacent properties unless sloped, braced or shored. Temporary slope instability could constitute a potential hazard to the Project and adjacent properties (Metro Rail and streets adjacent to the Project).

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7.2.5 DEWATERING-INDUCED SETTLEMENT

Only local perched water has been encountered at the Project Site. Only minor amounts of dewatering may be required. Therefore, dewatering-induced settlement will not constitute a potential hazard to the Project.

7.2.6 EXPANSIVE SOILS

The bedrock and alluvial fan deposits generally have low expansion potential, however, clay layers in the alluvial fan deposits may be expansive. Expansive clay layers in the alluvial deposits could constitute a potential hazard to the Project.

7.2.7 SURCHARGE OF EXISTING STRUCTURES

The Metro Red Line Subway tunnels are located under 7th Street, just to the south of the Project Site. If Project foundations are constructed within a 1:1 (horizontal:vertical) plane drawn upward from the lowest point of the Metro Red Line tunnels, Project foundation surcharge could constitute a potential hazard to the tunnel.

7.2.8 GROUND WATER

Locally perched ground water is present in the subsurface at elevations which could constitute a potential hazard to the Project due to development of hydrostatic pressures on the floor and walls of the permanent structure.

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8.0 HAZARD MEASURES

8.1 STRONG SEISMIC GROUND SHAKING

The effects of strong seismic ground shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices, as discussed in Section 5.0, above.

8.2 LIQUEFACTION AND LIQUEFACTION-INDUCED SETTLEMENT AND LATERAL SPREADING

The young alluvial fan deposits that are potentially susceptible to liquefaction/lateral spreading will be removed by the excavation for the eight level subterranean garage and the garage will be founded in the underlying old alluvial fan deposits or bedrock materials, which are not susceptible to liquefaction/lateral spreading.

8.3 TEMPORARY STABILITY

In accordance with the codes and regulations referred to in Section 5.0 above, where excavations are deeper than about 4 feet, the sides of the excavations should be sloped back at 1:1 (horizontal to vertical) or shored for safety. Unshored excavations should not extend below a plane drawn at 1½:1 (horizontal to vertical) extending downward from adjacent existing footings. Where space is not available, shoring will be required to mitigate temporary instability.

The Project Site is adjacent to the Metro Red Line Subway tunnel on 7th Street. Therefore, the Project will abide by the Los Angeles County Metropolitan Transportation Authority (Metro) Design Criteria and Standards, Volume III, Adjacent Construction Design Manual, dated March 3, 1999. During construction of the garage the Project should monitor the temporary support of excavation structures within the geotechnical zone of influence of the adjacent Metro Red Line Subway tunnel. The Project should monitor the inside of the adjacent Metro Red Line Subway tunnel when the adjacent excavation will unload or load the tunnel. Monitoring of any potential vertical and horizontal distortions could include use of extensometers, inclinometers, settlement reference points, tiltmeters, ground-water observations wells, tape extensometer anchor points, and/or load cells, as required.

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8.4 EXPANSIVE SOILS

In accordance with the codes and regulations referred to in Section 5.0 above, if potentially expansive clay layers in the alluvial fan deposits are present in the excavation for the subterranean garage, that portion of the garage should be overexcavated by two feet and replaced with nonexpansive fill materials to mitigate adverse impacts of expansive soils.

8.5 SURCHARGE OF EXISTING STRUCTURES

The Metro Red Line Subway tunnels are located under 7th Street, just to the south of the Project Site. If the Project is constructed with eight subterranean levels of parking garage, the lower floor of the Project will be below the bottom of the tunnels and not surcharge the tunnels. However, if the Project will have fewer subterranean levels, foundations on the south side of the Project Site could potentially impose surcharge loads onto the subway tunnels. If this is the case, the foundations should be deepened to extend below a 1:1 (horizontal:vertical) plane drawn upward from the lowest point of the Metro Red Line tunnels.

8.6 FOUNDATION REQUIREMENTS

The proposed development will be constructed over an 8-level subterranean parking structure and the foundation level will extend to approximately Elevation 190. Based on the applicable data obtained from the current investigation and prior investigations in the vicinity, the Project buildings will be supported on either very dense old alluvial fan deposits or bedrock. Therefore, the Project buildings may be supported on conventional spread footings. Alternatively, the Project buildings may be supported on mat foundations. It is anticipated that the Podium and subterranean parking and Buildings A and B will be supported on mat foundations.

8.7 PAVING AND HARDSCAPE

The bedrock underneath the Project Site is not expansive. Therefore, the basement floor slab may be supported on grade. However, if potentially expansive clay layers in the alluvial fan deposits are present underneath the proposed paving, hardscape or floor slab, the upper expansive soils/bedrock should be replaced with non-expansive properly compacted fill soils.

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8.8 GEOTHERMAL SYSTEMS

The use of a geothermal system to help cool and/or heat structures at the Project Site is considered feasible from a geotechnical and geologic perspective. If a geothermal system such as a closed loop ground source heat pump is proposed to be installed at the Project Site, the plastic tubing of the geothermal heat pump system shall be placed underneath the foundation of the garage.

8.9 SUBDRAINAGE

Water seepage from perched ground water was encountered in the current and prior borings above the level of the planned excavation. In accordance with the codes and regulations referred to in Section 5.0 above, it is recommended that a subdrain system be installed beneath the lower floor of the building and behind retaining walls and walls below grade to prevent the development of hydrostatic pressures on the floor and walls. The subdrain systems should be directed to the site storm drains.

The Project may utilize an infiltration-type BMP called a bio-filtration system within the landscape areas only so long as those systems are isolated from the soil at the Project Site. Isolation should consist of a barrier, such as a planter box, that prevents water from passing through the Project Site soils. The bio-filtration system should be limited to five feet in depth underlain by an underdrain system with a geotextile fabric. The underdrain system should then be directed to the Project Site storm drains.

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9.0 LAND EQUIVALENCY PROGRAM

The Project would include a land use equivalency program to maintain flexibility of Project uses and floor areas so that the Project can respond to the changing needs of the Southern California economy. The Land Use Equivalency Program defines a framework within which the proposed mix of land uses can be modified within the development envelope defined by the approved entitlements without resulting in any new significant impacts or a substantial increase in the severity of previously identified significant impacts as analyzed in the EIR. The Land Use Equivalency Program is designed to direct how development will occur on the Project Site and allow for flexibility so that land uses can be exchanged for other permitted land uses in accordance with the Land Use Equivalency Program. The exchange of office/commercial, retail, hotel and/or residential land uses would be accomplished within the same building parameters, and the overall character of development would be the same as the Project. Regardless of the type of development that occurs at the Project Site, including development of land uses under the Land Use Equivalency Program, the Project Site would be subject to the same geotechnical issues described previously, and subject to compliance with applicable building standards.

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10.0 DESIGN FLEXIBILITY

The design of the Project as a conceptual plan allows for flexibility in the finalized building design within a determined set of parameters. Since the Project Site conditions would not change from what was discussed previously, and the Project Site would be constructed within the same parameters as analyzed under the Project, the Design Flexibility Program would have no effect regarding geotechnical issues.

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11.0 PROJECT ALTERNATIVES

Alternatives to the above described Project include the following:

Alternative 1 – No Project - The No Project is the circumstance under which the Project does not proceed, and no other project is built in its place.

Alternative 2 – Reduced Density Alternative - Under the Reduced Density Alternative, the Project Site would be developed with the same office, residential, and hotel development as the Project, but would be reduced in overall density.

Alternative 3 – Phased Construction Alternative - Under the Phased Construction Alternative, the Project Site would be developed with the same office, residential, and hotel development as the Project, but would be built in two phases.

Alternative 4 – Office Only Alternative - Under the Office-Only Alternative, the Project Site would be developed with office and associated retail and parking uses only.

Alternative 5 – Residential Only Alternative - Under the Residential-Only Alternative, the Project Site would be developed with residential and associated retail, restaurant, and parking uses only.

Alternative 6 – Reduced Height Alternative - Under the Reduced Height Alternative, Buildings A and B would be the same height, both at approximately 53 stories, or a maximum of 717 feet tall.

Alternative 7 – Zoning Compliant Alternative - Under the Zoning Compliant Alternative, the Project Site would be developed up to a floor area ratio (FAR) of 6:1, based on a 2.7-acre site.

Alternative 8 – Reduced Signage Alternative – Under the Reduced Signage Alternative, the Project Site would be developed with the same office, Residential, and hotel development as the Project. However, overall signage (as designated under the Signage Supplemental Use District [Wilshire Grand SUD]) would be reduced.

Alternative 9 – Zoning Compliant Signage Alternative - Under the Zoning Compliant Signage Alternative, the Project Site would be developed with the same office, residential, and hotel

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development as the Project. However, signage would be limited to what is currently permitted under the zoning code.

Under Alternative 1 No Project, no geotechnical investigation would be needed. Under the other eight Alternatives, Alternatives 2, 3, 4, 5, 6, 7, 8 and 9, there would be no difference in the potential geologic-seismic hazards for the Project and the geotechnical investigation needed would be the same.

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12.0 GENERAL LIMITATIONS ANS FINDINGS

Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. This report has been prepared for Hanjin International Corporation and their design consultants. The report has not been prepared for use by other parties, and may not contain sufficient information for purpose of other parties or other uses.

The recommendations provided in this report are based upon our understanding of the described project information and on our interpretation of the data collected during our current and previous subsurface explorations. The recommendations contained in this report are based upon experience with similar subsurface conditions under similar loading conditions.

34 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

13.0 BIBLIOGRAPHY

Abrahamson and Silva, 1997, “Empirical Response Spectra Attenuation Relationships for Shallow Crustal Earthquakes,” Seismological Research Letters, Vol. 68, No. 1, pp. 94-127.

American Concrete Institute, 2006, Publication, “302.2R-06: Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials.”

Anderson, J. G., 1984, “Synthesis of Seismicity and Geologic Data in California,” U.S. Geological Survey Open File Report 84-424.

Anderson, J. G., and Luco, J. E., 1983, “Consequences of Slip Rate Constraints on Earthquake Occurrence Relations,” Bulletin of the Seismological Society of America, Vol. 73, No. 2, pp. 471-496.

Barrows, A. G., 1974, "A Review of the Geology and Earthquake History of the Newport-Inglewood Structural Zone, Southern California," California Division of Mines and Geology Special Report 114.

Barrows, A.G., 1973, “Earthquakes along the Newport–Inglewood Structural Zone,” California Geology, Vol. 26, No. 3.

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Bryant, W. A., 1988, “Recently Active Traces of the Newport-Inglewood Fault Zone, Los Angeles and Orange Counties, California,” California Division of Mines and Geology Open File Report 88-14.

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35 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

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36 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

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37 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

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38 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

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39 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

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40 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

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41 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

TABLES

Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 1 Major Named Faults Considered to be Active in Southern California Fault Maximum Slip Rate Distance From Site Direction (in increasing distance) Magnitude (mm/yr.) (miles) From Site

Puente Hills Blind Thrust 7.1 (a) BT 0.7 0 - Upper Elysian Park 6.4 (a) BT 1.3 0.7 N Hollywood 6.4 (a) RO 1.0 4.5 NNW Raymond 6.5 (a) RO 1.5 5.6 NNE Newport-Inglewood Zone 7.1 (a) SS 1.0 6.4 SW Verdugo 6.9 (a) RO 0.5 7.1 N Santa Monica 6.6 (a) RO 1.0 9.4 W Sierra Madre 7.2 (a) RO 2.0 12 NE Whittier 6.8 (a) SS 2.5 14 ESE Northridge Thrust 7.0 (a) BT 1.5 14 NW Malibu Coast 6.7 (a) RO 0.3 16 W San Fernando 6.7 (a) RO 2.0 16 NNW San Gabriel 7.2 (a) SS 1.0 16 NNE Palos Verdes 7.3 (a) SS 3.0 16 SW Anacapa-Dume 7.5 (a) RO 3.0 16 W Clamshell-Sawpit 6.5 (a) RO 0.5 17 NE San Jose 6.4 (a) RO 0.5 21 E Simi-Santa Rosa 7.0 (a) RO 1.0 23 NW Chino-Central Avenue 6.7 (a) NO 1.0 30 ESE San Joaquin Hills Thrust 6.6 (a) BT 0.5 32 SE Cucamonga 6.9 (a) RO 5.0 32 ENE Oak Ridge 7.0 (a) RO 4.0 33 NW Holser 6.5 (a) RO 0.4 35 NW San Andreas (Mojave Segment ) 7.4 (a) SS 30.0 35 NE Elsinore (Glen Ivy Segment) 6.8 (a) SS 5.0 37 SE San Cayetano 7.0 (a) RO 6.0 40 NW San Jacinto (San Bernardino Segment) 6.7 (a) SS 12.0 43 ENE

(a) California Geological Survey, 2003 Prepared by: DW 8/13/09 SS Strike Slip Checked by: RM 8/13/09 NO Normal Oblique RO Reverse Oblique BT Blind Thrust

1 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 2 Major Named Faults Considered to be Potentially Active in Southern California Fault Maximum Slip Rate Distance From Site Direction (in increasing distance) Magnitude (mm/yr.) (miles) From Site

Overland 6.0 (c) SS 0.1 7.9 WSW Charnock 6.5 (c) SS 0.1 9.3 SW Norwalk 6.7 (c) RO 0.1 14 SE Los Alamitos 6.2 (b) SS 0.1 17 SE Duarte 6.7 (c) RO 0.1 17 NE Northridge Hills 6.6 (d) SS 1.2 17 NW Indian Hill 6.6 (b) RO 0.1 24 ENE El Modeno 6.5 (b) NO 0.1 24 SE Peralta Hills 6.5 (b) RO 0.1 29 SE

(b) Mark, 1977 Prepared by: DW 8/13/09 (c) Slemmons, 1979 Checked by: RM 8/13/09 (d) Wesnousky, 1986 SS Strike Slip NO Normal Oblique RO Reverse Oblique BT Blind Thrust

2 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

11-01-1932 04:45:00 34.00 N 117.25 W E 93 .0 4.0 03-11-1933 01:54:07 33.62 N 117.97 W A 55 .0 6.4 03-11-1933 02:04:00 33.75 N 118.08 W C 37 .0 4.9 03-11-1933 02:05:00 33.75 N 118.08 W C 37 .0 4.3 03-11-1933 02:09:00 33.75 N 118.08 W C 37 .0 5.0 03-11-1933 02:10:00 33.75 N 118.08 W C 37 .0 4.6 03-11-1933 02:11:00 33.75 N 118.08 W C 37 .0 4.4 03-11-1933 02:16:00 33.75 N 118.08 W C 37 .0 4.8 03-11-1933 02:17:00 33.60 N 118.00 W E 55 .0 4.5 03-11-1933 02:22:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 02:27:00 33.75 N 118.08 W C 37 .0 4.6 03-11-1933 02:30:00 33.75 N 118.08 W C 37 .0 5.1 03-11-1933 02:31:00 33.60 N 118.00 W E 55 .0 4.4 03-11-1933 02:52:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 02:57:00 33.75 N 118.08 W C 37 .0 4.2 03-11-1933 02:58:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 02:59:00 33.75 N 118.08 W C 37 .0 4.6 03-11-1933 03:05:00 33.75 N 118.08 W C 37 .0 4.2 03-11-1933 03:09:00 33.75 N 118.08 W C 37 .0 4.4 03-11-1933 03:11:00 33.75 N 118.08 W C 37 .0 4.2 03-11-1933 03:23:00 33.75 N 118.08 W C 37 .0 5.0 03-11-1933 03:36:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 03:39:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 03:47:00 33.75 N 118.08 W C 37 .0 4.1 03-11-1933 04:36:00 33.75 N 118.08 W C 37 .0 4.6 03-11-1933 04:39:00 33.75 N 118.08 W C 37 .0 4.9 03-11-1933 04:40:00 33.75 N 118.08 W C 37 .0 4.7 03-11-1933 05:10:22 33.70 N 118.07 W C 43 .0 5.1 03-11-1933 05:13:00 33.75 N 118.08 W C 37 .0 4.7 03-11-1933 05:15:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 05:18:04 33.58 N 117.98 W C 59 .0 5.2 03-11-1933 05:21:00 33.75 N 118.08 W C 37 .0 4.4 03-11-1933 05:24:00 33.75 N 118.08 W C 37 .0 4.2 03-11-1933 05:53:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 05:55:00 33.75 N 118.08 W C 37 .0 4.0

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

3 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

03-11-1933 06:11:00 33.75 N 118.08 W C 37 .0 4.4 03-11-1933 06:18:00 33.75 N 118.08 W C 37 .0 4.2 03-11-1933 06:29:00 33.85 N 118.27 W C 22 .0 4.4 03-11-1933 06:35:00 33.75 N 118.08 W C 37 .0 4.2 03-11-1933 06:58:03 33.68 N 118.05 W C 45 .0 5.5 03-11-1933 07:51:00 33.75 N 118.08 W C 37 .0 4.2 03-11-1933 07:59:00 33.75 N 118.08 W C 37 .0 4.1 03-11-1933 08:08:00 33.75 N 118.08 W C 37 .0 4.5 03-11-1933 08:32:00 33.75 N 118.08 W C 37 .0 4.2 03-11-1933 08:37:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 08:54:57 33.70 N 118.07 W C 43 .0 5.1 03-11-1933 09:10:00 33.75 N 118.08 W C 37 .0 5.1 03-11-1933 09:11:00 33.75 N 118.08 W C 37 .0 4.4 03-11-1933 09:26:00 33.75 N 118.08 W C 37 .0 4.1 03-11-1933 10:25:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 10:45:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 11:00:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 11:04:00 33.75 N 118.13 W C 35 .0 4.6 03-11-1933 11:29:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 11:38:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 11:41:00 33.75 N 118.08 W C 37 .0 4.2 03-11-1933 11:47:00 33.75 N 118.08 W C 37 .0 4.4 03-11-1933 12:50:00 33.68 N 118.05 W C 45 .0 4.4 03-11-1933 13:50:00 33.73 N 118.10 W C 38 .0 4.4 03-11-1933 13:57:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 14:25:00 33.85 N 118.27 W C 22 .0 5.0 03-11-1933 14:47:00 33.73 N 118.10 W C 38 .0 4.4 03-11-1933 14:57:00 33.88 N 118.32 W C 19 .0 4.9 03-11-1933 15:09:00 33.73 N 118.10 W C 38 .0 4.4 03-11-1933 15:47:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 16:53:00 33.75 N 118.08 W C 37 .0 4.8 03-11-1933 19:44:00 33.75 N 118.08 W C 37 .0 4.0 03-11-1933 19:56:00 33.75 N 118.08 W C 37 .0 4.2 03-11-1933 22:00:00 33.75 N 118.08 W C 37 .0 4.4 03-11-1933 22:31:00 33.75 N 118.08 W C 37 .0 4.4

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

4 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

03-11-1933 22:32:00 33.75 N 118.08 W C 37 .0 4.1 03-11-1933 22:40:00 33.75 N 118.08 W C 37 .0 4.4 03-11-1933 23:05:00 33.75 N 118.08 W C 37 .0 4.2 03-12-1933 00:27:00 33.75 N 118.08 W C 37 .0 4.4 03-12-1933 00:34:00 33.75 N 118.08 W C 37 .0 4.0 03-12-1933 04:48:00 33.75 N 118.08 W C 37 .0 4.0 03-12-1933 05:46:00 33.75 N 118.08 W C 37 .0 4.4 03-12-1933 06:01:00 33.75 N 118.08 W C 37 .0 4.2 03-12-1933 06:16:00 33.75 N 118.08 W C 37 .0 4.6 03-12-1933 07:40:00 33.75 N 118.08 W C 37 .0 4.2 03-12-1933 08:35:00 33.75 N 118.08 W C 37 .0 4.2 03-12-1933 15:02:00 33.75 N 118.08 W C 37 .0 4.2 03-12-1933 16:51:00 33.75 N 118.08 W C 37 .0 4.0 03-12-1933 17:38:00 33.75 N 118.08 W C 37 .0 4.5 03-12-1933 18:25:00 33.75 N 118.08 W C 37 .0 4.1 03-12-1933 21:28:00 33.75 N 118.08 W C 37 .0 4.1 03-12-1933 23:54:00 33.75 N 118.08 W C 37 .0 4.5 03-13-1933 03:43:00 33.75 N 118.08 W C 37 .0 4.1 03-13-1933 04:32:00 33.75 N 118.08 W C 37 .0 4.7 03-13-1933 06:17:00 33.75 N 118.08 W C 37 .0 4.0 03-13-1933 13:18:28 33.75 N 118.08 W C 37 .0 5.3 03-13-1933 15:32:00 33.75 N 118.08 W C 37 .0 4.1 03-13-1933 19:29:00 33.75 N 118.08 W C 37 .0 4.2 03-14-1933 00:36:00 33.75 N 118.08 W C 37 .0 4.2 03-14-1933 12:19:00 33.75 N 118.08 W C 37 .0 4.5 03-14-1933 19:01:50 33.62 N 118.02 W C 53 .0 5.1 03-14-1933 22:42:00 33.75 N 118.08 W C 37 .0 4.1 03-15-1933 02:08:00 33.75 N 118.08 W C 37 .0 4.1 03-15-1933 04:32:00 33.75 N 118.08 W C 37 .0 4.1 03-15-1933 05:40:00 33.75 N 118.08 W C 37 .0 4.2 03-15-1933 11:13:32 33.62 N 118.02 W C 53 .0 4.9 03-16-1933 14:56:00 33.75 N 118.08 W C 37 .0 4.0 03-16-1933 15:29:00 33.75 N 118.08 W C 37 .0 4.2 03-16-1933 15:30:00 33.75 N 118.08 W C 37 .0 4.1 03-17-1933 16:51:00 33.75 N 118.08 W C 37 .0 4.1

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

5 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

03-18-1933 20:52:00 33.75 N 118.08 W C 37 .0 4.2 03-19-1933 21:23:00 33.75 N 118.08 W C 37 .0 4.2 03-20-1933 13:58:00 33.75 N 118.08 W C 37 .0 4.1 03-21-1933 03:26:00 33.75 N 118.08 W C 37 .0 4.1 03-23-1933 08:40:00 33.75 N 118.08 W C 37 .0 4.1 03-23-1933 18:31:00 33.75 N 118.08 W C 37 .0 4.1 03-25-1933 13:46:00 33.75 N 118.08 W C 37 .0 4.1 03-30-1933 12:25:00 33.75 N 118.08 W C 37 .0 4.4 03-31-1933 10:49:00 33.75 N 118.08 W C 37 .0 4.1 04-01-1933 06:42:00 33.75 N 118.08 W C 37 .0 4.2 04-02-1933 08:00:00 33.75 N 118.08 W C 37 .0 4.0 04-02-1933 15:36:00 33.75 N 118.08 W C 37 .0 4.0 05-16-1933 20:58:55 33.75 N 118.17 W C 34 .0 4.0 08-04-1933 04:17:48 33.75 N 118.18 W C 34 .0 4.0 10-02-1933 09:10:17 33.78 N 118.13 W A 32 .0 5.4 10-02-1933 13:26:01 33.62 N 118.02 W C 53 .0 4.0 10-25-1933 07:00:46 33.95 N 118.13 W C 16 .0 4.3 11-13-1933 21:28:00 33.87 N 118.20 W C 21 .0 4.0 11-20-1933 10:32:00 33.78 N 118.13 W B 32 .0 4.0 01-09-1934 14:10:00 34.10 N 117.68 W A 54 .0 4.5 01-18-1934 02:14:00 34.10 N 117.68 W A 54 .0 4.0 01-20-1934 21:17:00 33.62 N 118.12 W B 50 .0 4.5 04-17-1934 18:33:00 33.57 N 117.98 W C 59 .0 4.0 10-17-1934 09:38:00 33.63 N 118.40 W B 48 .0 4.0 11-16-1934 21:26:00 33.75 N 118.00 W B 41 .0 4.0 06-11-1935 18:10:00 34.72 N 118.97 W B 99 .0 4.0 06-19-1935 11:17:00 33.72 N 117.52 W B 78 .0 4.0 07-13-1935 10:54:16 34.20 N 117.90 W A 37 .0 4.7 09-03-1935 06:47:00 34.03 N 117.32 W B 87 .0 4.5 12-25-1935 17:15:00 33.60 N 118.02 W B 55 .0 4.5 02-23-1936 22:20:42 34.13 N 117.34 W A 86 10.0 4.5 02-26-1936 09:33:27 34.14 N 117.34 W A 86 10.0 4.0 08-22-1936 05:21:00 33.77 N 117.82 W B 52 .0 4.0 10-29-1936 22:35:36 34.38 N 118.62 W C 50 10.0 4.0 01-15-1937 18:35:47 33.56 N 118.06 W B 57 10.0 4.0

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

6 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

03-19-1937 01:23:38 34.11 N 117.43 W A 77 10.0 4.0 07-07-1937 11:12:00 33.57 N 117.98 W B 59 .0 4.0 09-01-1937 13:48:08 34.21 N 117.53 W A 70 10.0 4.5 09-01-1937 16:35:33 34.18 N 117.55 W A 67 10.0 4.5 05-21-1938 09:44:00 33.62 N 118.03 W B 52 .0 4.0 05-31-1938 08:34:55 33.70 N 117.51 W B 79 10.0 5.2 07-05-1938 18:06:55 33.68 N 117.55 W A 77 10.0 4.5 08-06-1938 22:00:55 33.72 N 117.51 W B 79 10.0 4.0 08-31-1938 03:18:14 33.76 N 118.25 W A 32 10.0 4.5 11-29-1938 19:21:15 33.90 N 118.43 W A 23 10.0 4.0 12-07-1938 03:38:00 34.00 N 118.42 W B 15 .0 4.0 12-27-1938 10:09:28 34.13 N 117.52 W B 69 10.0 4.0 04-03-1939 02:50:44 34.04 N 117.23 W A 95 10.0 4.0 11-04-1939 21:41:00 33.77 N 118.12 W B 34 .0 4.0 11-07-1939 18:52:08 34.00 N 117.28 W A 90 .0 4.7 12-27-1939 19:28:49 33.78 N 118.20 W A 30 .0 4.7 01-13-1940 07:49:07 33.78 N 118.13 W B 32 .0 4.0 02-08-1940 16:56:17 33.70 N 118.07 W B 43 .0 4.0 02-11-1940 19:24:10 33.98 N 118.30 W B 8 .0 4.0 04-18-1940 18:43:43 34.03 N 117.35 W A 84 .0 4.4 05-18-1940 09:15:12 34.60 N 118.90 W C 85 .0 4.0 06-05-1940 08:27:27 33.83 N 117.40 W B 83 .0 4.0 07-20-1940 04:01:13 33.70 N 118.07 W B 43 .0 4.0 10-11-1940 05:57:12 33.77 N 118.45 W A 36 .0 4.7 10-12-1940 00:24:00 33.78 N 118.42 W B 33 .0 4.0 10-14-1940 20:51:11 33.78 N 118.42 W B 33 .0 4.0 11-01-1940 07:25:03 33.78 N 118.42 W B 33 .0 4.0 11-01-1940 20:00:46 33.63 N 118.20 W B 47 .0 4.0 11-02-1940 02:58:26 33.78 N 118.42 W B 33 .0 4.0 01-30-1941 01:34:46 33.97 N 118.05 W A 22 .0 4.1 03-22-1941 08:22:40 33.52 N 118.10 W B 61 .0 4.0 03-25-1941 23:43:41 34.22 N 117.47 W B 76 .0 4.0 04-11-1941 01:20:24 33.95 N 117.58 W B 63 .0 4.0 10-22-1941 06:57:18 33.82 N 118.22 W A 26 .0 4.8 11-14-1941 08:41:36 33.78 N 118.25 W A 30 .0 4.8

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

7 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

04-16-1942 07:28:33 33.37 N 118.15 W C 76 .0 4.0 09-03-1942 14:06:01 34.48 N 118.98 W C 82 .0 4.5 09-04-1942 06:34:33 34.48 N 118.98 W C 82 .0 4.5 04-06-1943 22:36:24 34.68 N 119.00 W C 98 .0 4.0 10-24-1943 00:29:21 33.93 N 117.37 W C 84 .0 4.0 06-19-1944 00:03:33 33.87 N 118.22 W B 21 .0 4.5 06-19-1944 03:06:07 33.87 N 118.22 W C 21 .0 4.4 02-24-1946 06:07:52 34.40 N 117.80 W C 58 .0 4.1 06-01-1946 11:06:31 34.42 N 118.83 W C 67 .0 4.1 03-01-1948 08:12:13 34.17 N 117.53 W B 68 .0 4.7 04-16-1948 22:26:24 34.02 N 118.97 W B 65 .0 4.7 10-03-1948 02:46:28 34.18 N 117.58 W A 64 .0 4.0 01-11-1950 21:41:35 33.94 N 118.20 W A 13 .4 4.1 01-24-1950 21:56:59 34.67 N 118.83 W C 86 .0 4.0 02-26-1950 00:06:22 34.62 N 119.08 W C 99 .0 4.7 09-22-1951 08:22:39 34.12 N 117.34 W A 85 11.9 4.3 02-10-1952 13:50:55 33.58 N 119.18 W C 100 .0 4.0 02-17-1952 12:36:58 34.00 N 117.27 W A 92 16.0 4.5 08-23-1952 10:09:07 34.52 N 118.20 W A 52 13.1 5.1 10-26-1954 16:22:26 33.73 N 117.47 W B 81 .0 4.1 11-17-1954 23:03:51 34.50 N 119.12 W B 93 .0 4.4 05-15-1955 17:03:25 34.12 N 117.48 W A 72 7.6 4.0 05-29-1955 16:43:35 33.99 N 119.06 W B 74 17.4 4.1 01-03-1956 00:25:48 33.72 N 117.50 W B 79 13.7 4.7 02-07-1956 02:16:56 34.53 N 118.64 W B 64 16.0 4.2 02-07-1956 03:16:38 34.59 N 118.61 W A 68 2.6 4.6 03-25-1956 03:32:02 33.60 N 119.11 W A 92 8.2 4.2 03-18-1957 18:56:28 34.12 N 119.22 W B 89 13.8 4.7 06-28-1960 20:00:48 34.12 N 117.47 W A 73 12.0 4.1 10-04-1961 02:21:31 33.85 N 117.75 W B 52 4.3 4.1 10-20-1961 19:49:50 33.65 N 117.99 W B 50 4.6 4.3 10-20-1961 20:07:14 33.66 N 117.98 W B 50 6.1 4.0 10-20-1961 21:42:40 33.67 N 117.98 W B 50 7.2 4.0 10-20-1961 22:35:34 33.67 N 118.01 W B 48 5.6 4.1 11-20-1961 08:53:34 33.68 N 117.99 W B 48 4.4 4.0

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

8 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

09-14-1963 03:51:16 33.54 N 118.34 W B 57 2.2 4.2 08-30-1964 22:57:37 34.27 N 118.44 W B 30 15.4 4.0 01-01-1965 08:04:18 34.14 N 117.52 W B 70 5.9 4.4 04-15-1965 20:08:33 34.13 N 117.43 W B 78 5.5 4.5 07-16-1965 07:46:22 34.49 N 118.52 W B 54 15.1 4.0 01-08-1967 07:37:30 33.63 N 118.47 W B 50 11.4 4.0 01-08-1967 07:38:05 33.66 N 118.41 W C 45 17.7 4.0 06-15-1967 04:58:05 34.00 N 117.97 W B 27 10.0 4.1 02-28-1969 04:56:12 34.57 N 118.11 W A 59 5.3 4.3 05-05-1969 16:02:09 34.30 N 117.57 W B 70 8.8 4.4 10-27-1969 13:16:02 33.55 N 117.81 W B 70 6.5 4.5 09-12-1970 14:10:11 34.27 N 117.52 W A 73 8.0 4.1 09-12-1970 14:30:52 34.27 N 117.54 W A 71 8.0 5.2 09-13-1970 04:47:48 34.28 N 117.55 W A 70 8.0 4.4 02-09-1971 14:00:41 34.41 N 118.40 W B 42 8.4 6.6 02-09-1971 14:01:08 34.41 N 118.40 W D 42 8.0 5.8 02-09-1971 14:01:33 34.41 N 118.40 W D 42 8.0 4.2 02-09-1971 14:01:40 34.41 N 118.40 W D 42 8.0 4.1 02-09-1971 14:01:50 34.41 N 118.40 W D 42 8.0 4.5 02-09-1971 14:01:54 34.41 N 118.40 W D 42 8.0 4.2 02-09-1971 14:01:59 34.41 N 118.40 W D 42 8.0 4.1 02-09-1971 14:02:03 34.41 N 118.40 W D 42 8.0 4.1 02-09-1971 14:02:30 34.41 N 118.40 W D 42 8.0 4.3 02-09-1971 14:02:31 34.41 N 118.40 W D 42 8.0 4.7 02-09-1971 14:02:44 34.41 N 118.40 W D 42 8.0 5.8 02-09-1971 14:03:25 34.41 N 118.40 W D 42 8.0 4.4 02-09-1971 14:03:46 34.41 N 118.40 W D 42 8.0 4.1 02-09-1971 14:04:07 34.41 N 118.40 W D 42 8.0 4.1 02-09-1971 14:04:34 34.41 N 118.40 W C 42 8.0 4.2 02-09-1971 14:04:39 34.41 N 118.40 W D 42 8.0 4.1 02-09-1971 14:04:44 34.41 N 118.40 W D 42 8.0 4.1 02-09-1971 14:04:46 34.41 N 118.40 W D 42 8.0 4.2 02-09-1971 14:05:41 34.41 N 118.40 W D 42 8.0 4.1 02-09-1971 14:05:50 34.41 N 118.40 W D 42 8.0 4.1 02-09-1971 14:07:10 34.41 N 118.40 W D 42 8.0 4.0

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

9 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

02-09-1971 14:07:30 34.41 N 118.40 W D 42 8.0 4.0 02-09-1971 14:07:45 34.41 N 118.40 W D 42 8.0 4.5 02-09-1971 14:08:04 34.41 N 118.40 W D 42 8.0 4.0 02-09-1971 14:08:07 34.41 N 118.40 W D 42 8.0 4.2 02-09-1971 14:08:38 34.41 N 118.40 W D 42 8.0 4.5 02-09-1971 14:08:53 34.41 N 118.40 W D 42 8.0 4.6 02-09-1971 14:10:21 34.36 N 118.31 W B 35 5.0 4.7 02-09-1971 14:10:28 34.41 N 118.40 W D 42 8.0 5.3 02-09-1971 14:16:12 34.34 N 118.33 W C 33 11.1 4.1 02-09-1971 14:19:50 34.36 N 118.41 W B 37 11.8 4.0 02-09-1971 14:34:36 34.34 N 118.64 W C 48 -2.0 4.9 02-09-1971 14:39:17 34.39 N 118.36 W C 39 -1.6 4.0 02-09-1971 14:40:17 34.43 N 118.40 W C 44 -2.0 4.1 02-09-1971 14:43:46 34.31 N 118.45 W B 34 6.2 5.2 02-09-1971 15:58:20 34.33 N 118.33 W B 32 14.2 4.8 02-09-1971 16:19:26 34.46 N 118.43 W B 48 -1.0 4.2 02-10-1971 03:12:12 34.37 N 118.30 W B 36 .8 4.0 02-10-1971 05:06:36 34.41 N 118.33 W A 41 4.7 4.3 02-10-1971 05:18:07 34.43 N 118.41 W A 44 5.8 4.5 02-10-1971 11:31:34 34.38 N 118.46 W A 41 6.0 4.2 02-10-1971 13:49:53 34.40 N 118.42 W A 41 9.7 4.3 02-10-1971 14:35:26 34.36 N 118.49 W A 40 4.4 4.2 02-10-1971 17:38:55 34.40 N 118.37 W A 40 6.2 4.2 02-10-1971 18:54:41 34.45 N 118.44 W A 47 8.1 4.2 02-21-1971 05:50:52 34.40 N 118.44 W A 42 6.9 4.7 02-21-1971 07:15:11 34.39 N 118.43 W A 41 7.2 4.5 03-07-1971 01:33:40 34.35 N 118.46 W A 38 3.3 4.5 03-25-1971 22:54:09 34.36 N 118.47 W A 39 4.6 4.2 03-30-1971 08:54:43 34.30 N 118.46 W A 33 2.6 4.1 03-31-1971 14:52:22 34.29 N 118.51 W A 35 2.1 4.6 04-01-1971 15:03:03 34.43 N 118.41 W A 44 8.0 4.1 04-02-1971 05:40:25 34.28 N 118.53 W A 36 3.0 4.0 04-15-1971 11:14:32 34.26 N 118.58 W B 38 4.2 4.2 04-25-1971 14:48:06 34.37 N 118.31 W B 36 -2.0 4.0 06-21-1971 16:01:08 34.27 N 118.53 W B 35 4.1 4.0

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

10 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

06-22-1971 10:41:19 33.75 N 117.48 W B 80 8.0 4.2 02-21-1973 14:45:57 34.06 N 119.04 W B 72 8.0 5.3 03-09-1974 00:54:31 34.40 N 118.47 W C 43 24.4 4.7 08-14-1974 14:45:55 34.43 N 118.37 W A 43 8.2 4.2 01-01-1976 17:20:12 33.97 N 117.89 W A 36 6.2 4.2 04-08-1976 15:21:38 34.35 N 118.66 W A 49 14.5 4.6 08-12-1977 02:19:26 34.38 N 118.46 W B 41 9.5 4.5 09-24-1977 21:28:24 34.46 N 118.41 W C 48 5.0 4.2 05-23-1978 09:16:50 33.91 N 119.17 W C 85 6.0 4.0 01-01-1979 23:14:38 33.94 N 118.68 W B 41 11.3 5.2 10-17-1979 20:52:37 33.93 N 118.67 W C 40 5.5 4.2 10-19-1979 12:22:37 34.21 N 117.53 W B 70 4.9 4.1 09-04-1981 15:50:50 33.65 N 119.09 W C 89 6.0 5.5 10-23-1981 17:28:17 33.64 N 119.01 W C 83 6.0 4.6 10-23-1981 19:15:52 33.62 N 119.02 W A 85 14.8 4.6 04-13-1982 11:02:12 34.06 N 118.97 W A 66 12.1 4.0 05-25-1982 13:44:30 33.55 N 118.21 W A 56 12.6 4.3 01-08-1983 07:19:30 34.13 N 117.45 W A 75 7.8 4.1 02-27-1984 10:18:15 33.47 N 118.06 W C 67 6.0 4.0 06-12-1984 00:27:52 34.54 N 118.99 W A 87 11.7 4.1 10-26-1984 17:20:43 34.02 N 118.99 W A 67 13.3 4.6 04-03-1985 04:04:50 34.38 N 119.04 W A 81 24.9 4.0 10-02-1985 23:44:12 34.02 N 117.25 W A 94 15.2 4.8 02-21-1987 23:15:29 34.13 N 117.45 W A 76 8.5 4.0 10-01-1987 14:42:20 34.06 N 118.08 W A 17 9.5 5.9 10-01-1987 14:45:41 34.05 N 118.10 W A 15 13.6 4.7 10-01-1987 14:48:03 34.08 N 118.09 W A 16 11.7 4.1 10-01-1987 14:49:05 34.06 N 118.10 W A 15 11.7 4.7 10-01-1987 15:12:31 34.05 N 118.09 W A 16 10.8 4.7 10-01-1987 15:59:53 34.05 N 118.09 W A 16 10.4 4.0 10-04-1987 10:59:38 34.07 N 118.10 W A 15 8.3 5.3 10-24-1987 23:58:33 33.68 N 119.06 W A 85 12.2 4.1 02-11-1988 15:25:55 34.08 N 118.05 W A 20 12.5 4.7 06-26-1988 15:04:58 34.14 N 117.71 W A 52 7.9 4.7 11-20-1988 05:39:28 33.51 N 118.07 W C 63 6.0 4.9

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

11 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

12-03-1988 11:38:26 34.15 N 118.13 W A 16 14.3 5.0 01-19-1989 06:53:28 33.92 N 118.63 W A 37 11.9 5.0 02-18-1989 07:17:04 34.01 N 117.74 W A 48 3.3 4.1 04-07-1989 20:07:30 33.62 N 117.90 W A 58 12.9 4.7 06-12-1989 16:57:18 34.03 N 118.18 W A 8 15.6 4.6 06-12-1989 17:22:25 34.02 N 118.18 W A 8 15.5 4.4 12-28-1989 09:41:08 34.19 N 117.39 W A 82 14.6 4.3 02-28-1990 23:43:36 34.14 N 117.70 W A 53 4.5 5.4 03-01-1990 00:34:57 34.13 N 117.70 W A 52 4.4 4.0 03-01-1990 03:23:03 34.15 N 117.72 W A 51 11.4 4.7 03-02-1990 17:26:25 34.15 N 117.69 W A 53 5.6 4.7 04-17-1990 22:32:27 34.11 N 117.72 W A 50 3.6 4.8 06-28-1991 14:43:54 34.27 N 117.99 W A 35 9.1 5.8 06-28-1991 17:00:55 34.25 N 117.99 W A 33 9.5 4.3 07-05-1991 17:41:57 34.50 N 118.56 W A 57 10.9 4.1 01-17-1994 12:30:55 34.21 N 118.54 W A 31 18.4 6.7 01-17-1994 12:30:55 34.22 N 118.54 W A 32 17.4 6.6 01-17-1994 12:31:58 34.27 N 118.49 W C 33 6.0 5.9 01-17-1994 12:34:18 34.31 N 118.47 W C 35 6.0 4.4 01-17-1994 12:39:39 34.26 N 118.54 W C 35 6.0 4.9 01-17-1994 12:40:09 34.32 N 118.51 W C 38 6.0 4.8 01-17-1994 12:40:36 34.34 N 118.61 W C 46 6.0 5.2 01-17-1994 12:54:33 34.31 N 118.46 W C 34 6.0 4.0 01-17-1994 12:55:46 34.28 N 118.58 W C 39 6.0 4.1 01-17-1994 13:06:28 34.25 N 118.55 W C 35 6.0 4.6 01-17-1994 13:26:45 34.32 N 118.46 W C 35 6.0 4.7 01-17-1994 13:28:13 34.27 N 118.58 W C 38 6.0 4.0 01-17-1994 13:56:02 34.29 N 118.62 W C 43 6.0 4.4 01-17-1994 14:14:30 34.33 N 118.44 W C 36 6.0 4.5 01-17-1994 15:07:03 34.30 N 118.47 W A 34 2.6 4.2 01-17-1994 15:07:35 34.31 N 118.47 W A 34 1.6 4.1 01-17-1994 15:54:10 34.38 N 118.63 W A 49 13.0 4.8 01-17-1994 17:56:08 34.23 N 118.57 W A 35 19.2 4.6 01-17-1994 19:35:34 34.31 N 118.46 W A 34 2.3 4.0 01-17-1994 19:43:53 34.37 N 118.64 W A 49 13.9 4.1

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

12 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

01-17-1994 20:46:02 34.30 N 118.57 W C 40 6.0 4.9 01-17-1994 22:31:53 34.34 N 118.44 W C 36 6.0 4.1 01-17-1994 23:33:30 34.33 N 118.70 W A 51 9.8 5.6 01-17-1994 23:49:25 34.34 N 118.67 W A 50 8.4 4.0 01-18-1994 00:39:35 34.38 N 118.56 W A 46 7.2 4.4 01-18-1994 00:40:04 34.39 N 118.54 W A 46 .0 4.2 01-18-1994 00:43:08 34.38 N 118.70 W A 54 11.3 5.2 01-18-1994 04:01:26 34.36 N 118.62 W A 48 .9 4.3 01-18-1994 07:23:56 34.33 N 118.62 W A 46 14.8 4.0 01-18-1994 11:35:09 34.22 N 118.61 W A 37 12.1 4.2 01-18-1994 13:24:44 34.32 N 118.56 W A 41 1.7 4.3 01-18-1994 15:23:46 34.38 N 118.56 W A 46 7.7 4.8 01-19-1994 04:40:48 34.36 N 118.57 W A 45 2.6 4.3 01-19-1994 04:43:14 34.37 N 118.71 W C 54 6.0 4.0 01-19-1994 09:13:10 34.30 N 118.74 W A 52 13.0 4.1 01-19-1994 14:09:14 34.22 N 118.51 W A 29 17.5 4.5 01-19-1994 21:09:28 34.38 N 118.71 W A 55 14.4 5.1 01-19-1994 21:11:44 34.38 N 118.62 W A 49 11.4 5.1 01-21-1994 18:39:15 34.30 N 118.47 W A 34 10.6 4.5 01-21-1994 18:39:47 34.30 N 118.48 W A 34 11.9 4.0 01-21-1994 18:42:28 34.31 N 118.47 W A 35 7.9 4.2 01-21-1994 18:52:44 34.30 N 118.45 W A 33 7.6 4.3 01-21-1994 18:53:44 34.30 N 118.46 W A 33 7.7 4.3 01-23-1994 08:55:08 34.30 N 118.43 W A 32 6.0 4.1 01-24-1994 04:15:18 34.35 N 118.55 W A 42 6.5 4.6 01-24-1994 05:50:24 34.36 N 118.63 W A 48 12.1 4.3 01-24-1994 05:54:21 34.36 N 118.63 W A 49 10.9 4.2 01-27-1994 17:19:58 34.27 N 118.56 W A 37 14.9 4.6 01-28-1994 20:09:53 34.38 N 118.49 W A 42 .7 4.2 01-29-1994 11:20:35 34.31 N 118.58 W A 41 1.1 5.1 01-29-1994 12:16:56 34.28 N 118.61 W A 41 2.7 4.3 02-03-1994 16:23:35 34.30 N 118.44 W A 32 9.0 4.0 02-05-1994 08:51:29 34.37 N 118.65 W A 50 15.4 4.0 02-06-1994 13:19:27 34.29 N 118.48 W A 33 9.3 4.1 02-25-1994 12:59:12 34.36 N 118.48 W A 40 1.2 4.0

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

13 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

03-20-1994 21:20:12 34.23 N 118.47 W A 28 13.1 5.2 05-25-1994 12:56:57 34.31 N 118.39 W A 32 7.0 4.4 06-15-1994 05:59:48 34.31 N 118.40 W A 32 7.4 4.1 12-06-1994 03:48:34 34.29 N 118.39 W A 29 9.0 4.5 02-19-1995 21:24:18 34.05 N 118.92 W A 60 15.6 4.3 06-26-1995 08:40:28 34.39 N 118.67 W A 54 13.3 5.0 03-20-1996 07:37:59 34.36 N 118.61 W A 48 13.0 4.1 05-01-1996 19:49:56 34.35 N 118.70 W A 53 14.4 4.1 04-26-1997 10:37:30 34.37 N 118.67 W A 52 16.5 5.1 04-26-1997 10:40:29 34.37 N 118.67 W A 52 14.6 4.0 04-27-1997 11:09:28 34.38 N 118.65 W A 51 15.2 4.8 06-28-1997 21:45:25 34.17 N 117.34 W A 86 10.0 4.2 01-05-1998 18:14:06 33.95 N 117.71 W A 52 11.5 4.3 03-11-1998 12:18:51 34.02 N 117.23 W A 95 14.9 4.5 08-20-1998 23:49:58 34.37 N 117.65 W A 67 9.0 4.4 07-22-1999 09:57:24 34.40 N 118.61 W A 50 11.6 4.0 02-21-2000 13:49:43 34.05 N 117.26 W A 93 15.0 4.5 03-07-2000 00:20:28 33.81 N 117.72 W A 57 11.3 4.0 01-14-2001 02:26:14 34.28 N 118.40 W A 29 8.8 4.3 01-14-2001 02:50:53 34.29 N 118.40 W A 30 8.4 4.0 09-09-2001 23:59:18 34.06 N 118.39 W A 12 7.9 4.2 10-28-2001 16:27:45 33.92 N 118.27 W A 14 21.1 4.0 12-14-2001 12:01:35 33.95 N 117.75 W A 49 13.8 4.0 01-29-2002 05:53:28 34.36 N 118.66 W A 50 14.1 4.2 09-03-2002 07:08:51 33.92 N 117.78 W A 47 12.9 4.8 01-06-2005 14:35:27 34.13 N 117.44 W A 76 4.2 4.4 08-09-2007 07:58:49 34.30 N 118.06 W A 33 7.6 4.7 09-02-2007 17:29:14 33.73 N 117.48 W A 80 12.6 4.7 10-16-2007 08:53:44 34.38 N 117.64 W A 69 8.1 4.2 03-09-2008 09:22:32 34.14 N 117.46 W A 74 3.7 4.0 06-23-2008 14:14:57 34.05 N 117.25 W A 94 14.4 4.0 07-29-2008 18:42:15 33.95 N 117.76 W A 47 14.7 5.4 01-09-2009 03:49:46 34.11 N 117.30 W A 89 14.2 4.5 04-24-2009 03:27:50 33.89 N 117.79 W A 47 4.2 4.0 05-02-2009 01:11:13 34.07 N 118.88 W A 57 14.2 4.4

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

14 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

05-08-2009 20:27:13 34.44 N 119.18 W A 96 7.6 4.2 05-18-2009 03:39:36 33.94 N 118.34 W A 14 13.9 4.7 05-19-2009 22:49:11 33.93 N 118.33 W A 14 12.8 4.0 02-13-2010 21:39:06 34.00 N 117.18 W A 100 8.5 4.1 03-16-2010 11:04:00 33.99 N 118.08 W A 18 18.9 4.4

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

15 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2010)

S E A R C H O F E A R T H Q U A K E D A T A F I L E 1

SITE: Wilshire Grand

COORDINATES OF SITE ...... 34.0501 N 118.2604 W

DISTANCE PER DEGREE ..... 110.9 KM-N 92.3 KM-W

MAGNITUDE LIMITS ...... 4.0 - 8.5

TEMPORAL LIMITS ...... 1932 - 2010

SEARCH RADIUS (KM) ...... 100

NUMBER OF YEARS OF DATA ...... 78.25

NUMBER OF EARTHQUAKES IN FILE ...... 4423

NUMBER OF EARTHQUAKES IN AREA ...... 425

MACTEC Engineering and Consulting

16 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (RICHTER DATA 1906-1931)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

05-15-1910 15:47:00 33.70 N 117.40 W D 88 .0 6.0 07-23-1923 07:30:26 34.00 N 117.25 W D 93 .0 6.3

S E A R C H O F E A R T H Q U A K E D A T A F I L E 2

SITE: Wilshire Grand

COORDINATES OF SITE ...... 34.0501 N 118.2604 W

DISTANCE PER DEGREE ..... 110.9 KM-N 92.3 KM-W

MAGNITUDE LIMITS ...... 6.0 - 8.5

TEMPORAL LIMITS ...... 1906 - 1931

SEARCH RADIUS (KM) ...... 100

NUMBER OF YEARS OF DATA ...... 26.00

NUMBER OF EARTHQUAKES IN FILE ...... 35

NUMBER OF EARTHQUAKES IN AREA ...... 2

MACTEC Engineering and Consulting

17 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (NOAA/CDMG DATA 1812-1905)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

02-09-1890 04:06:00 34.00 N 117.50 W D 70 .0 7.0

S E A R C H O F E A R T H Q U A K E D A T A F I L E 3

SITE: Wilshire Grand

COORDINATES OF SITE ...... 34.0501 N 118.2604 W

DISTANCE PER DEGREE ..... 110.9 KM-N 92.3 KM-W

MAGNITUDE LIMITS ...... 7.0 - 8.5

TEMPORAL LIMITS ...... 1812 - 1905

SEARCH RADIUS (KM) ...... 100

NUMBER OF YEARS OF DATA ...... 94.00

NUMBER OF EARTHQUAKES IN FILE ...... 9

NUMBER OF EARTHQUAKES IN AREA ...... 1

MACTEC Engineering and Consulting

18 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

Table 3 (continued) List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site

S U M M A R Y O F E A R T H Q U A K E S E A R C H

* * *

NUMBER OF HISTORIC EARTHQUAKES WITHIN 100 KM RADIUS OF SITE

MAGNITUDE RANGE NUMBER

4.0 - 4.5 282

4.5 - 5.0 100

5.0 - 5.5 31

5.5 - 6.0 8

6.0 - 6.5 3

6.5 - 7.0 3

7.0 - 7.5 1

7.5 - 8.0 0

8.0 - 8.5 0

* * *

MACTEC Engineering and Consulting

19 Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

FIGURES

Figure 1 Prepared by RM Checked by: ET 4953-09-1091 Figure 2 Prepared by RM Checked by: ET 4953-09-1091

PROJECT SITE

PROJECT SITE

TRANSVERSE RANGES LOS ANGELES BASIN PENINSULAR RANGES

REFERENCE MACTEC Engineering and Consulting, Inc. 5628 E. Slauson Ave., Los Angeles, CA 90040-2922 CGS, 2006, Simplified Geologic Map of California, N Map Sheet 57 Figure 4. GEOLOGIC LOCATION MAP Wilshire Grand COORDINATES Los Angeles, California JOB No.: 4953-09-1091 Longitude : W -118.2604 DATE: 10/8/09 Latitude : N 34.0501 SCALE: See Bar Scale DRAWN BY: RM CHECKED BY: ET Tpnz

Qoa Qoa Tf Tf Qoa Qof

Qyf Project Site Qf

Qof

REFERENCE USGS, 2005, Preliminary Geologic Map of the Los Angeles 30’x 60’ Quadrangle, Southern California, Open File Report 2005-1019, Version 1.0, compiled by R.F.Yerkes and R. H. Campbell COORDINATES N Latitude : N 34.0501 Longitude : W -118.2604

EXPLANATION 0 0.5 1

Af Artificial fill - Only large deposits shown Miles

Qf Alluvial-fan deposits (Holocene)

Qyf Young alluvial fan deposits (Holocene and late Pleistocene)

Qoa Old alluvium (late to middle Pleistocene)

Qof Old alluvial-fan deposits (late to middle Pleistocene)

Tf Fernando Formation (Pliocene) MACTEC Engineering and Consulting, Inc. 5628 E. Slauson Ave., Los Angeles, CA 90040-2922 Tpnz Puente Formation (early Pliocene) Figure 5. LOCAL GEOLOGY Bedding Attitude Wilshire Grand Los Angeles, California Contact - dashed where approximately located, gradational or inferred JOB No.: 4953-09-1091 Fault - dashed where approximately located; dotted where concealed DATE: 10/8/09 SCALE: See Bar Scale DRAWN BY: RM CHECKED BY: ET

1952 1988 M 7.5 M 5.4

1941 M 5.1

1916 1857 M 6.0 M 8+

1981 M 5.5

1952 M 5.1 1812 M 6.9 1962 1971 1992 M 5.0 M 6.6 1899 M 5.4 1943 M 7.0 1997 M 5.3 2003 M 5.1 M 5.4 1991 1943 1978 M 5.8 1970 M 5.3 M 5.1 M 5.2 1907 1925 M 6.0 1992 M 6.3 1990 M 6.4 1941 M 5.4 M 5.5 1994 1935 M 6.7 M 5.1 1890 1968 1987 M 5.9 M 7.0 M 5.3 1973 M 5.3 SITE APPROXIMATE EPICENTRAL AREA OF EARTHQUAKE 1923 Site 1979 M 6.3 M 5.2 1933 Year Historic Fault M 5.4 M8+ Displacement 1918 M 6.8 N Holocene Fault 1910 Displacement M 6.0 1963 Year Without Historic M 5.1 M7+ Record

Year 0 10 20 1938 1918 M6+ KM MACTEC ENGINEERING AND CONSULTING, INC. M 5.5 5628 E. Slauson Ave., LosM Angeles,6.8 California 90040 (323) 889-5300, fax (323) 889-5398 Year 0 12 24 M5+ Miles Figure 7. Regional Faults and Seismicity Map 1933 M 6.4 wilshire Grand REFERENCES: Los Angeles, California Jennings, C.W., 1994, “Fault Activity Map of California and Adjacent Areas with Locations and Ages of JOB NO.: 4953-09-1091 REVISIONS: Recent Volcanic Eruptions,” California Division of Mines and Geology, GDM-6. DATE: 4953-05-042408/12/2009 SCALE: 5-31-071” = 12 mi Earthquake Catalogs: Richter, 1812-1905, National Oceanic and Atmospheric Administration, DRAWN BY: as shown 1906-1931; Caltech, 1932-2007. CHECKED BY: PER RM ET Wilshire Grand– Report of Geotechnical Evaluation May, 2010 MACTEC Engineering and Consulting, Inc., Project 4953-09-1091

APPENDIX

LOGS OF BORINGS