APPENDIX D. Geotechnical Study

Transcription

1 APPENDIX D Geotechnical Study

2 Preliminary Geotechnical Assessment Proposed Honda Dealership W Martin Luther King Jr Blvd Los Angeles, California For Celebrity Holdings May 13, 2016 GDC Project No. LA-1265

3 Celebrity Realty Holdings, LLC May 13, S. Figueroa Street GDC Project No. LA-1265 Los Angeles, California Attention: Subject: Mr. Joe Shuster Preliminary Geotechnical Assessment Proposed Honda Dealership W Martin Luther King Jr. Blvd, Los Angeles, CA Los Angeles, California Dear Mr. Shuster: Group Delta Consultants (GDC) is pleased to submit this preliminary geotechnical assessment report for the proposed Honda Dealership development planned at: Martin Luther King Jr Blvd (APN ), Martin Luther King Jr Blvd (APN and APN ), 705 W 40th Place (APN ), Martin Luther King Blvd (APN ), And ½ W 40th Place (APN ). Our scope of work was conducted in general accordance with our proposal dated September 1, 2015, which was authorized on October 2, 2015 and on subsequent communications with the project team. We appreciate the opportunity to provide geotechnical services for this project. If you have any questions pertaining to this report, or if we can be of further service, please do not hesitate to contact us. Sincerely, Group Delta Consultants Jaime Bueno, P.E. Associate Engineer Distribution: Addressee (via ) Spencer Kallick and Edgar Khalatian, Mayer Brown LLP (via ) David Litty, Enclave Enterprises (via ) Chris Hampson, Meridian Consultants (via )

4 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page i GDC Project No. LA-1265 TABLE OF CONTENTS 1.0 INTRODUCTION Background Project Description Scope of Work Data Review GEOTECHNICAL INVESTIGATION Field Investigation SITE CONDITIONS Surface Conditions Subsurface Conditions Groundwater CEQA GEOTECHNICAL HAZARDS Geologic Setting Local Seismicity Ground Surface Rupture Liquefaction and Seismic Settlement Landslides Expansive Soils Other DISCUSSION AND RECOMMENDATIONS General Demolition Temporary Excavation and Shoring Grading and Backfill Foundations Bearing Value Settlement Lateral Capacity Floor Slab... 10

5 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page ii GDC Project No. LA Seismic Considerations LIMITATIONS REFERENCES LIST OF FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Site Location Map Exploration Location Plan CDMG Groundwater Map CDMG Geology Map City of LA Fault Rupture Study Area Map State of California Earthquake Fault and Seismic Hazard Zones Map City of LA Areas Susceptible to Liquefaction Map APPENDICES Appendix A Field Exploration

6 PRELIMINARY GEOTECHNICAL ASSESSMENT REPORT PROPOSED HONDA DEALERSHIP DEVELOPMENT W MARTIN LUTHER KING JR. BLVD LOS ANGELES, CALIFORNIA 1.0 INTRODUCTION 1.1 Background Group Delta Consultants, Inc. (GDC) performed a preliminary geotechnical assessment to address the geotechnical/geology hazards as identified in Appendix G of the California Environmental Quality Act ( CEQA ) guidelines and to provide preliminary geotechnical design recommendations for project planning purposes. Our scope of work was based on our project understanding and communications with Mayer Brown, Enclave Enterprises, and the project team. The intent of this report is to serve as a geotechnical assessment for the objectives stated above and it is not sufficient for use as a design-level report for final design or building plan approval. 1.2 Project Description Our project understanding is based on the following documents: Architectural plans titled HONDA Los Angeles by WAGNER Architecture Group, dated February 18, GDC understands that the proposed project consists of two sites: 1) Honda car dealership and 2) Parking structure, as shown on the Site Location Map, Figure 1. The car dealership will consist of five (5) stories above grade with an approximate ground floor area of 35,000 square feet (sf). The dealership site is located on the southeast corner of the W Martin Luther King Jr Blvd and Hoover St. The site is made up of the following lots: Martin Luther King Blvd (APN and APN ), 705 W 40 th Place (APN ), Martin Luther King Blvd (APN ), And ½ W 40 th Place (APN ). The parking structure will consist of five (5) stories of above-grade parking with an approximate ground floor area of 23,440 sf. The parking structure site is located on the southwest corner of the intersection between W Martin Luther King Jr Blvd and Hoover St and is located at Martin Luther King Blvd (APN ). We understand that the proposed development does not include any basement levels. We also understand that a groundwater infiltration system is being planned for the site. The location and depth of this system have not been finalized.

7 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 2 GDC Project No. LA Scope of Work The objective of this preliminary assessment is to address factors identified in Appendix G of the CEQA guidelines and to provide preliminary geotechnical design recommendations for project planning. The recommendations were developed based on review of the conceptual drawings for the proposed development and subsurface data collected from our field investigations at the site. We performed the following general scope of work: Reviewed the project plans referenced in Section 1.2 and the references listed in Section 1.4; Performed a visual site reconnaissance to evaluate the existing site conditions; Performed a geotechnical subsurface exploration program, including advancing borings and cone penetration tests (CPT s), to evaluate the existing site-specific subsurface conditions; Assessed geologic and soil factors identified in Appendix G of the CEQA guidelines including fault rupture potential, strong seismic ground shaking, liquefaction potential, landslide potential, and presence of expansive soil; Developed preliminary geotechnical recommendations for foundations and earthwork. Identified geotechnical issues which should be addressed during a design-level investigation. Although we used geotechnical information from the Phase I and Phase II Environmental Site Assessment reports referenced in Section 1.4, our scope of work does not include any environmental review of those reports and our report does not present any environmental conclusions or recommendations. The referenced environmental reports should be consulted for environmental conditions on site. 1.4 Data Review Our preliminary geotechnical assessment for the project site included review of the following: Alquist-Priolo fault maps; Seismic Hazard Zone Report for the Hollywood Quadrangle (Report 026); Safety Element of the General Plan for the City of Los Angeles; Ground motion information from the United States Geological Survey (USGS), Websites include: o o Historical topographic maps from the USGS. ALTA/ACSM Land Title Survey for the subject site, prepared by Commercial Development Resources (CDR), dated March 25, 2015.

8 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 3 GDC Project No. LA-1265 Phase I Environmental Site Assessment Report performed at 730, 740, and 800 West martin Luther King Jr Blvd and 4011 South Hoover Street, prepared by Andersen Environmental (AE), dated January 30,2015; Phase I Environmental Site Assessment Report performed at 601 West 40 th Place, prepared by AE, dated August 25, 2015; Phase II Subsurface Soil Assessment at a Former Gasoline Station at 800 West Martin Luther King Jr Blvd, prepared by JHA Environmental, dated March 13, Our findings and conclusions are discussed below. 2.0 GEOTECHNICAL INVESTIGATION 2.1 Field Investigation GDC performed a field investigation on October 14 and October 22, 2015 at the subject site. The specific exploration locations were selected based on an initial site visit and the data review. Exploration locations were cleared through Underground Service Alert (USA) prior to mobilizing field equipment; site access and exploration locations were cleared with the site owners. Our exploration locations are shown on Figure 2, Exploration Location Plan. The original location of CPT-1 had to be moved east due to a concrete obstruction encountered approximately 1 foot below ground near the center of the parking structure site. The field investigation consisted of the following: Two (2) hollow stem auger borings advanced to a depth of 51.5 feet each; Three (3) CPT soundings advanced to depths of approximately 33 feet, 34 feet, and 34 feet. The CPT soundings were terminated at the indicated depths due to encountering refusal. Seismic shear wave velocity measurements were performed in CPT-2. Both relatively undisturbed samples (Modified California) and Standard Penetration Test (SPT) samples were collected from the borings. Bulk samples of near-surface soil were collected at shallow depths. The explorations were performed under full time observation of a GDC field engineer, who maintained logs of the soil encountered, classified the material, and assisted in obtaining soil samples. Boring logs and CPT logs are provided in Appendix A. 3.0 SITE CONDITIONS 3.1 Surface Conditions The majority of the site consists of at-grade asphalt parking lots. The proposed dealership lot currently has one commercial building along Hoover Street and asphalt parking. The site is

9 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 4 GDC Project No. LA-1265 relatively flat with elevations ranging from approximately 174 to 178 feet above mean sea level (above msl). 3.2 Subsurface Conditions The site is mostly covered by asphalt pavement consisting of approximately 4 inches of asphalt over 10 inches of base. These thicknesses are based on our observations at our boring locations but may vary across the site. Concrete was encountered at a depth of one (1) foot when attempting to advance CPT-1. As previously mentioned, the location of CPT-1 was moved approximately five (5) feet east from its original location in order to avoid the unknown concrete obstruction. Below the asphalt pavement, very loose to medium dense silty sand was encountered to a depth of about 10 feet. Underlying this silty sand are layers of loose to medium dense sand, silty sand, and firm to stiff silt and elastic silt to a depth of about 30 feet. The silt to elastic silt layers were observed in Boring B-2 from approximate depths of 15 to 25 feet, while these layers were observed in CPT-2 and CPT-3 at approximate depths of 15 to 17 feet and in CPT-1 and CPT-2 at approximate depths of 27 to 32 feet bgs. Dense sand with variable gravel content was encountered from about 32 feet to the maximum depth explored (51.5 feet). A sandy silt layer was encountered from a depth of approximately 40 to 50 feet in Boring B Groundwater Groundwater was not encountered down to 51.5 feet below ground surface (bgs) during the field investigation. The Phase II report prepared by AE didn t report groundwater at their maximum depth explored of 75 feet bgs. Based on the Seismic Hazard Zone Report for the Hollywood Quadrangle, historic high groundwater depths at the site are about 50 feet bgs, as shown on Figure 3. The California Department of Water Resources data library shows a monitoring well located about 1.2 miles west of the site, where a groundwater depth of 162 feet bgs was measured in CEQA GEOTECHNICAL HAZARDS 4.1 Geologic Setting Regionally, the site is located within the seismically active Los Angeles Basin area of southern California. The basin underwent transtensional stresses with subsidence between northwest and east-west trending fault systems and began opening up over 7 million years ago (Wright 1991). Today, the basin is undergoing transpresssional stress bound by surrounding uplifting thrust blocks including the Whittier, Palos Verdes, and Santa Monica-Hollywood-Raymond fault systems. Internally, the basin is filled with sedimentation thousands of feet thick and is structurally influenced by thrusting fault blocks and strike-slip fault expressions trending northwest (Dolan, et al., 1995). The regional geology is presented in the Site Geologic Map on Figure 4. Specific site subsurface conditions were presented in Section 3.2 above.

10 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 5 GDC Project No. LA Local Seismicity The site is located within an active seismic area. The site may experience severe seismic shaking in the future due to nearby faults. A list of faults considered capable of producing significant shaking at the site is provided in the table below (2008 USGS National Seismic Hazard Maps). ABBREVIATED FAULT NAME Table 1. List of Faults Max. Magnitude (Mw) 1 Approximate Closest Distance (km) Fault Type 2 PUENTE HILLS Rev NEWPORT INGLEWOOD (N. LA Basin) SS ELYSIAN PARK (UPPER) Rev ELYSIAN PARK (LOWER) Rev HOLLYWOOD SS COMPTON Rev SANTA MONICA SS PUENTE HILLS (SANTA FE SPRINGS) Rev NEWPORT INGLEWOOD (S. LA BASIN) SS ANACAPA-DUME ALT Rev 1 Based on Ellsworth and Hanks/Bakun relation (USGS 2008) 2 SS= Strike Slip; Rev = Reverse The proposed project should be designed in accordance with current local building codes in order to mitigate the local seismicity hazard at the site. Current California Building Code (CBC 2013) preliminary seismic design parameters are presented in Section 5.7 of this report. 4.3 Ground Surface Rupture The site is not located within an Alquist-Priolo Special Studies Zone or within a City of Los Angeles Fault Rupture Study Area. Active faults have not been mapped on the site. The latest version of the earthquake fault zone for the Hollywood Quadrangle, dated November 6, 2014, shows the Newport Inglewood fault zone is approximately 3.8 miles west of the site, as shown on Figure 6. Since there are no active surface or subsurface faults mapped as crossing or projecting toward the site in the geologic literature reviewed, the possibility of ground surface fault rupture at the subject site is considered low. 4.4 Liquefaction and Seismic Settlement Liquefaction involves sudden loss in strength of a saturated, cohesionless soil caused by the buildup of pore water pressure during cyclic loading, such as that produced by an earthquake. This increase in pore water pressure can temporarily transform the soil into a fluid mass, resulting in differential settlements and ground deformations. Typically, liquefaction occurs in areas where there are loose soils and the depth to groundwater is less than 50 feet from the surface. Seismic

11 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 6 GDC Project No. LA-1265 shaking can also cause ground settlement without liquefaction occurring, including settlement of dry sands above the water table. According to the Seismic Hazards Zone Map the site is not located within the State Liquefaction Seismic Hazard Zone for the Hollywood Quadrangle, 1998, as shown on Figure 6. According to the City of Los Angeles Safety Element the site is not within an area susceptible to liquefaction, as shown on Figure 7. The historical high ground water is reported to be about 50 feet below the ground surface (CGS, 1998). Therefore, the potential for liquefaction at the site is considered low. Seismically-induced settlement of the dry upper silty sand and sandy silt is expected to be in the range of up to approximately 0.7 inch for the current site conditions due to the loose sandy soils in the upper 10 to 15 feet. The magnitude of seismically-induced settlements can be mitigated by one or a combination of the following options: Remove and recompact upper loose sandy soils prior to building construction. The depths of removal and recompaction can be determined during a design-level geotechnical investigation and once final foundation dimensions and loads are known. Recompaction of on-site soils may be required up to depths of approximately 10 to 15 feet under the proposed buildings. Implement a ground improvement program. Ground improvement could consist of stone columns, grout columns, or ground densification through vibratory methods such as deep dynamic compaction or rapid impact compaction. Incorporate seismically-induced total and differential settlements in the structural design. Support the site building on pile foundations. 4.5 Landslides The project site and surrounding area is relatively flat and is not located within a State of California Earthquake-Induced Landslide Hazard Zone, as shown on Figure 6. There are no significant slopes that can present a landslide hazard at or near the site. Therefore, landslides are not considered a hazard at the site. 4.4 Expansive Soils Based on our field investigation, SPT and CPT logs show the majority of subsurface soils consist of silty sand and sand with varying amounts of gravel. Elastic silts were encountered during our field exploration at depths greater than 15 feet. These elastic silts had low plasticity and are not considered to be expansive.

12 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 7 GDC Project No. LA Other Existing site conditions include the presence of loose sandy soils in the upper 10 to 15 feet. These loose soils have the potential to induce excessive total and differential settlements of the proposed building foundations. This issue can be mitigated through one or a combination of the following options: Remove and recompact upper loose sandy soils prior to building construction. The depths of removal and recompaction can be determined during a design-level geotechnical investigation and once final foundation dimensions and loads are known. Recompaction of on-site soils may be required up to depths of approximately 10 to 15 feet under the proposed buildings. Support the buildings on larger footings or a mat to reduce bearing pressures. Implement a ground improvement program. Ground improvement could consist of stone columns, grout columns, or ground densification through vibratory methods such as deep dynamic compaction or rapid impact compaction. Incorporate seismically-induced total and differential settlements in the structural design. Support the site building on pile foundations. The specific option can be selected during the project design based on the results of a designlevel geotechnical investigation, building load requirements, and structural design. 5.0 DISCUSSION AND RECOMMENDATIONS 5.1 General Based on a review of existing subsurface information and the conceptual plans, it is our opinion that the proposed project is feasible from a geotechnical standpoint. Following proper site grading, the proposed construction can be supported on conventional spread footings or mat foundations founded on engineered compacted fill or improved ground as noted in Section 4 above. For preliminary discussion, we have assumed that loose sandy soils would be removed and placed back as engineered fill. Preliminary geotechnical recommendations for design planning are discussed in the following sections. However, a design-level geotechnical investigation will be required to develop geotechnical recommendations for final design. A design-level geotechnical investigation will require additional drilling and sampling of geotechnical borings, laboratory testing to confirm engineering parameters, and further engineering analyses. 5.2 Demolition Prior to the start of earthwork, the existing building and improvements on the site will require demolition and removal, including the existing foundations, slabs, pavements, walls and utilities. Remnants of previous construction could be encountered anywhere on the site. The civil

13 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 8 GDC Project No. LA-1265 engineer should identify the presence and location of all existing utilities on and adjacent to the site. Precautions will be required to remove, relocate or protect existing utilities, as appropriate. 5.3 Temporary Excavation and Shoring Very loose to loose silty sand was encountered on the proposed dealership property up to approximately 10 to 15 feet bgs. Depending on the final project details, temporary shoring may be required to support the walls of the excavation for removal and recompaction of loose soils. The contractor will be responsible for the design of the shoring. The shoring designer should consider the project requirements and geotechnical conditions to select an appropriate shoring system. If the excavation is exposed during periods of rainfall, provisions for collection of the runoff should be made. All surface drainage should be controlled and prevented from running down into the excavation. Ponding water should not be allowed within the excavation. Any collected water should be pumped out. Soils softened by wetting should be removed and backfilled as directed by the geotechnical engineer. All excavation slopes and shoring systems should meet minimum requirements of the Occupational Safety and Health (OSHA) Standards. Maintaining safe and stable slopes on excavations is the responsibility of the contractor and will depend on the nature of the soils and groundwater conditions encountered and the contractor s method of excavation. Excavations during construction should be carried out in such a manner that failure or ground movement will not occur. The short-term stability of excavation depends on many factors, including slope angle, engineering characteristics of the subsurface materials, height of the excavation, and length of time the excavation remains unsupported and exposed to equipment vibrations, rainfall, and desiccation. The contractor should perform any additional studies deemed necessary to supplement the information contained in this report for the purpose of planning and executing his excavation plan. Recommendations regarding sloped temporary excavations and shoring are provided in the sections below. 5.4 Grading and Backfill Site preparation may require excavation of the upper loose soils and placing these soils back into the excavation as compacted fill under the proposed structures. Subsurface soils underlying pavements, hardscape, and landscape areas will need to be over-excavated and recompacted to a depth of approximately 3 feet below grade. Excavation can be readily accomplished with light to heavy effort using conventional heavy-duty grading equipment such as scrapers, loaders, dozers, and excavators. Concrete, brick, old foundations, or other below-ground debris and structures from previous developments at the site may be encountered during the excavations. The depths of required over-excavation and compaction of on-site soils should be further assessed during a design-level geotechnical investigation.

14 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 9 GDC Project No. LA-1265 We recommend foundations and floor slabs be supported on engineered fill compacted to at least 95% of the maximum dry density as determined by the modified Proctor compaction test (ASTM D1557). The subgrade soils and compacted fill should be tested and approved by the project geotechnical engineer prior to construction of footings or floor slabs. If loose, disturbed, or otherwise unsuitable soils are found at the bottom of the excavation, these soils shall be removed or brought to near-optimum moisture content (+2%), recompacted, and tested to a minimum of 95% relative compaction prior to placement of fill or footing construction. The onsite soils may be used for compacted fill. All permanent fill/backfill soils should be brought to near-optimum moisture content and compacted with heavy-duty compaction equipment. Compaction shall be done in maximum 8- inch loose lifts. A sufficient number of field density and laboratory compaction tests should be performed during construction to verify minimum compaction requirements. We recommend that all permanent fills be compacted to a minimum relative compaction of 95% of the maximum dry density determined in accordance with ASTM D1557. Footing excavations should be clean and free of loose or wet soils and should be observed and tested by the project geotechnical engineer before placement of steel or concrete. 5.5 Foundations Bearing Value The allowable bearing value for design will be based on the foundation dimensions and the method used to mitigate for the presence of very loose to loose silty sand on site. For preliminary estimates we have assumed footings supported on engineered fill. Tables 2 and 3 below present preliminary allowable bearing pressures for footings bearing on engineered fill prepared in accordance with the recommendations of this report. The allowable bearing values presented in Table 2 below are based on the assumption that total static settlements should be limited to a maximum of one (1) inch. These values are for preliminary assessment only and may be revised during a design-level geotechnical investigation. Table 2. Preliminary Allowable Bearing Pressure for Square Footings Footing Dimension Allowable Bearing 2 x 2 2,500 psf 5 x 5 3,500 psf 10 x 10 3,500 psf Alternatively, the proposed structure may be supported on mat foundations. The final bearing capacity of footings and modulus of subgrade reaction for a mat should be based on an evaluation of settlement and can be provided during the design-level geotechnical investigation, considering the actual foundation loading. Footing excavations should be observed by the project

15 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 10 GDC Project No. LA-1265 geotechnical engineer before placement of concrete to verify that the foundation conditions meet the requirements of the geotechnical report. The project geotechnical engineer may perform compaction tests, probing, or use other methods to verify that the foundations will be supported in competent soils. If disturbed, wet, or otherwise unsuitable soils are encountered, or if water saturates the soils, the soils shall be excavated or stabilized as recommended by the project geotechnical engineer Settlement The preliminary bearing values presented in Table 2 above are based on total static settlements of up to 1 inch and static differential settlements of up to 0.5 inches. Seismically-induced settlements should also be incorporated into the structural design Lateral Capacity Resistance to lateral loads can be provided by friction developed between the bottom of footings and the supporting soil, and by the passive soil pressure developed on the face of the footing. For preliminary design purposes, an allowable passive fluid pressure of 200 pcf and a coefficient of friction of 0.4 may be used for lateral sliding resistance of footings 5.6 Floor Slab Floor slabs may be placed on a properly prepared subgrade. To reduce the potential for moisture transmission through slabs where moisture sensitive covering will be installed, we recommend that a vapor retarder shall be used. In accordance with ACI 302.2R-06, the material must comply with the requirements of ASTM E 1745, Standard Specification for Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs, and have a permeance of less than 0.01 perms per ASTM E96. The installation of the moisture barrier should comply with ASTM E Reference is made to ACI 302.2R, Section 7.2 concerning whether to place 2 inches of sand over the barrier. 5.7 Seismic Considerations The site is classified as Seismic Site Class D based on the results of our feasibility-level field investigation. In accordance with the provision of the 2013 California Building Code, we recommend the following preliminary seismic design parameters for the site: Table 4. Seismic Design Parameters Latitude: , Longitude: , Site Class D PARAMETER Value Reference Mapped Spectral Response Acceleration at Short Period (SS) 2.019g Chapter 11 and

16 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 11 GDC Project No. LA-1265 Mapped Spectral Response Acceleration at 1 Second Period (S1) 0.717g Chapter 22 of ASCE 7-10 Site Coefficient for Site Class D (Fa) 1.0 Site Coefficient for Site Class D (Fv) 1.5 Design Earthquake Spectral Response Acceleration at Short Period (SDS) Design Earthquake Spectral Response Acceleration at 1 Second Period (SD1) 1.346g 0.717g The seismic design parameters were calculated using the USGS Seismic Design Maps Web Application ( 6.0 LIMITATIONS This consultation was performed in accordance with generally accepted Geotechnical Engineering principles and practice. The professional engineering work and judgments presented in this report meet the standard of care of our profession at this time. No other warranty, expressed or implied, is made. This report has been prepared for Celebrity Holdings and the proposed project and is to be used to address CEQA geology hazards and for preliminary planning purposes. It may not contain sufficient information for other parties or other purposes, and should not be used for other projects or other purposes, such as final design, without review and approval by GDC. The recommendations contained in this report are preliminary, and based on conceptual plans for the project. This report is not sufficient to obtain a building permit. A design-level geotechnical report is required before final design plans can be developed.

17 Preliminary Geotechnical Assessment May 13, 2016 W Martin Luther King Blvd, CA Page 12 GDC Project No. LA REFERENCES California Geological Survey, 1998, Seismic Hazard Zone Report for the Hollywood 7.5-Minute Quadrangle, Los Angeles County, California, Seismic Hazard Zone Report 026, Plate 1.2. California Geological Survey, (1999), State of California Seismic Hazard Zones Map, Hollywood Quadrangle, Los Angeles County, California, March 25, City of Los Angeles, 1996, Safety Element of the Los Angeles City General Plan, August 8, 1996, adopted November 26, United States Geological Survey, 2015, Anderson Environmental, Phase 1 Environmental Site Assesssment Report performed at 730, 740, and 800 West Martin Luther King Jr Blvd and 4011 South Hoover Street, dated Januarly 30, Anderson Environmental, Phase 1 Environmental Site Assessment Report performed at 601 West 40 th Place, dated August 25, Anderson Environmental, Phase 2 Subsurface Soil Assessment at a Former Gasoline Station at 800 West Martin Luther King Jr Blvd, dated March 13, 2015.

18 FIGURES

19 SITE VICINITY N:\Projects\ \LA-1265 Celebrity-800 W MLK BLVD., LA\dwg\LA-1265_Figures 1-5.dwg, 1/20/2016 2:41:27 PM, josemiguelt REFERENCE: GOOGLE MAPS DATE: DRAWN BY: REVIEW: APPROVED BY: PREPARED BY: 10/28/ JMT DS GROUP DELTA CONSULTANTS, INC 370 Amapola Ave. Suite 212 Torrance, CA ' 2000' SITE LOCATION MAP PROPOSED HONDA DEVELOPMENT MARTIN LUTHER KING BLVD., LOS ANGELES, CA PROJECT NUMBER: SCALE: AS SHOWN FIGURE NUMBER: LA

20 W. MARTIN LUTHER KING BLVD. B-2 CPT-1 CPT-2 B-1 PROPOSED PARKING STRUCTURE PROPOSED DEALERSHIP CPT-3 N:\Projects\ \LA-1265 Celebrity-800 W MLK BLVD., LA\dwg\LA-1265_Figures 1-5.dwg, 1/20/2016 2:44:21 PM, josemiguelt LEGEND B-1 APPROXIMATE LOCATION OF BORING CPT-1 APPROXIMATE LOCATION OF CPT APPROXIMATE SITE BOUNDARY REFERENCE: GOOGLE MAPS DATE: REVIEW: PREPARED BY: 10/28/ DRAWN BY: APPROVED BY: S. HOOVER STREET JMT DS GROUP DELTA CONSULTANTS, INC 370 Amapola Ave. Suite 212 Torrance, CA ' 100' PROPOSED BORING AND CPT LOCATION MAP PROPOSED HONDA DEVELOPMENT MARTIN LUTHER KING BLVD., LOS ANGELES, CA PROJECT NUMBER: SCALE: AS SHOWN FIGURE NUMBER: LA

21 N:\Projects\ \LA-1265 Celebrity-800 W MLK BLVD., LA\dwg\LA-1265_Figures 1-5.dwg, 1/20/2016 2:46:38 PM, josemiguelt REVIEW: PREPARED BY: LEGEND 30 DATE: DRAWN BY: PROJECT NUMBER: 10/28/ BOREHOLE SITE APPROVED BY: JMT DS SITE VICINITY DEPTH OF GROUNDWATER IN FEET REFERENCE: PLATE 1.2 OF CDMG SEISMIC HAZARD ZONE REPORT 026, 1998 GROUP DELTA CONSULTANTS, INC 370 Amapola Ave. Suite 212 Torrance, CA CDMG GROUND WATER MAP PROPOSED HONDA DEVELOPMENT MARTIN LUTHER KING BLVD., LOS ANGELES, CA SCALE: LA-1265 AS SHOWN FIGURE NUMBER: 3

22 N:\Projects\ \LA-1265 Celebrity-800 W MLK BLVD., LA\dwg\LA-1265_Figures 1-5.dwg, 1/20/2016 2:48:19 PM, josemiguelt DATE: DRAWN BY: PROJECT NUMBER: REVIEW: 10/28/2015 PREPARED BY: - - APPROVED BY: JMT DS Qya2 REFERENCE: PLATE 1.1 OF CDMG SEISMIC HAZARD ZONE REPORT 026, 1998 SITE VICINITY GROUP DELTA CONSULTANTS, INC 370 Amapola Ave. Suite 212 Torrance, CA CDMG GEOLOGY MAP PROPOSED HONDA DEVELOPMENT MARTIN LUTHER KING BLVD., LOS ANGELES, CA SCALE: LA-1265 AS SHOWN FIGURE NUMBER: 4

23 N:\Projects\ \LA-1265 Celebrity-800 W MLK BLVD., LA\dwg\LA-1265_Figures 1-5.dwg, 1/20/2016 2:52:21 PM, josemiguelt REVIEW: LEGEND DATE: DRAWN BY: PROJECT NUMBER: 10/28/2015 PREPARED BY: - - APPROVED BY: JMT DS GROUP DELTA CONSULTANTS, INC 370 Amapola Ave. Suite 212 Torrance, CA STUDY AREA MAP SITE VICINITY CITY OF LOS ANGELES FAULT RUPTURE PROPOSED HONDA DEVELOPMENT MARTIN LUTHER KING BLVD., LOS ANGELES, CA SCALE: LA-1265 AS SHOWN FIGURE NUMBER: 5

24 N:\Projects\ \LA-1265 Celebrity-800 W MLK BLVD., LA\dwg\LA-1256_Figure 6 Earthquake Zones.dwg, 1/20/2016 3:00:42 PM, josemiguelt SITE VICINITY 0 Reference: CGS, EARTHQUAKE ZONES OF REQUIRED INVESTIGATION, HOLLYWOOD QUADRANGLE, EARTHQUAKE FAULT ZONES, 2014, SEISMIC HAZARD ZONES, DRAWN BY: DATE: 10/28/2015 REVIEW: JMT APPROVED BY: DS PREPARED BY: GROUP DELTA CONSULTANTS, INC 370 Amapola Ave. Suite 212 Torrance, CA ' STATE OF CALIFORNIA EARTHQUAKE FAULT AND SEISMIC HAZARD ZONES MAP PROPOSED HONDA DEVELOPMENT MARTIN LUTHER KING BOULEVARD LOS ANGELES, CA 8000' PROJECT NUMBER: LA-1256 SCALE: AS SHOWN FIGURE NUMBER: 6

25 N:\Projects\ \LA-1265 Celebrity-800 W MLK BLVD., LA\dwg\LA-1256_Figure 7 City of LA Liquefaction Map.dwg, 1/20/2016 2:56:43 PM, josemiguelt REFERENCE: SAFETY ELEMENT EXHIBIT B AREAS SUSCEPTIBLE TO LIQUIFACTION DATE: REVIEW: PREPARED BY: DRAWN BY: 10/28/2015 JMT GROUP DELTA CITY OF LOS ANGELES MAP OF CONSULTANTS, INC AREAS SUSCEPTIBLE TO LIQUEFACTION PROJECT NUMBER: LA-1256 SCALE: APPROVED BY: DS SITE VICINITY 370 Amapola Ave. Suite 212 Torrance, CA PROPOSED HONDA DEVELOPMENT MARTIN LUTHER KING BOULEVARD LOS ANGELES, CA AS SHOWN FIGURE NUMBER: 7

26 APPENDIX A FIELD EXPLORATION

27 COARSE GRAINED SOILS (less than 50% fines passing the No. 200 Sieve) FINE GRAINED SOILS (50% or more fines passing the No. 200 Sieve) UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487) PRIMARY DIVISIONS CLEAN GRAVEL GROUP SYMBOL GW SECONDARY DIVISIONS Well-graded gravel, gravel with sand, little or no fines GRAVEL (Less than 5% fines) GP Poorly-graded gravel, gravel with sand, little or no fines (% GRAVEL > % SAND) "DIRTY" GRAVEL GM Silty gravel, silty gravel with sand, silty or non-plastic fines (More than 12% fines) GC Clayey gravel, clayey gravel with sand, clayey or plastic fines CLEAN SAND SW Well-graded sand, sand with gravel, little or no fines SAND (Less than 5% fines) SP Poorly-graded sand, sand with gravel, little or no fines (% SAND >. % GRAVEL) "DIRTY" SAND SM Silty sand, silty sand with gravel, silty or non-plastic fines (More than 12% fines) SC Clayey sand, clayey sand with gravel, clayey or plastic fines ML Inorganic silt, sandy silt, gravelly silt, or clayey silt with low plasticity SILTS AND CLAYS CL Inorganic clay of low to medium plasticity, sandy clay, gravelly clay, silty clay, Lean Clay (Liquid Limit less than 50) OL Low to medium plasticity Silt or Clay with significant organic content (vegetative matter) MH Inorganic elastic silt, sandy silt, gravelly silt, or clayey silt of medium to high plasticity SILTS AND CLAYS CH Inorganic clay of high plasticity, Fat Clay (Liquid Limit 50 or more) OH Medium to high plasticity Silt or Clay with significant organic content (vegetative matter) HIGHLY ORGANIC SOILS PT Peat or other highly organic soils Dual symbols are used for coarse grained soils with 5 to 12% fines (ex: SP-SM), and for soils with Atterberg Limits falling in the CL-ML band in the Plasticity Chart. Borderline classifications between groups may be indicated by two symbols separated by a slash (ex: CL/CH, SW/GW). COARSE GRAINED SOILS Blowcount SPT 1 (CAL) (0-6) 5-10 (7-15) (16-45) (46-75) >50 (>75) CONSISTENCY CLASSIFICATION Consistency Very Loose Loose Med. Dense Dense Very Dense Blowcount 3 SPT 1 (CAL) 2 <2 (<3) 2-4 (3-6) 5-8 (7-12) 9-15 (13-22) (23-45) >31 (>45) FINE GRAINED SOILS Consistency Undrained Shear Strenth 3, S u (ksf) Very Soft < 0.25 Soft Firm Stiff Very Stiff Hard >4.0 MOISTURE CLASSIFICATION Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table 1. Number of blows of a 140-lb. hammer falling 30-inches to drive a 2-inch OD (1.375-inch ID) [ASTM D-1585] the final 12-inches of driving 2. Number of blows of a 140-lb. hammer falling 30-inches to drive a 3-inch OD (2.42- inch ID) the final 12-inches of driving. 3. Undrained shear strength of cohesive soils predicted from field blowcounts is generally unreliable. Where possible, consistency should be based on S u data from pocket penetrometer, torvane, or laboratory testing. CLASSIFICATION CRITERIA BASED ON LABORATORY TESTS Grain Size Classification CLAY AND SILT SAND GRAVEL Fine Medium Coarse Fine Coarse COBBLES US Std Sieve Grain Size (mm) BOULDERS Classification of earth materials shown on the logs is based on field inspection and should not be construed to imply laboratory analysis unless so stated. Coefficient of Uniformity: C u = D 60 / D 10 Coefficient of Curvature: C C = (D 30 ) 2 / (D 10 x D 60 ) D 10 = 10% of the soil is finer than this diameter D 30 = 30% of the soil is finer than this diameter D 30 = 60% of the soil is finer than this diameter SW C u >6 and C c between 1 and 3 GW C u >4 and C c between 1 and 3 GP or SP Clean gravel or sand not meeting requirement for GW or SW GM or SM Plots below "A" Line on Plasticity Chart or PI < 4 GC or SC Plots above "A" Line on Plasticity Chart and PI > 7 A 1

28 GW GW-GM GW-GC GP-GM Well-graded GRAVEL with SAND Poorly graded GRAVEL Well-graded GRAVEL with SILT Well-graded GRAVEL with CLAY (or SILTY CLAY) Well-graded GRAVEL with CLAY and SAND (or SILTY CLAY and SAND) Poorly graded GRAVEL with CLAY (or SILTY CLAY) GP-GC Poorly graded GRAVEL with CLAY and SAND (or SILTY CLAY and SAND) GM Well-graded SAND with CLAY (or SILTY CLAY) SW-SC Well-graded SAND with CLAY and GRAVEL (or SILTY CLAY and GRAVEL) SM SC Poorly graded SAND with SILT SILTY SAND with GRAVEL CLAYEY SAND with GRAVEL SILTY, CLAYEY SAND SC-SM SILTY, CLAYEY SAND with GRAVEL PT Poorly graded GRAVEL with SAND Well-graded GRAVEL with SILT and SAND Poorly graded GRAVEL with SILT and SAND SILTY GRAVEL CLAYEY GRAVEL SILTY, CLAYEY GRAVEL Well-graded SAND Well-graded SAND with GRAVEL Poorly graded SAND Poorly graded SAND with GRAVEL Well-graded SAND with SILT and GRAVEL Poorly graded SAND with SILT and GRAVEL SILTY SAND CLAYEY SAND PEAT COBBLES COBBLES and BOULDERS BOULDERS GROUP SYMBOLS AND NAMES Graphic / Symbol Group Names Graphic / Symbol Group Names GP GC GC-GM SW SP SW-SM SP-SM Well-graded GRAVEL Poorly graded GRAVEL with SILT SILTY GRAVEL with SAND CLAYEY GRAVEL with SAND SILTY, CLAYEY GRAVEL with SAND Well-graded SAND with SILT Poorly graded SAND with CLAY (or SILTY CLAY) SP-SC Poorly graded SAND with CLAY and GRAVEL (or SILTY CLAY and GRAVEL) CL CL-ML ML OL OL CH MH OH OH OL/OH DRILLING METHOD SYMBOLS Lean CLAY Lean CLAY with SAND Lean CLAY with GRAVEL SANDY lean CLAY SANDY lean CLAY with GRAVEL GRAVELLY lean CLAY GRAVELLY lean CLAY with SAND SILTY CLAY SILTY CLAY with SAND SILTY CLAY with GRAVEL SANDY SILTY CLAY SANDY SILTY CLAY with GRAVEL GRAVELLY SILTY CLAY GRAVELLY SILTY CLAY with SAND SILT SILT with SAND SILT with GRAVEL SANDY SILT SANDY SILT with GRAVEL GRAVELLY SILT GRAVELLY SILT with SAND ORGANIC lean CLAY ORGANIC lean CLAY with SAND ORGANIC lean CLAY with GRAVEL SANDY ORGANIC lean CLAY SANDY ORGANIC lean CLAY with GRAVEL GRAVELLY ORGANIC lean CLAY GRAVELLY ORGANIC lean CLAY with SAND ORGANIC SILT ORGANIC SILT with SAND ORGANIC SILT with GRAVEL SANDY ORGANIC SILT SANDY ORGANIC SILT with GRAVEL GRAVELLY ORGANIC SILT GRAVELLY ORGANIC SILT with SAND Fat CLAY Fat CLAY with SAND Fat CLAY with GRAVEL SANDY fat CLAY SANDY fat CLAY with GRAVEL GRAVELLY fat CLAY GRAVELLY fat CLAY with SAND Elastic SILT Elastic SILT with SAND Elastic SILT with GRAVEL SANDY elastic SILT SANDY elastic SILT with GRAVEL GRAVELLY elastic SILT GRAVELLY elastic SILT with SAND ORGANIC fat CLAY ORGANIC fat CLAY with SAND ORGANIC fat CLAY with GRAVEL SANDY ORGANIC fat CLAY SANDY ORGANIC fat CLAY with GRAVEL GRAVELLY ORGANIC fat CLAY GRAVELLY ORGANIC fat CLAY with SAND ORGANIC elastic SILT ORGANIC elastic SILT with SAND ORGANIC elastic SILT with GRAVEL SANDY elastic ELASTIC SILT SANDY ORGANIC elastic SILT with GRAVEL GRAVELLY ORGANIC elastic SILT GRAVELLY ORGANIC elastic SILT with SAND ORGANIC SOIL ORGANIC SOIL with SAND ORGANIC SOIL with GRAVEL SANDY ORGANIC SOIL SANDY ORGANIC SOIL with GRAVEL GRAVELLY ORGANIC SOIL GRAVELLY ORGANIC SOIL with SAND C CL CP CR CU DS EI PI PL PM PP R SE FIELD AND LABORATORY TESTS Consolidation (ASTM D ) Collapse Potential (ASTM D ) Compaction Curve (CTM ) Corrosion, Sulfates, Chlorides (CTM ; CTM ; CTM ) Consolidated Undrained Triaxial (ASTM D ) Direct Shear (ASTM D ) Expansion Index (ASTM D ) M Moisture Content (ASTM D ) OC Organic Content (ASTM D ) P Permeability (CTM ) PA Particle Size Analysis (ASTM D [2002]) Liquid Limit, Plastic Limit, Plasticity Index (AASHTO T 89-02, AASHTO T 90-00) Point Load Index (ASTM D ) Pressure Meter Pocket Penetrometer R-Value (CTM ) Sand Equivalent (CTM ) SG Specific Gravity (AASHTO T ) SL Shrinkage Limit (ASTM D ) SW Swell Potential (ASTM D ) TV Pocket Torvane UC Unconfined Compression - Soil (ASTM D ) Unconfined Compression - Rock (ASTM D ) UU Unconsolidated Undrained Triaxial (ASTM D ) UW Unit Weight (ASTM D ) VS Vane Shear (AASHTO T [2004]) SAMPLER GRAPHIC SYMBOLS Standard Penetration Test (SPT) Standard California Sampler Modified California Sampler Shelby Tube NX Rock Core Bulk Sample Piston Sampler HQ Rock Core Other (see remarks) WATER LEVEL SYMBOLS Auger Drilling Rotary Drilling Dynamic Cone or Hand Driven Diamond Core First Water Level Reading (during drilling) Static Water Level Reading (after drilling, date) DEFINITIONS FOR CHANGE IN MATERIAL Term Definition Symbol Change in material is observed in the Material sample or core, and the location Change of change can be accurately measured. Estimated Material Change Change in material cannot be accurately located because either the change is gradational or because of limitations in the drilling/sampling methods used. Ref.: Caltrans Soil and Rock Logging Classification, and Presentation Manual (2010) GROUP GROUP DELTA CONSULTANTS, INC. FIGURE NUMBER GEOTECHNICAL ENGINEERS AND GEOLOGISTS PROJECT NAME A-1B A-1b PROJECT NUMBER EXPO LRT PHASE 2 PROJECT L-949 Soil/Rock Boundary Material changes from soil characteristics to rock characteristics. DELTA CONSULTANTS BORING RECORD LEGEND #2

29 BORING RECORD PROJECT NAME PROJECT NUMBER HOLE ID MLK Honda Dealership LA-1265 B-1 SITE LOCATION START FINISH SHEET NO. Martin Luther King Jr Blvd, Los Angeles, CA 10/14/ /14/ of 3 DRILLING COMPANY DRILL RIG DRILLING METHOD LOGGED BY CHECKED BY Martini CME 75 Hollow Stem Auger D. Sanchez J. Bueno HAMMER TYPE (WEIGHT/DROP) HAMMER EFFICIENCY (ERi) BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GW (ft) Hammer: 140 lbs., Drop: 30 in. 8" / na DRIVE SAMPLER TYPE(S) & SIZE (ID) NOTES SPT / na DURING DRILLING AFTER DRILLING DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / 6 IN) BLOW/FT "N" MOISTURE (%) DRY DENSITY (PCF) PASSING #200 (%) ATTERBERG LIMITS (LL:PL:PI) POCKET PEN (tsf) OTHER TESTS DRILLING METHOD GRAPHIC LOG DESCRIPTION AND CLASSIFICATION ASPHALT CONCRETE (3") BASE (10") SILTY SAND (SM); dark brown; moist; fine to medium SAND. 175 Bulk-1 5 S-1 w.o.h Very loose; brown to dark brown; moist; fine SAND; trace GRAVEL S Poorly-graded SAND (SP); loose to medium dense; light grayish brown; dry; fine to medium SAND. 165 GDC_LOG_BORING_2011 LA-1265 BORING LOGS.GPJ GDCLOG.GDT 3/10/ S-3 S GROUP DELTA CONSULTANTS, INC. 370 Amapola Ave., Suite 212 Torrance, CA Same as above. SILTY SAND (SM); loose to medium dense; brown; dry to moist; fine SAND. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A2 a

30 BORING RECORD PROJECT NAME PROJECT NUMBER HOLE ID MLK Honda Dealership LA-1265 B-1 SITE LOCATION START FINISH SHEET NO. Martin Luther King Jr Blvd, Los Angeles, CA 10/14/ /14/ of 3 DRILLING COMPANY DRILL RIG DRILLING METHOD LOGGED BY CHECKED BY Martini CME 75 Hollow Stem Auger D. Sanchez J. Bueno HAMMER TYPE (WEIGHT/DROP) HAMMER EFFICIENCY (ERi) BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GW (ft) Hammer: 140 lbs., Drop: 30 in. 8" / na DRIVE SAMPLER TYPE(S) & SIZE (ID) NOTES SPT / na DURING DRILLING AFTER DRILLING DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. S-5 PENETRATION RESISTANCE (BLOWS / 6 IN) BLOW/FT "N" 24 MOISTURE (%) DRY DENSITY (PCF) PASSING #200 (%) ATTERBERG LIMITS (LL:PL:PI) POCKET PEN (tsf) OTHER TESTS DRILLING METHOD GRAPHIC LOG DESCRIPTION AND CLASSIFICATION Poorly-graded SAND (SP); medium dense; light brown to light gray; dry; fine to medium SAND; trace SILT; trace GRAVEL S Dense; light grayish brown to brown; dry to moist; few to little GRAVEL S Very dense; light brown to brown; dry; fine to coarse SAND; little GRAVEL. 140 GDC_LOG_BORING_2011 LA-1265 BORING LOGS.GPJ GDCLOG.GDT 3/10/ S-8 S / /9" 71 GROUP DELTA CONSULTANTS, INC. 370 Amapola Ave., Suite 212 Torrance, CA Same as above. Well-graded SAND with GRAVEL (SW); very dense; light brown; dry; fine to coarse SAND; fine to medium GRAVEL. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A2 b

31 BORING RECORD PROJECT NAME PROJECT NUMBER HOLE ID MLK Honda Dealership LA-1265 B-1 SITE LOCATION START FINISH SHEET NO. Martin Luther King Jr Blvd, Los Angeles, CA 10/14/ /14/ of 3 DRILLING COMPANY DRILL RIG DRILLING METHOD LOGGED BY CHECKED BY Martini CME 75 Hollow Stem Auger D. Sanchez J. Bueno HAMMER TYPE (WEIGHT/DROP) HAMMER EFFICIENCY (ERi) BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GW (ft) Hammer: 140 lbs., Drop: 30 in. 8" / na DRIVE SAMPLER TYPE(S) & SIZE (ID) NOTES SPT / na DURING DRILLING AFTER DRILLING DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. S-10 PENETRATION RESISTANCE (BLOWS / 6 IN) BLOW/FT "N" 54 MOISTURE (%) DRY DENSITY (PCF) PASSING #200 (%) ATTERBERG LIMITS (LL:PL:PI) POCKET PEN (tsf) OTHER TESTS DRILLING METHOD GRAPHIC LOG Well-graded SAND with GRAVEL (SW) (continued). Same as above. Total Depth: 51.5 Feet. DESCRIPTION AND CLASSIFICATION 125 Groundwater not encountered. Boring backfilled with cement/bentonite slurry and topped with cold patch GDC_LOG_BORING_2011 LA-1265 BORING LOGS.GPJ GDCLOG.GDT 3/10/ GROUP DELTA CONSULTANTS, INC. 370 Amapola Ave., Suite 212 Torrance, CA THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A2 c

32 BORING RECORD PROJECT NAME PROJECT NUMBER HOLE ID MLK Honda Dealership LA-1265 B-2 SITE LOCATION START FINISH SHEET NO. Martin Luther King Jr Blvd, Los Angeles, CA 10/14/ /14/ of 3 DRILLING COMPANY DRILL RIG DRILLING METHOD LOGGED BY CHECKED BY Martini CME 75 Hollow Stem Auger D. Sanchez J. Bueno HAMMER TYPE (WEIGHT/DROP) HAMMER EFFICIENCY (ERi) BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GW (ft) Hammer: 140 lbs., Drop: 30 in. 8" / na DRIVE SAMPLER TYPE(S) & SIZE (ID) NOTES SPT / na DURING DRILLING AFTER DRILLING DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / 6 IN) BLOW/FT "N" MOISTURE (%) DRY DENSITY (PCF) PASSING #200 (%) ATTERBERG LIMITS (LL:PL:PI) POCKET PEN (tsf) OTHER TESTS DRILLING METHOD GRAPHIC LOG DESCRIPTION AND CLASSIFICATION ASPHALT (5") SILTY SAND (SM); dark brown; moist; fine to medium SAND. Bulk S Medium dense S Poorly-graded SAND (SP); medium dense; light grayish brown; moist; fine to medium SAND. GDC_LOG_BORING_2011 LA-1265 BORING LOGS.GPJ GDCLOG.GDT 3/10/ S-3 S GROUP DELTA CONSULTANTS, INC. 370 Amapola Ave., Suite 212 Torrance, CA SILT (ML); soft to firm; brown; moist; trace fine SAND. Stiff. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A3 a

33 BORING RECORD PROJECT NAME PROJECT NUMBER HOLE ID MLK Honda Dealership LA-1265 B-2 SITE LOCATION START FINISH SHEET NO. Martin Luther King Jr Blvd, Los Angeles, CA 10/14/ /14/ of 3 DRILLING COMPANY DRILL RIG DRILLING METHOD LOGGED BY CHECKED BY Martini CME 75 Hollow Stem Auger D. Sanchez J. Bueno HAMMER TYPE (WEIGHT/DROP) HAMMER EFFICIENCY (ERi) BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GW (ft) Hammer: 140 lbs., Drop: 30 in. 8" / na DRIVE SAMPLER TYPE(S) & SIZE (ID) NOTES SPT / na DURING DRILLING AFTER DRILLING DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. S-5 PENETRATION RESISTANCE (BLOWS / 6 IN) BLOW/FT "N" 16 MOISTURE (%) DRY DENSITY (PCF) PASSING #200 (%) ATTERBERG LIMITS (LL:PL:PI) POCKET PEN (tsf) OTHER TESTS DRILLING METHOD GRAPHIC LOG DESCRIPTION AND CLASSIFICATION SILTY SAND (SM); medium dense; brown; moist; fine SAND R Well-graded SAND with GRAVEL (SW); very dense; light brown to dark brown; moist; fine to coarse SAND; fine to coarse GRAVEL S Same as above GDC_LOG_BORING_2011 LA-1265 BORING LOGS.GPJ GDCLOG.GDT 3/10/ S-8 S GROUP DELTA CONSULTANTS, INC. 370 Amapola Ave., Suite 212 Torrance, CA Same as above SILT/Elastic SILT (ML/MH); very stiff; light grayish brown; moist. Red staining. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A3 b

34 BORING RECORD PROJECT NAME PROJECT NUMBER HOLE ID MLK Honda Dealership LA-1265 B-2 SITE LOCATION START FINISH SHEET NO. Martin Luther King Jr Blvd, Los Angeles, CA 10/14/ /14/ of 3 DRILLING COMPANY DRILL RIG DRILLING METHOD LOGGED BY CHECKED BY Martini CME 75 Hollow Stem Auger D. Sanchez J. Bueno HAMMER TYPE (WEIGHT/DROP) HAMMER EFFICIENCY (ERi) BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GW (ft) Hammer: 140 lbs., Drop: 30 in. 8" / na DRIVE SAMPLER TYPE(S) & SIZE (ID) NOTES SPT / na DURING DRILLING AFTER DRILLING DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. S-10 PENETRATION RESISTANCE (BLOWS / 6 IN) BLOW/FT "N" 74 MOISTURE (%) DRY DENSITY (PCF) PASSING #200 (%) ATTERBERG LIMITS (LL:PL:PI) POCKET PEN (tsf) OTHER TESTS DRILLING METHOD GRAPHIC LOG Poorly-graded SAND (SP); very dense; light brown; moist; fine SAND. Total Depth: 51.5 Feet. DESCRIPTION AND CLASSIFICATION Groundwater not encountered. Boring backfilled with cement/bentonite slurry and topped with cold patch GDC_LOG_BORING_2011 LA-1265 BORING LOGS.GPJ GDCLOG.GDT 3/10/ GROUP DELTA CONSULTANTS, INC. 370 Amapola Ave., Suite 212 Torrance, CA THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A3 c

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38 730 & 800 Martin Luther King Jr Blvc Los Angeles, CA CPT Shear Wave Measurements S-Wave Interval Tip Geophone Travel S-Wave Velocity S-Wave Depth Depth Distance Arrival from Surface Velocity CPT-2 (ft) (ft) (ft) (msec) (ft/sec) (ft/sec) Shear Wave Source Offset = 5 ft S-Wave Velocity from Surface = Travel Distance/S-Wave Arrival Interval S-Wave Velocity = (Travel Dist2-Travel Dist1)/(Time2-Time1)

39