Investigations of Thirty-Three Loma Prieta Earthquake Strong Motion Recording Sites

California Universities for Research in Earthquake Engineering Building Contractors Society of Japan

UJLPE United States / Japan Loma Prieta Earthquake Project Investigations of Thirty-Three Loma Prieta Earthquake Strong Motion Recording Sites

Charles C. Thiel Jr. John F. Schneider

with contributions from

Susan Chang, Joseph Sun, Woodward-Clyde Consultants James Gibbs, Thomas Powers, Thomas Fumal, David Boore, William Joyner, U.S. Geological Survey Robert Steller, Robert Nigbor, Agbabian Associates Bruce B. Redpath, Redpath Geophysics

Reporting information collected with the support of

Building Contractors Society of Japan Electric Power Research Institute

with additional support provided by U.S. Geological Survey University of California, Davis California Universities for Research in Earthquake Engineering San Francisco International Airport Authority

CUREe/BCS Joint Oversight Committee: Dr. A. Endo, Kajima Corporation Dr. Y. Goto, Obayashi Corporation Dr. K. Hagio, Taisei Corporation Professor LM. Idriss, University of California, Davis Professor H.C. Shah, Stanford University Professor R. Shepherd, University of California, Irvine

California Universities for Research in Earthquake Engineering (CUREe) Department of Civil Engineering Stanford University Stanford, California 9305-4020 Investigations of Thirty-Three Loma Prieta Earthquake Strong Motion Recording Sites

TABLE OF CONTENTS

SECTIONS PAGE Preface iv 1. United States Japan Loma Prieta Earthquake Project 1 Building Contractors Society of Japan 2 California Universities for Research in Earthquake Engineering 5 Electric Power Research Institute 5 2. UJLPE Project management 6 UJLPE site investigations 7 3. The Loma Prieta earthquake 11 3.1 Overview of the Earthquake 11 3.2 Regional geological and seismological setting 13 3.3 Deep structure of the San Francisco Bay region 15 4. Strong motion observations in the Loma Prieta earthquake 22 5. Results for drilled sites 33 5.1 Sites investigated 33 5.2 Site reports 37 5.3 Electronic data base 38 6. Investigation methods 40 6.1 Geotechnical logging 40 Rock sites 40 Drilling and Sampling 40 Disposal of waste material from drilling 41 Soil sites 41 Drilling and sampling 41 Reaming and PVC casing 42 Grouting and protective covering 42 Disposal of waste material from drilling 43 6.2 Geophysical data collection for investigated sites 43 Measurement techniques and procedures 45 Suspension PS velocity logging 45 Downhole velocity surveys 49 Attenuation measurements 51 Shear-wave refraction surveys 52 7. Concluding Remarks 55 8. References 62

FIGURES 1-1 Locations of free-field strong ground motion sites. 4 3-1 Isoseismal map of the damage impacts of the Loma Prieta earthquake 12 3-2 Simplified map showing faults in the San Francisco Bay area 14

UJLPE Page i 3-3 Crustal thickness for California and adjacent regions as presented in the paper by Fuis and Mooney [1990] 17 3-4 Crustal structure in Central California along Transect C2 18 3-5 Continuation of Figure 3-4. Crustal structure in Central California along Transect C2 19 3-6 Key to symbols used in Figures 3-4 and 3-5 20 3-7 Velocity depth curves. 21 4-1 Ground stations with recorded ground motions from the Loma Prieta earthquake for which drilling has been planned or completed 27 4-2 Peak horizontal recorded accelerations for free field sites recorded during the Loma Prieta earthquake for rock, soil and soft soil sites. 28 4-3 Accelerograms for the east-west components of motions recorded at rock sites (Corralitos, Gilroy No. 1, and Santa Cruz Lick Observatory) within 20 kilometers of the source 29 4-4 Accelerograms for the east-west components of motions recorded at rock sites in San Francisco (Diamond Heights, Rincon Hill and Pacific Heights) 30 4-5 Accelerograms for the east-west components of motions recorded at soil sites in Emeryville and Oakland (Outer Wharf and 2-story building) 31 4-6 Accelerograms for the east-west components of motions recorded at the nearby Treasure Island (soil) and Yerba Buena Island (rock) sites 32 6-1 Conceptual illustration of suspension P-S logging system 47 6-2 Filtered (1000 Hz. lowpass) 78.1 foot record. 49 7-1 Composite rock shear velocity logs for suspension logged sites 56

TABLES 1-1 Strong motion sites for which site characteristics were collected during the UJLPE project 3 2-1 Original proposed listing of rock sites to be investigated 8 2-2 Original proposed rank ordering of soil sites to be drilled under UJLPE. 9 4-1 Ground stations with recorded ground motions from the Loma Prieta earthquake ordered by distant from the epicenter originally considered by JOC 23 5-1 Summary of strong motions recorded at rock sites during 1989 Loma Prieta earthquake 35 5-2 Summary of field exploration data for soil sites. 36 5-3 Summary of field exploration data recorded at soil sites during 1989 Loma Prieta earthquake 36 5-4 Strong motion sites for which site characteristics were collected during the UJLPE project 37 5-5 Single use license agreement. 39

UJLPE Page ii 6-1 Sites at which geophysics information was obtained 44 6-2 Types of geophysical data collected for investigated sites 46 7.1 Stations with recorded ground motions from the Loma Prieta earthquake with subsurface investigations 58 7.2 Summary of recorded strong motions from instrumented buildings during the Loma Prieta earthquake 58 7.3 Summary of records from other structures 61

ATTACHMENTS Tab 1 Alameda Naval Air Station Tab 2 Agnews State Hospital Tab 3 Belmont Two-story Building Tab 4 Capitola Fire Station Tab 5 Gilroy Array Number 2 Tab 6 Halls Valley Grant Park Tab 7 Hayward - CSUH Stadium Grounds Tab 8 Lawrence Livermore Site 300 Tab 9 Lexington Dam Tab 10 Martinez Veterans Administration Medical Center Tab 11 Menlo Park Veterans Administration Hospital Tab 12 Mission San Jose Fire Station Tab 13 Monterey City Hall Tab 14 Naval Station Treasure Island Tab 15 Oakland Wharf Outer Harbor Tab 16 Oakland Two-story Building Tab 17 Palo Alto Veterans Administration Hospital Tab 18 Patterson Pass Road Tab 19 Piedmont Junior High School Grounds Tab 20 Point Bonita Tab 21 Richmond City Hall Parking Lot Tab 22 SAGO South/Hollister Tab 23 San Francisco Diamond Heights Tab 24 San Francisco International Airport Tab 25 San Francisco Pacific Heights Tab 26 San Francisco Rincon Hill Tab 27 San Francisco Telegraph Hill Tab 28 San Francisco Veterans Administration Medical Center Tab 29 Santa Cruz/Lick Observatory Electronics Laboratory Tab 30 South San Francisco Sierra Point Tab 31 University of California Haviland Hall Tab 32 University of California Memorial Stadium Tab 33 Yerba Buena Island

UJLPE Page iii PREFACE

The advance of earthquake engineering in general, and strong motion seismology in particular, depends on data—observations and measurements of earthquake response. These data will help in formulating, calibrating and verifying existing and future analytical procedures. Over the past 60 years, and particularly in the last two decades, an unheralded group persisted in installing and maintaining strong motion instruments, just waiting for the moment when useful data would be recorded. For instruments in the San Francisco Bay area, that moment came in 1989 with the Loma Prieta earthquake of October 17.

Now we have a wealth of strong motion recordings, but we do not know much about the sites where the instruments were installed and how these site conditions may have effected the recordings. In the desire for data, instruments were installed without determining the details of their supporting foundation materials. This was prudent: the number of instruments installed could thereby be substantially increased whereas site information could be collected after the earthquake. Collection of such subsurface site information was the goal of this project.

The U.S. Geological Survey embarked on a program of site investigations, but was limited by budget and by the enormity of the task. The Building Contractors Society of Japan (BCS) and the Electric Power Research Institute (EPRI) recognized both the value of the strong motion data and the importance of accelerating the determination of site properties. BCS, whose members are Japanese construction firms, and EPRI, whose members are US electric power utilities, undertook at considerable expense to add important sites, a total of 33 reported here, to the catalog of those whose site characteristics have been investigated. USGS contributed expertise to these efforts. Many others also participated in this effort, including: the University of California at Davis, California Universities for Research in Earthquake Engineering (CUREe), San Francisco International Airport Authority, and Purdue University. Just as important as the commitment to the investigation work of the sponsors was their decision that the information obtained be made public for all to use.

This report is the product of many individuals' and institutions' efforts. CUREe and EPRI are pleased to acknowledge the contributions of those named in the text as well as many unnamed others who recognized the value of the data and contributed unselfishly. Of the latter, those whose perseverance lead to the network of installed instruments are of particular note. The BCS/CUREe Joint Oversight Committee and the Japanese sponsors made many useful suggestions and recommendations—Drs. Endo, Goto, Hagio, Idriss, Shah and Shepherd each brought an important understanding and insight to the program that shaped its outcome. The efforts of Woodward-Clyde Consultants, Agbabian Associates and Redpath Geophysics all worked beyond their contract terms for the benefit of obtaining the information reported in this report.

UJLPE Page iv CUREe gratefully acknowledges the financial support of the Building Contractors Society of Japan. On behalf of current and future research and earthquake engineering users, CUREe thanks the Building Contractors Society of Japan and the Electric Power Research Institute for having the foresight to provide the means to obtain this much needed data. Without their financial and other support, UJLPE could not have been completed. We also thank the other institutions who contributed to UJLPE's successful completion: U.S. Geological Survey, California Universities for Research in Earthquake Engineering, San Francisco International Airport Authority, Purdue University, and the University of California at Davis and their sponsors the Kiso-Jiban Consultants Co. Ltd.; Mitsui Construction Co., Ltd.; NKK Corporation; and, Sato Kogyo Co., Ltd.

While this report contributes much to the understanding of Loma Prieta sites, much is left undone. Over a hundred sites remain to have subsurface characterizations. Hopefully, they will be completed over time as other institutions and organizations recognize how important these site data are in furthering our understanding of the nature of earthquake ground motion, as have BCS and EPRI.

UJLPE Page v 1. UNITED STATES JAPAN LOMA PRIETA EARTHQUAKE PROJECT

The Loma Prieta earthquake of October 17, 1989 triggered a large number of strong motion instruments on rock, firm and soft soils, ranging from near the epicenter to the far field. These recordings represent one of the most robust, free-field strong motion data sets yet recovered for a major earthquake. They offer a substantial opportunity for advancement of understanding on how site conditions and source-site geometry affect site response.

The objective of the United States/Japan Loma Prieta Earthquake Project (UJLPE) was to collect subsurface geological and geotechnical information for sites where important strong motion records were obtained during the Loma Priem earthquake. Information was collected for 33 sites.

The US Strong Motion program in California is composed of two major parts—the federal part by the US Geological Survey (USGS) and state part by the California Division of Mines and Geology. Early in the federal and state program, a decision was made not to investigate the subsurface conditions at recording sites until an important record was recorded there. The cost of subsurface characterization is several times higher than that of placing the instrument. This decision allowed a substantially larger network to be installed and maintained than would otherwise have been possible. Thus, only a few of the more than 95 Loma Prieta free-field recording sites had subsurface information at the time of the earthquake.

USGS began a program to determine subsurface conditions for a limited number of sites following the earthquake; they have investigated about 29 sites but have reported their results for only two sites. The Electric Power Research Institute (EPRI) initiated a program to determine conditions at five, principally deep alluvium, sites, with assistance from the USGS and with partial financial support from the University of California at Davis.

The California Universities for Research in Earthquake Engineering (CUREe) proposed to undertake scientific investigations for the Building Contractors Society of Japan (BCS). These discussions led to the UJLPE program to collect subsurface information for selected strong motion sites not previously investigated by others. Since the objectives of UJLPE were similar to those of the EPRI program, UJLPE merged its field investigation program with theirs and used their existing drilling and geophysical investigation contracts under EPRI management. This report presents the results of the combined CUREe and EPRI programs and is the report to their respective sponsors. The EPRI effort was managed by John F. Schneider and the CUREe effort was managed by Charles C. Thiel Jr.

Subsurface information was obtained for 33 Loma Prieta strong motion sites: 21 rock and 12 soil sites. Data were obtained through drilling and logging sites, through data exchange with other projects, and through

UJLPE Page 1

subsurface geophysical investigations of existing holes. Figure 1-1 shows the location of the sites covered in this report. Table 1-1 reviews the sites and who sponsored the data collection. Vertical profiles of P- and S- wave velocities were obtained for all the sites except Telegraph Hill, which was characterized by a prior geotechnical investigation. Suspension P-S wave data were obtained for 24 sites. Conventional down-hole velocity data were obtained from the other eight sites. Detailed information for each site is appended to this report at the Tab numbers given in Table 1-1, including both site information, local geological maps, geotechnical logs and interpreted geophysical data.

The balance of this report and the attachments presents the information collected and describes the methods and techniques used. The sections contain:

Section Topic United States/Japan Loma Prieta Earthquake Project UJLPE Project management The Loma Prieta earthquake Strong motion observations in the Loma Prieta earthquake Results for drilled sites Investigation methods References Tabs 1-33 Detailed reports for the sites listed in Table 1-1

Building Contractors Society of Japan

The BCS is the professional trade association of Japanese contractors. It is a distinguished organization with a long history of substantial accomplishment. Fifteen major member firms have provided support to UJLPE. They and their representatives are:

. Fudo Construction Co., Ltd. Mr. H Tsuboi • Fujita Corporation Mr. Y. Takasaki • Hazama-Gumi, Ltd. Mr. M Ichikawa • Kajima Corporation Dr. A. Endo • Kumagai Gumi Co., Ltd. Mr. H Matsuzki • Maeda Corporation Dr. S Shimada • Mitsui Construction Co., Ltd. Mr. H Kosaka • Nishimatsu Construction Co., Ltd. Mr. T. Koyayashi • Obayashi Corporation Dr. Y. Goto • Penta-Ocean Construction Co., Ltd. Mr. T. Tamura • Taisei Corporation Dr. K Hagio • Takenaka Corporation Mr. K. Kobayashi • Tobishima Corporation Mr. T Tohaya • Toda Corporation Mr. M. Toda • Tokyu Construction Co., Ltd. Mr. M. Kimura

The Secretariat of Building Contractors was represented by

Building Contractors Society, Japan Mr. K. Nishimuko

UJLPE Page 2

Table 1-1 Strong motion sites for which site characteristics were collected during the UJLPE project.

Tab Station Name Note 1 Alameda Naval Air Station 8 2 Agnews State Hospital 4 3 Belmont Two-story Building 1 4 Capitola Fire Station 1 5 Gilroy Array Number 2 3 6 Halls Valley Grant Park 1 7 Hayward - CSUH Stadium Grounds 2 8 Lawrence Livermore Site 300 2 9 Lexington Dam 1 10 Martinez Veterans Administration Medical Center 1 11 Menlo Park Veterans Administration Hospital 4 12 Mission San Jose Fire Station 4 13 Monterey City Hall 1 14 Naval Station Treasure Island 3 15 Oakland Wharf Outer Harbor 3 16 Oakland Two-story Building 5 17 Palo Alto Veterans Administration Hospital 9 18 Patterson Pass Road 1 19 Piedmont Junior High School Grounds 1 20 Point Bonita 1 21 Richmond City Hall Parking Lot 4 22 SAGO South/Hollister 1 23 San Francisco Diamond Heights 1 24 San Francisco International Airport 6 25 San Francisco Pacific Heights 1 26 San Francisco Rincon Hill 1 27 San Francisco Telegraph Hill 7 28 San Francisco Veterans Administration Medical Center 2 29 Santa Cruz/Lick Observatory Electronics Laboratory 1 30 South San Francisco Sierra Point 1 31 University of California Haviland Hall 1 32 University of California Memorial Stadium 2 33 Yerba Buena Island 3 Notes 1 Site drilled and investigated with support of BCS. Subsurface geophysics determined from existing hole logged with support of BCS. Support from EPRI with participation of United States Geological Survey and University of California at Davis. Site drilled during Project by the Electric Power Research Institute and subsurface geophysics determined with support of BCS; site was a UJLPE priority site for investigation. Site drilled by Purdue University and investigated by project. Support from EPRI and the San Francisco International Airport Authority with participation by the USGS. Existing geotechnical log available but no subsurface information obtained. Support provided by USGS. Partial support provided to USGS by the Veterans Administration.

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Figure 1-1 Locations of free-field strong ground motion sites. See Table 2-1 for map locations keys to site names and characteristics. California Universities for Research in Earthquake Engineering

CUREe is an association of California universities formed in 1987 to cooperate in the performance of earthquake engineering research. Its member institutions include:

California Institute of Technology Stanford University University of California, Berkeley University of California, Davis University of California, Irvine University of California, Los Angeles University of California, San Diego University of Southern California

Electric Power Research Institute

The Electric Power Research Institute (EPRI) was formed in 1973 to apply advanced science and technology to the benefit of member utilities and their customers. EPRI's is supported through annual membership dues from over 660 member utilities. Their work covers a wide range of technologies related to the generation, delivery and use of electricity, with special attention paid to cost-effectiveness and environmental concerns.

UJLPE Page 5 2. UJLPE PROJECT MANAGEMENT

CUREe initiated UJLPE in September 1991 under a two year contract with BCS. Dr. Charles C. Thiel Jr., Consulting Professor of Structural Engineering at Stanford University was retained as the Project Manager. A Joint Oversight Committee for the project was appointed with three members each from the sponsor (BCS) and CUREe. They were:

Dr. A. Endo, Kajima Corporation Dr. Yozo Goto, Obayashi Corporation Dr. K. Hagio, Taisei Corporation Professor I.M. Idriss, University of California, Davis Professor H.C. Shah, Stanford University Professor R. Shepherd, University of California, Irvine

The CUREe members served as the CUREe Oversight Committee and regularly met with the Project Manager. The Joint Oversight Committee met four times during the project and once following its completion:

December 10-11, 1991 at Tokyo, Japan March 30, 19 at Yugawara, Japan September 7, 19 at Tokyo, Japan May 17, 1993 at Tokyo, Japan September 6, 1993 at Tokyo, Japan

A meeting was held in conjunction with each JOC meeting with representatives of the sponsors and BCS staff.

CUREe established a Technical Advisory Committee to assist in setting priorities. It met once at the beginning of the project; additional discussions were held with individual members during the project. It had eight CUREe members and three outside experts:

Prof. Ronald Scott California Institute of Technology Prof. Ronnie Borja Stanford University Prof. Nick Sitar University of California, Berkeley Prof. Bruce Kutter University of California, Davis Prof. Jose Pires University of California, Irvine Prof. Miaden Vucetic University of California, Los Angeles Prof. Geoffrey Martin University of Southern California Mr. Thomas Fumal US Geological Survey Dr. Anthony Shakal California Strong Motion Program, Division of Mines and Geology Dr. John Schneider Electric Power Research Institute

Seven sites, six very deep ones, were drilled by EPRI, with technical assistance from USGS and with partial financial support from the University of California at Davis (through a grant from the following companies in Japan: Kiso-Jiban Consultants Co. Ltd.; Mitsui Construction

UJLPE Page 6 Co., Ltd.; NKK Corporation; and, Sato Kogyo Co., Ltd.), and the San Francisco International Airport Authority. Purdue University also contributed access to their holes.

EPRI was able to commit additional internal funds to support drilling and geophysical investigations. These were committed to drilling four sites identified by UJLPE as high priority for investigation and to perform seismic refraction surveys for four other sites. USGS participated in UJLPE by providing geological logging of the UJLPE holes and data on other sites drilled as part of the EPRI program.

UJLPE site investigations

The JOC considered several options for allocating UJLPE resources to drilling and concluded that priority should be given to drilling rock sites. This was done for two basic reasons. First, drilling a soil site is generally much more expensive than for a rock site. Second, relatively few rock sites have been investigated and the UJLPE program could realistically expect to obtain subsurface information for practically all remaining rock sites. A few rock sites had been investigated—Yerba Buena and Corralitos most recently—but the focus for recent drilling had almost exclusively been on soil sites, particularly deep sites. The 25+ rock sites, for which recordings are available from the Loma Prieta earthquake, were evaluated as representing an excellent opportunity to begin to understand how rock type affects local response. Usually the wide range of rock types is lumped together as rock sites without differentiation in analysis. The results of EPRI drilling at Yerba Buena indicated that there was considerable weathering near the surface that could influence strong motion recording. Therefore, the Joint Oversight Committee approved selection of rock sites for first priority investigation, with drilling to proceed as funds allowed. Twenty-one rock sites listed in Table 2-1 were identified for potential investigation.

The cost of investigating rock sites was expected to use all or almost all the available funds. If there was any remaining balance, it was to be allocated to drilling and logging soil sites. While recent USGS and EPRI/USGS field investigations focused on alluvium sites, particularly soft and deep sites, over 50 alluvium sites were identified for which there was no known subsurface information. A priority listing of seven sites was developed to guide selection of soil sites to be drilled with available funds. These sites and the reasons for their selection are given in Table 2-2.

It was recognized that the actual sites to be drilled would depend on obtaining permission from the owner, availability of a suitable site for drilling, and cost. As discussed in Section 4, some adjustments were made during the drilling program.

UJLPE Page 7 Table 2-1 Original proposed listing of rock sites to be investigated. Four digit stations are maintained by the USGS, and five digit stations are maintained by CDMG.

Station Name Station # Calaveras Array, Cherry Flat Reservoir 1696 Hayward 58354 Hollister, SAGO vault 1032 Lawrence Livermore, Site 300 58043 Lexington Dam 57180 Martinez VA 1448 Monterey City Hall 47377 Patterson Pass Road CPP1 Piedmont 58338 Point Bonita 58043 SAGO South/Hollister 47189 San Francisco VA 1225 San Francisco, Cliff House 58132 San Francisco, Diamond Heights 58130 San Francisco, Pacific Heights 58131 San Francisco, Rincon Hill 58151 San Francisco, Telegraph Hill 58133 Santa Cruz, Lick Observatory 58135 South San Francisco, Sierra Point 58133 University of California Haviland Hall 1006 University of California Memorial Stadium NA2 Note: 1. Instrument owned by the Lawrence Livermore Laboratory. 2. Instrument owned by the University of California.

Several options were considered for how the rock sites could be investigated: 1) drill sites to sufficient depth to assure that the basement rock type has been encountered and log the holes using down-hole geophysical instruments; 2) drill sites to a modest depth, say 100-± feet, assuring penetration below the weathered section, and log the holes; or, 3) use geophysical methods to determine remotely the velocity profile (refraction) for the site, that is, do not drill the site, but use surface geophysical methods alone to determine the profile.

The first option was evaluated by the JOC as potentially so expensive that it could severely limit the number of sites that could be investigated. The second option has the advantage of surety in the type of material encountered to the depth drilled and that weathering near the surface is adequately characterized; the third has the advantages that it is considerably less expensive than the first or second and provides information to greater depth, but has the distinct disadvantage of not providing "hard" information on the materials encountered. Surface geophysics data were obtained for four representative sites by EPRI. Examination of these results indicated that cost savings and seismic profile

UJLPE Page 8 Table 2-2 Original proposed rank ordering of soil sites to be drilled under UJLPE. The number of sites to be drilled depended on available funds. Priority Name Station # Discussion 1 Capitola 47125 This is the closest alluvium site to the epicenter of the earthquake, about 9 km. It had the second highest ground motion recorded, .54g—the highest was at Corralitos, a rock site. It is believed to be a coarsely graded Holocene alluvium site. 2 Richmond 58503 This is a soft site at about 108 km. from the City Hall epicenter that experienced peak ground accelerations of .13g. This is much higher than alluvium sites at considerable closer distances, two standard deviations above typical attenuation projections for such a site. 3 Menlo Park 1230 This is an alluvium site at about 54 km. from the Veterans epicenter that experienced peak ground Administration accelerations of .27g. This is twice as high as the Hospital Fremont alluvium site at about the same distance, 55 km., but across the Bay. A comparison between the site characteristics of the Menlo and Fremont sites could offer an explanation of their substantially different response. 4 Mission 57064 This is an alluvium site at about 55 km. from the San Jose epicenter that experienced peak ground accelerations of .13g. This is half as high as the Menlo Park VA alluvium site at about the same distance, 55 km., but across the Bay. 5 Saratoga This is an alluvium site at about 27 km. from the epicenter that experienced peak ground accelerations of .33g. This is one of the closest alluvium high acceleration sites yet to be investigated 6 Halls 57191 This is an alluvium site at about 37 km. from the Valley/Grant epicenter that experienced peak ground Park accelerations of .13g. This site had relatively low accelerations for its distance to the epicenter. 7 Agnews State 57066 This is an alluvium site at about 40 km. from the Hospital epicenter that experienced peak ground accelerations of .17g. This is in an area of relatively low observed accelerations. It is expected to be a deep site based on nearby qeotechnical investigations for building sites. resolution were not sufficient to prefer its use. The decision tree analysis used to evaluate the possible outcomes for different approaches had several branches with substantially higher costs than the Option 2 approach of drilling all the sites to a modest depth. The JOC determined that Option 2, drilling through the weathered interface, was the most appropriate approach and it was implemented.

An agreement was completed with EPRI to manage all data acquisition efforts through existing contracts with Woodward-Clyde

UJLPE Page 9 Consultants of Oakland, California for drilling and with Agbabian Associates and Redpath Geophysics for field geophysics. EPRI also had an existing agreement with USGS to provide field logging. These agreements provided favorable costs to UJLPE.

UJLPE Page 10 3. THE LOMA PRIETA EARTHQUAKE

3.1 OVERVIEW OF THE EARTHQUAKE;

The Loma Prieta earthquake of October 17, 1989, (5:04 PM, Pacific Daylight Time) occurred near three, large modem cities—San Jose, San Francisco and Oakland. It was named after the highest topographic point near the fault zone. The epicenter was in a sparsely populated, mountainous area. The fault rupture penetrated upward to within about 4 miles of the ground surface, but did not break the ground surface. The earthquake (7.1M5, 6.9M,,,,) was felt from Los Angeles north to the Oregon State line, and east to western Nevada, BSSA [1991]. It was the largest to occur in the San Francisco Bay area since the great San Francisco earthquake of 1906.

Over 1,300 buildings were destroyed and 20,000 buildings damaged. More than 3,500 businesses were damaged and about 400 destroyed. Thirteen state-owned and five locally owned bridges were closed to traffic following the earthquake. Forty-one people died in the Cypress collapse, and one died on the Bay Bridge in a traffic accident moments after the earthquake. The cost of the earthquake to the transportation system was estimated at $1.8 billion, of which damage to State-owned viaducts totaled about $200 million and damage to other State- owned bridges was about $100 million. Fairly or not, the lasting legacy of the Loma Prieta earthquake probably will be the damage sustained by highway bridges, Housner and Thiel [1990].

The region affected by the strong, potentially damaging, ground motion extended from the Monterey Bay to the San Francisco-Oakland area (Figure 3-1). This area contains a wide range of modern engineered structures representing most forms of current construction: buildings, bridges, dams, tunnels, harbor works, pipelines, and manufacturing facilities. Shaking intensity was VIII on the Modified Mercalli Intensity scale (MM!) over an area of 30 miles long and 15 miles wide extending from Los Gatos to Watsonville and Santa Cruz. An outer zone of intensity VII extended 60+ miles northwest to San Francisco and Oakland, and 30 miles southeast to Salinas and Hollister. Within these regions, free-field, peak horizontal accelerations exceeded 60% g close to the source and were as high as 26% g at a distance of 60 miles. Strong shaking lasted less than 10 seconds.

The regional damage distribution differed in several respects from what might have been expected. The duration of strong shaking was about half as long as typical for a Magnitude 7.1 earthquake; ground motions were lower than would have been expected in San Jose, near the source, and higher than expected in the San Francisco-Oakland area, distant from the source. The nature of the soil conditions, both in the epicentral region and in the Bay area, played a very strong role in the damage distribution in this as well as in most California earthquakes. The ground motions in the Bay Area at soft soil sites, where much of the damage to bridges and viaducts

UJLPE Page 11 0 10 20 30 Miles

Figure 3-1 Isoseismal map of the damage impacts of the Loma Prieta earthquake. MM! VII is termed strong shaking and is described by the types of effects observed: weak unrein forced buildings damaged; unrein forced masonry chimneys broken at roof lines; disruption of building contents; plaster cracked. MM! VIII is termed very strong shaking: damage to non earthquake-resistant structures can be significant, with some collapses, particularly those in poor condition; damage to nonstructural elements in modern, seismically resistant buildings; and substantial disruption of building contents and toppling of unanchored equipment. Figure taken from Housner and Thiel [1990] based on maps prepared by the USGS. occurred, were significantly greater than the motions recorded at nearby rock and stiff soil sites.

Many reports and papers have been written that characterize the overall impacts of this earthquake on buildings and lifelines, Thiel, Housner, and Tobin [1991], Housner and Thiel [1990], and Benuska [1990]. Newer buildings generally performed well during and after the earthquake. Unreinforced masonry buildings experienced collapse and severe damage in the epicentral region and in the regions with poor soils, and these events resulted in loss of life. Older wood frame houses in the Santa Cruz and Watsonville areas suffered severe damage from collapse of unbraced cripple walls and thousands were made homeless by such failures. Older wood frame residential structures in the Marina area of San Francisco

UJLPE Page 12 sustained major damage due too weak first stories, principally because of garage openings, poor condition, and poor soils.

3.2 REGIONAL GEOLOGICAL AND SEISMOLOGICAL SETTING

The strong motion accelerograph sites are located within the California Coast Ranges Geomorphic Province. Two basic bedrock complexes are present: the Franciscan Assemblage, which consists of an array of continental and ocean floor deposits that were commingled in a subduction zone, and an intrusive granitic and metamorphic complex referred to as the Salinian block. The bedrock complexes are separated by faults, and are locally overlain by great thicknesses of Cretaceous and Cenozoic sedimentary rocks. The entire geomorphic province is strongly affected by folds, thrust faults, steep reverse faults and strike slip faults that developed as a consequence of deformations that began in the Cenozoic time [Page 1966, Taliaferro 1951]. The most prolonged and extensive displacement has occurred along the San Andreas fault system.

The Salinian block is bounded on the northeast by the San Andreas fault and on the southwest by the the San Gregorio fault system, see Figure 3-2. Its most prominent physiographic feature is the Salinas Valley, within which the bedrock complex is concealed by as much as three kilometers of Tertiary sediments. Bedrock is widely exposed in the Montara Mountains- Ben Lomond Mountain zone, in the Santa Lucia Range, the Sierra de Salinas, and the Gabilan Mountains. The Santa Cruz/Lick Observatory Laboratory, Capitola Fire Station, Monterey City Hall, and SAGO South/Holister sites are located within the Salinian block.

Franciscan assemblage rocks are extremely diverse; the prevalent rock type is sandstone [Taliaferro, 1951]. Shale also is common with chert, limestone, altered volcanics, and metamorphic rocks comprising smaller percentages of this assemblage. Serpentine is commonly associated with fault contact, with rocks of the Franciscan Assemblage. Rocks of the Franciscan Assemblage are widely exposed in San Mateo, San Francisco and Mann Counties, but are overlain by Tertiary rock units and by poorly consolidated sedimentary units of Plio-Pleistocene age in the eastern San Francisco Bay region and Santa Clara Valley. In general, they are present at great depths beneath the San Francisco Bay and the Santa Clara Valley. They also are deeply buried along the east side of the Berkeley Hills, where they are overlapped by Cretaceous sedimentary rocks of the Great Valley Sequence.

San Francisco Bay and Santa Clara Valley occupy a structural geologic depression bounded by the Santa Cruz Mountains and the Gabilan Range on the west and by the Mount Hamilton Range and the Berkeley Hills on the east. The central part of this depression has been filled to great depths by interfingering, relatively coarse-grained alluvial deposits and clay deposited in a subaqueous environment. The great thickness of the deposits

UJLPE Page 13 0

ve4e

1- 38°

San Francisco

- 37'

30 mi. \A• i t I 0-IN %.N \ % •1

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Figure 3-2 Simplified map showing faults in the San Francisco Bay area.

is the result of tectonic downwarping and the sea level fluctuations in response to glaciation during Pleistocene times [Norris and Webb, 1976]. Significant, but much lesser, deposits are the result of smaller Holocene sea-level fluctuations [Atwater et al, 1977]. In general, the Pleistocene deposits are covered with a relatively thin mantle of Holocene deposits. The youngest materials close to the present Bay shoreline are comprised largely of soft, plastic clay, with interbedded sand, organic matter, and shells. This

UJLPE Page 14 material, known as bay mud, is commonly underlain by a relatively firm, older bay mud. The natural shoreline is hidden largely by artificial fill that has been placed over bay mud deposits in tidal channels and flats [Radbruch, 1959]. A variety of Tertiary and Quaternary alluvial fan deposits are present between the old shore line and the foothills.

The regional seismic setting, see Figure 3-2, is dominated by the

San Andreas fault, which traverses the central part of the Santa Cruz mountains; Hayward fault, which lies along the foot of the Berkeley Hills; Calaveras fault, which lies within the eastern foothills of the Mount Hamilton Range and which joins the San Andreas fault to the south of the San Francisco Bay depression; and San Gregorio fault, which lies offshore of the project area.

These faults are believed capable of producing earthquakes of magnitude 7 to 8.

3.3 DEEP STRUCTURE OF THE SAN FRANCISCO BAY REGION1

The properties of the lithosphere along the San Andreas fault are not at all typical of continental areas. The crust along the San Andreas fault system thickens from about 16 km. at Cape Mendocino, in northern California, to about 30 km. in southern California. This is significantly thinner than the average 36 km thickness for the coterminous United States. Lithospheric thickness (20-60 km.) is also substantially less along most of the San Andreas than is typical for the continental area (60-170 km.). The lithosphere is thinnest at both ends of the fault system, at the Mendocino triple junction on the north, where the North American plate is sliding off the edge of the Gorda plate as it moves northward, and in the Salton trough on the south, where on shore spreading centers of the east Pacific rise are generating new crust in a rift between the North American and Pacific plates.

The crust in Central California was formed at an Andean-type continental margin and has been modified by large offsets along strike-slip faults of the San Andreas fault system. East of the San Andreas fault, the Andean-marginal sequence includes a subduction complex (Franciscan rocks), a forearc basin (Great Valley sequence), and a magmatic arc (plutons of the Sierra Nevada). The subduction complex appears to have been emplaced as a wedge beneath sedimentary rocks of the forearc basin. West of the fault, displaced blocks constitute an Andean-marginal sequence that has been shortened by strike-slip faulting.

The tectonic wedge of Franciscan rock east of the fault is interpreted to extend from its tip beneath the Great Valley all the way to the San Andreas fault. The presence of extended crust atop the tectonic wedge

1 The materials in this section were taken from the summary paper by Fuis and Mooney [1990] published in the volume on the San Andreas Fault edited by Wallace [1990].

UJLPE Page 15 (outliers of the Coast Range of ophiolite and Great Valley sequence) suggests the following tectonic evolution of the wedge:

Franciscan rocks were uplifted and upper-plate rocks (those above the subduction zone) were extended during the Cretaceous (or possibly the early Tertiary) well west of their current positions in the Coast Ranges. The Franciscan rocks and overlying extended crust were subsequently forced landward during one or more episodes in the form of a wedge that largely followed the contact between Great Valley basement and the Great Valley sequence. Wedge movement began during the subduction of the Farallon plate (or its derivative) beneath central California; however, it apparently is also occurring at the present, in the San Andreas transform regime.

Present movement is interpreted to result from compression across the San Andreas fault system coupled with the differential motion between the upper and lower crust; this differential motion is interpreted to occur on thrust fault(s) at the base of the wedge that sole into the brittle-ductile transition zone.

A contour map of crustal thickness in California provides an overview of the geophysical setting of the San Andreas fault system, Figure 3-3. These contours suggest that crustal structure in Central California is grossly two dimensional.

To illustrate the crustal structure of central California Fuis and Mooney modified and reinterpreted the part of the Centennial-Continental- Ocean transect C2 (Salleeby 1986) that extends from offshore California at Monterey Bay to the Sierran foothills near Modesto. Figures 3-4,5 and 6 reproduce their interpretation.

The velocity structure derived by Walter and Mooney [1982] from Stewart's [1968] seismic refraction measurements in the Gabilan and Santa Cruz Mountains can be subdivided into four separate crustal layers, Fuis, and Mooney [1990]. Figure 3-7 shows their velocity with depth models, with the following approximate velocity values:

Layer 1 2.1-4.6 km/s Layer 2 5.3-5.6 km/s Layer 3 6.0-6.15 km/s Layer 4 6.35-6.55 km/s or Layer 4a 6.3 km/s Layer 4b 6.6-6.8 km/s

The paper by Fuis, and Mooney [1990] gives an extensive reference list on which this velocity model is based. It should be noted that significant new deep refraction data have been collected, but have yet to be reported. USGS scientists are now engaged in a through reinterpretation of the crustal structure in the Bay area; publication is expected in the near future.

UJLPE Page 16

114° 120° 122° 120° 118° 116° 42° Cl Mt oin Shastao dicine fr. A Lake co Klamath Modoc 13 Mts co ., MENDOCINO do Plateau FRACTURE Trinity ZONE Cape E'ureka ultramatic Lassen Basin Mendocino bogy Peak and S. 40° Range MENDOCINO TRIPLE JUNCTION 0,

Clear ,G Lake c\-4 Lake Super Tahoe The JO"' Buttes • Geysers • C Shelf C;,; edge \ 0) 38° .tYtal° \ Ssn \ Francisco 0V I LONG Santa Clara li VALLEY Walley CALDERA Modesto Santa Cruz Mountains .... 0 co- 1.. Franoscan assemblage 9-4 Transect C2 • CI cbf Fresno Mt A / (fig. 8.4) I Monterey Whitney / Cl Great Valley Western vi 1, s .1)4, sequence 36° Basin I 0 .c) t't‘ LS' and Death 1 '5- co# 1 Range Valley FAULI BIG 00. Mojave 4s, BEND t•c` Morro Desert Needles Boy • \ SANTA 4„ 04, BARBARA VENTURA Colorado I BASIN BASIN 34° LOS \,+ ANGELES Desert BASIN \ California C6e SCI ‘, Continental *06i, Salton Sea Traneect C3 13oroertand "sy, ..0 A (lie. IA) Transect C3 11 S' SALT • 0 200 KILOMETERS W. 8.6) ok 0fir i 4 V TROUGH San Diego -- MEXICO

Figure 3-3 Crustal thickness for California and adjacent regions as presented in the paper by Fuis and Mooney [1990]. Northeast of the San Andreas fault in central California, thin crust (within the enclosed 28 km. contour) corresponds to Mesozoic/early Cenozoic forearc basin (Great Valley), and thick crust (within the 40 km. contour) corresponds to the magmatic arc of same age (Sierra Nevada) Southwest of the fault in central California, this Andean- marginal sequence is repeated but shortened; crust is relatively, thin there. Estimated error is 10%, or 1 to 1.5 contour intervals. See Figure 3-4 for the transect C2.

UJLPE Page 17 OFFSHOREREG ION SANTACRUZ MOUNTAINS Figure 3-4 Reinterpretation oftransept data.SeeFigure3-5foracontinuationofthis crosssection (1990] modifiedandreinterpreted fromtheCentennial-Continental-Ocean transectC2 and Figure3-6forthekey tosymbolsused.FigurereproducedfromFuisand Mooney depth-covered seismic-reflectiondata,andmodels ofseismic-refraction,gravity,and magnetic dataalongwestern partoftheCentennialContinentalTransectC2. gg580(9 M;Argir Intlf; Img>5) Crustal structureinCentralCaliforniaalongTransect C2. UJLPE zm U 7 ...... I CI ;:i : 611 (Salleeby 1986). W F11 0 ' e- SI:131311011A NI'H1e13C1 .- 1:3 We . C.0 .8 C W yl 0 0 ...... 4- ti M .

a A: ..- 0 St:131311011M NI'HId30 Surface geology, CV 0 I Page 18 B: 0 eq

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d rj laSii0 an tary imen d se GREAT VALLE ic

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Figure 3-5 Continuation of Figure 3-4. Crustal structure in Central California along Transect C2. See figure 3-6 for a key to the symbols used.

UJLPE Page 19 Explanation for Figures 3-4A and 3-5A Continental and continental rift I. 3.6/4.6 Nonmarine elastic rucks—Circles, conglomerate; P-wave velocity in kilometers per second at top/base i of layer—Velocities in parentheses are projected circles and dots, conglomerate and sandstone; darker color, metamorphosed -r- P-wave velocity boundary—Heavy tick where profile -a- ,=• Marine elastic rocks—Strike-and-dip symbol, perpendicular to page; light line where profile in carbonate bearing plane of page; short dashed where change in gradient Volcanic only; long dashed in figure 8.4A for model of Dean rocks • Rocks of mixed felsic to mafic composition Whitman and others (unpub. data. 1985). Boundaries Middle crust—Inferred are determined by refraction profiling except for off- ..„, to be gneiss and schist shore central California (fig. 8.4A) where they are developed at 10- to 20-km depth at greenschist to determined by reflection profiling E amphibolite fades Lower crust— Inferred to be gneiss developed below Reflector from reflection profiling—Queried where 20-km depth at amphibolite to granulite fades - uncertain Mafic crust, undivided—Denser —0-0— Density and magnetic boundary pattern; higher velocity riTTITTTA ? Inferred region in which midcrustal and Moho A'‘ A Mantle—Closely spaced ticks, top of litbospheric discontinuities may exist—Queried where

LVZ, / / Possible low-velocity zone OTHER SYMBOLS

Fault Melange—Symbols enclosed by zigzag lines indicate block type

Explanation for Figures 3-4B and 3-5B oC ?s• Metamorphic facies—Amphibolite, blueschist Lithology symbols for tectonic environment (± eclogite), greenschist Shear zone Oceanic Basin floor and trench turbidites Lithologic contact A 6 6 Pelagic sedimentary rocks T Normal or strike-slip fault—Sense of motion shown; arrows indicate direction of relative movement; • Seamounts A. away from observer, T, toward observer Mesozoic thrust fault—Sawteeth on upper plate Ophiolite, or top of ophiolite where undivided mafic crust is shown below Mesozoic or Cenozoic thrust fault—Teeth on upper s s Serpentine plate; arrow indicates inferred motion of upper plate; dotted where inferred to have formerly existed

Magmatic arc Cenozoic thrust fault—Teeth on upper plate; arrow t. indicates inferred motion of upper plate Forearc rocks

)--C Mesozoic or Cenozoic detachment fault—Ticks cot Intra-arc rocks on upper plate Volcanic V V rocks • Rocks of mixed and (or) intermediate composition Cenozoic detachment fault—Ticks on upper plate - . I -- Granite and quartz monzonite In figure 8.6, Chocolate Mountains: Mesozoic 1 or Cenozoic thrust or detachment fault • ("Chocolate Mountains thrust fault"; see text) V Granodiorite and tonalite

Gabbro NOTE: Lithologic contacts and faults—Long dashed where not constrained by figures 8.4A and 8.6A or by earthquakes of chapter 5: short dashed where gradational (fithologic contact only) or projected above surface; queried where existence uncertain

Top of brittle-ductile transition zone inferred from earthquakes (see text)— Queried where uncertain

Figure 3-6 Key to symbols used in Figures 3-4 and 3-5.

UJLPE Page 20 Figure 3-7Velocitydepthcurves.A:SantaCruz Mountains andGabilianRange(Salinian block). B:DiabloRange.Heavycurvesfromseismic results;lightcurvesfromlaboratory measurements andheat-flowmodeling.FromFuis andMooney[1990]. UJLPE

DEPTH, IN KILOMETERS 30 zo 10 30 20 10 - 4 Layer 1 Layer 2 VELOCITY, INKILOMETERSPERSECOND Layer 4 5 Layer 3 4b 4a 6 - 1 1 Santa CruzMountains/ 7 Gabilan Range Range Diablo A Gabbro o EXPLANATION EXPLANATION Unmetamorphosed Gabbro Metamorphosed Quanz monzonite graywacke graywacke \ Alternate I

model A Page 21 4. STRONG MOTION OBSERVATIONS IN THE LOMA PRIETA EARTHQUAKE

The October 17, 1989, Loma Prieta earthquake was the best recorded earthquakes to date in the United States. Strong motion records were obtained for a wide range of site types and distances. The USGS and California Division of Mines and Geology (CDMG) maintain extensive ground and building instrumentation networks in the area. Both institutions issued prompt reports that summarize the strong motion recordings obtained, and digitized records are available for many of the records [USGS 1989, CDMG 1989]. Many of these records have been digitized and are available on magnetic tapes or floppy disks.

Table 4-1 presents information on the location and surface geology for Loma Prieta strong motion recording sites, restricted to those 95 sites with free-field ground motion measurements, as opposed to structural response. Table 4-1 indicates the name of the station, who owns it, its station number, its latitude and longitude, its nominal distance from the epicenter, and the maximum horizontal ground acceleration. The station listing is by increasing epicentral distance. Note that this distance is not the value that would be used in typical attenuation relationships, for instance the distance to the closest point on the fault plane.

Table 4-1 gives brief descriptions of the nature of the supporting materials at the station sites, mostly based on surface geology, usually geological maps. A few sites have yet to be adequately characterized. The map code refers to the USGS and CDMG maps published in their respective reports following the earthquake; for the CSMIP sites the map code is the last three digits of the station code. These codes also are used in the attached map, Figure 4-1. In some cases, stations are jointly maintained by CSMIP and USGS.

The first column of Table 4-1 indicates the specific sites that have been drilled by others. There is an ongoing program of subsurface investigations supported by the USGS that in some cases have yet to be reported. They have undertaken drilling and geophysical logging for a total of 29 separate sites. The Golden Gate Bridge District drilled the region near the Golden Gate instrument.

Figure 4-1 uses solid circles for the approximate locations of the station sites where others have drilled.

UJLPE Page 22 Table 4-1 Ground stations with recorded ground motions from the Loma Prieta earthquake ordered by distant from the epicenter originally considered by JOG; additional stations were latter identified. A U in the first column indicates that subsurface data is provided in this report, while a Y indicates that it was drilled by others and reported by them.

Dist- Map Station Owner Station Lati- Longi- ance Max Site type Code number tude tude (km) Accel. Y 007 Corralitos CSMIP 57007 37.046 121.803 7 0.64 Landslide deposit U 125 Capitola CSMIP 47125 36.974 121.952 9 0.54 Alluvium U 135 Santa Cruz, Lick CSMIP 58135 37.001 122.060 16 0.47 Limestone Observatory U 180 Lexington Dam CSMIP 57180 37.202 121.949 19 0.45 Slate and sandstone 563 San Jose/Santa CSMIP 57563 37.210 121.803 21 0.28 Alluvium over Teresa Hills serpentine 065 Saratoga CSMIP 58065 37.255 122.031 27 0.33 Alluvium Y G1 Anderson Dam USGS 1652 37.166 121.626 27 0.26 downstream Y 379 Gilroy #1 CSMIP 47379 36.973 121.572 29 0.50 Franciscan sandstone U 380 Gilroy #2 CSMIP 47380 36.982 121.556 30 0.37 Alluvium U 380 Gilroy #2, EPRI CSMIP 47380 36.982 121.556 30 0.37 Alluvium additional hole Y 381 Gilroy #3 CSMIP 47381 36.987 121.536 31 0.55 fine-grained Holocene alluvium 217 Coyote Lake CSMIP 57217 37.118 121.550 31 0.49 Fill over carbonate Dam, abutment rock 504 Coyote Lake CSMIP 57504 37.124 121.551 31 0.19 Alluvium Dam Y 382 Gilroy #4, San CSMIP 57382 37.005 121.522 32 0.42 medium-grained Ysidro School Holocene alluvium 02 San Jose USGS/ 1571 37.340 121.851 34 0.18 deep alluvium, Interchange C DOT possibly bay mud Y 383 Gilroy #6 CSMIP 47383 37.026 121.484 35 0.17 Cretaceous./Tertiary sandstone U 191 Halls Valley/ CSMIP 57191 37.338 121.714 37 0.13 Alluvium Grant Park Y 425 Gilroy #7 CSMIP 57425 37.033 121.434 40 0.33 Alluvium over sandstone U 066 Agnew CSMIP 57066 37.239 121.952 40 0.17 Alluvium 03 Cherry Flat USGS 1696 37.396 121.756 42 0.09 Franciscan Vol., meta Reservoir vol. rock Y G4 Sunnyvale USGS 1695 37.402 122.024 43 0.22 slab Y G5 H011ister Airport USGS 1656 36.888 121.413 45 0.29 deep alluvium 179 Salinas CSMIP 47179 36.671 121.642 46 0.12 Alluvium U 06 Palo Alto, VA VA 1227 37.400 122.140 47 0.38 Alluvium Hospital 07 Hollister City USGS 1575 36.850 121.400 47 0.25 Hall Annex Y G8 Calaveras USGS 1687 37.452 121.807 47 0.13 Older alluvium Reservoir 524 Hollister/South CSMIP 47524 36.851 121.398 48 0.38 Alluvium Pine U 377 Monterey City -CSMIP 47377 36.597 121.897 49 0.07 Granite Hall G9 Hollister, SAGO UCB 1032 36.765 121.446 49 0.06 rock vault U 264 Palo Alto 2 story CSMIP 58264 37.453 122.112 50 0.21 Alluvium

UJLPE Page 23 Table 4-1 Ground stations with recorded ground motions from the Loma Prieta earthquake (continued).

Dist- Map Station Owner Station Lati- Longi- ance Max Site type Code number tude tude (km) Accel. Y G10 Palo Alto, USGS 1601 37.419 122.205 51 0.29 variable, interface Stanford, SLAC between alluvium and rock U 189 SAGO CSMIP 47189 36.753 121.396 54 0.07 Granite South/Hollister U G11 Menlo Park VA VA 1230 37.468 122.157 54 0.27 Alluvium U 064 Fremont, CSMIP 57064 37.530 121.919 55 0.13 Alluvium Mission San Jose Y 127 Woodside CSMIP 58127 37.429 122.258 55 0.08 Conglomerate Y G12 Fremont, USGS 1686 37.535 121.929 56 0.20 Older alluvium Emerson Court Y G13 APEEL 9, CDMG 1161 37.450 122.320 62 0.12 Sandstone, Santa Crystal Springs Clara Formation Reservoir Y 373 APEEL 10, CSMIP 58373 37.465 122.343 63 0.10 Butano sandstone Upper Crystal Springs Reservoir Y 378 APEEL 7, Upper CSMIP 58378 37.490 122.310 63 0.16 Butano(?) sandstone Crystal Springs Reservoir Y 375 APEEL 1, Foster CSMIP 58375 37.550 122.320 63 0.29 Alluvium City/Redwood shores Y G14 Calaveras Array, USGS 1688 37.597 121.880 63 0.10 Alluvium Sunol fire station Y G15 APEEL 2, USGS 1002 37.520 122.250 63 0.28 Mud, 8 m., alluvium Redwood City 85 m. Y G16 Foster City USGS 1515 37.555 122.248 66 0.12 Mud and silt G17 Del Valle Dam CDWR 1265 37.617 121.746 66 0.06 G18 Livermore VA VA 1226 37.625 121.762 67 0.06 Alluvium, 600m., sandstone 354 Hayward CSMIP 58354 37.655 122.056 70 0.09 Franciscan metavolcanic rock Y G19 Bear Valley No. USGS 1481 36.658 121.249 70 0.17 Nonmarine deposit 12 U 219 APEEL 3E CSMIP 58219 37.657 122.061 71 0.08 Franciscan Hayward, Greenstone CSUH Stadium Y G20 APEEL 2E, USGS/ 1121 37.657 122.082 72 0.16 Late Pleistocene Hayward CDMG alluvium 498 Hayward/BART CSMIP 58498 37.671 122.087 73 0:16 Station Y G21 Bear Valley No. USGS/ 1474 36.673 121.195 73 0.07 Nonmarine deposit 5 CDMG Y G22 Hayward City USGS/ 1129 37.679 122.082 74 0.06 Alluvium, 10m, Hall CDMG serpentine G23 Calaveras array, USGS/ 1689 37.709 121.932 75 0.09 Shallow alluvium Dublin fire CDMG station

UJLPE Page 24 Table 4-1 Ground stations with recorded ground motions from the Loma Prieta earthquake (continued).

Dust- Map Station Owner Station Lath. Longi- ance Max Site type Code number tude tude (km) Accel. U 223 San Francisco CSMIP 58223 37.622 122.398 79 0.33 Deep alluvium International Airport 528 Livermore CSMIP 57528 37.753 121.772 80 0.04 Alluvium U 539 South San CSMIP 58539 37.674 122.388 84 0.11 Francisco, Sierra Point Y G24 Bear Valley No. USGS/ 1479 36.532 121.143 86 0.06 Alluvium 10 CDMG 136 Big Sur CSMIP 47136 36.255 121.782 87 0.06 Alluvium G25 Bear Valley No. USGS/ 1476 36.483 121.180 88 0.06 7 CDMG G26 S.F., Fire station USGS/ 1675 37.728 122.385 89 0.11 #17 CDMG 458 Tracy, sewage CSMIP 57458 37.766 121.421 91 0.06 Alluvium plant 288 San Beneto CSMIP 47288 37.519 121.084 92 0.05 Alluvium U 130 San Francisco, CSMIP 58130 37.740 122.430 92 0.12 Franciscan chert Diamond Heights U 224 Oakland 2 story CSMIP 58224 37.806 122.267 92 0.26 Alluvium U 338 Piedmont CSMIP 58338 37.823 122.233 93 0.08 Serpentine G27 SFSU, Thorton USGS/ 1116 37.724 122.475 93 0.14 Hall CDMG 012 Los Banos CSMIP 56012 37.106 120.825 94 0.05 Alluvium U 151 San Francisco CSMIP 58151 37.790 122.390 95 0.09 Franciscan sandstone, Rincon Hill shale Y 163 Yerba Buena CSMIP 58163 37.810 122.360 95 0.06 Franciscan sandstone Y 472 Oakland, outer CSMIP 58472 37.816 122.314 95 0.29 Bay mud harbor wharf G28 S.F., 575 Market USGS/ 1446 37.790 122.400 96 0.13 CDMG U 133 San Francisco, CSMIP 58133 37.800 122.410 97 0.08 Franciscan shale, Telegraph Hill sandstone G29 S.F., 600 USGS/ 1239 37.800 122.400 97 0.18 Montgomery CDMG Y G30 Emeryville, USGS 1662 37.844 122.295 97 0.26 Christie Ave Y 222 San Francisco CSMIP 58222 37.792 122.457 98 0.21 Serpentine Presidio 000 Berkeley/UCB UCB na 37.870 122.250 98 0.13 Fault gauge Memorial Stadium U 117 Treasure Island CSMIP 58117 37.825 122.373 98 0.16 Fill 460 Greenfield CSMIP 47460 36.321 121.243 98 0.08 Alluvium G31 Berkeley, UCB 1005 37.870 122.240 98 0.08 Strawberry Cyn 471 Berkeley CSMIP 58471 37.876 122.249 99 0.12 Thin alluvium on shale, LBL#01 siltstone 132 San Francisco, CSMIP 58132 37.780 122.510 99 0.11 Franciscan sandstone, Cliff House shale

UJLPE Page 25 Table 4-1 Ground stations with recorded ground motions from the Loma Prieta earthquake (continued).

Dist- Map Station Owner Station Lati- Longi- ance Max Site type Code number tude tude (km) Accel. U G32 Berkeley, UCB 1006 37.870 122.260 99 0.06 Sandstone and chert Haviland Hall G33 Berkeley, 2168 USGS 1103 37.870 122.270 99 0.11 Shattuck U G34 San Francisco VA 1225 37.783 122.504 100 0.16 Franciscan VA Y G35 San Francisco, USGS 1678 37.806 122.472 100 0.24 cut and fill, at interface Golden Gate with rock; hole nearby Bridge G36 Richmond, Bulk USPS 1459 37.884 122.302 101 0.11 Alluvium mail center U 043 Point Bonita CSMIP 58043 37.820 122.520 104 0.11 Broken rock and soil 2 m, sandstone 173 Bitterwater CSMIP 46173 36.395 120.982 107 0.07 Alluvium U 505 Richmond City CSMIP 58505 37.935 122.342 108 0.13 Alluvium Hall U G37 Martinez VA VA 1448 37.990 122.110 109 0.07 shale and sandstone Y G38 Larkspur Ferry USGS 1590 37.946 122.508 115 0.14 marsh Terminal 003 Olema/Point CSMIP 68003 38.043 122.797 138 0.04 Alluvium Reas Ranger station 150 Napa CSMIP 68150 38.270 122.276 141 0.03 Alluvium 489 Santa Rosa CSMIP 68489 38.439 122.711 171 0.05 039 Bodega Head CSMIP 69039 38.311 123.052 175 0.04 Alluvium

The peak horizontal accelerations recorded at "free-field" stations are presented in Figure 4-2. There is a marked difference between the values for rock, stiff soil and soft soil sites. Generally speaking, the values observed were consistent with those expected from commonly used attenuation relationships for rock and soil.

The accelerograms for the east-west direction are given for several sets of sites in Figures 4-3 to 6 The records from Corralitos, Gilroy No. 1, and Santa Cruz Lick Observatory (Figure 4-3) are at rock sites within 20 kilometers of the source. Figure 4-4 shows records from three rock sites in San Francisco (Diamond Heights, Rincon Hill and Pacific Heights). Figure 4-5 shows accelerograms for the east-west components of motions recorded at soil sites in Emeryville and Oakland (Outer Wharf and 2-story building). Figure 4-6 shows accelerograms for the east-west components of motions recorded at the nearby Treasure Island (soil) and Yerba Buena Island (rock) sites. These time histories exhibit significant differences that point to the importance of parameters other than peak acceleration in characterizing the site's response. They graphically stress the potential importance of proper identification of subsurface characteristics when interpreting strong ground motion observations.

UJLPE Page 26 123 122° \

- 38° al \ G38 G7\

000,G32 30 mi. G35 38 132 130, t • G22 354&‘• 219 G20•\Q14• G12.

o G1l iodoGo6 .G04 \ • GO8 264 °66 • O GO3 \R‘191

GO1

- 37° ••425 • • • 379-N

•• ‘4. GO5 \\ *Approximate epicenter location GO7 GO9 sites drilled or in progress 189 rock sites proposed to be drilled G21 • soil sites proposed to be drilled if resources permit G19 numbers indicate CSMIP (3 digit) • • or USGS (G prefix) stations 377 G24

Figure 4-1 Ground stations with recorded ground motions from the Loma Prieta earthquake for which drilling has been planned or completed.

UJLPE Page 27

, - _ _ ,...., _ N _ 0 '. N A4 A X _ - --. , B A \AA , .v.• • N — \ -, L..1 • , bIA , A\ • \ .1\ A it _ N A\ AA -4 CAA • A \ Cl&o .4, A A „Np K. N. , p B. or:e ' • A A r/. M• A - - Nbattin 00. N\ \ - 0 \AO \O A IftEr - 0 G10 A A Avon. \ \ - ID \ o\ann• • , \ _ o\ van] ' A \ _ 0 \ \ \ \ \ \ \ - A Soft soil site A \ \ N A Other soil site \ 0 Rock site \ \ \

I I 1 i III] I 1 I i t I i \ 1 \ 0.01 10 100 Distance — km

Figure 4-2 Peak horizontal recorded accelerations for free field sites recorded during the Loma Prieta earthquake for rock, soil and soft soil sites. The curves (median and ±two standard deviations) were calculated using the relationship of Seed and ldriss [1982], figure reproduced from Housner et al [1990].

UJLPE Page 28

0.4

0.2 Corralitos Nv,

t I I I , 5 10 15 20 0.4 -

0.2

Ts 0.0 u• -0.2

-0.4 I 10 15 20 0.4 -

0.2

0.0

-0.2

-0.4 , , 0 5 10 15 20 Time — seconds

Figure 4-3 Accelerograms for the east-west components of motions recorded at rock sites (Corralitos, Gilroy No. 1, and Santa Cruz Lick Observatory) within 20 kilometers of the source, from Housner et al [1990].

UJLPE Page 29

0.1

Diamond Heights

0.0 a.kr• -444srlughAk-4/10M44,

-0.1 I I I 0 5 10 15 20 25 30 0.1

Rincon Hill

= 0.0 U

-0.1 I I t I I I i i i i I i i t I i t i I 5 10 15 20 25 30 0.1

Pacific Heights

0.0 VtIorleft .4** e*F0 • 1\fl\A-MA,-..eNf ....al_ A.

-0.1 t I i I t i i i I t i i i I i i i t 0 5 10 15 20 25 30 Time — seconds

Figure 4-4 Accelerograms for the east-west components of motions recorded at rock sites in San Francisco (Diamond Heights, Rincon Hill and Pacific Heights), from Housner et al [1990].

UJLPE Page 30 0.2

0.1 Emeryville 0.0 JO) -0.1 -

-0.2 , 5 10 15 20 25 30 0.2 -

1 0.1 Outer Harbor Wharf

0.0 —*,44\0404"vv`isv 'f\M 0

4 -0.2 111a t tl I 1i IL 1 1 1 1 1 I i 1 I 0 5 10 15 20 25 30 0.2 -

0.1 2.Story Bldg. — Oakland

0.0 -

-0.1 -

-0.2 I tilt till, 11.111 I , , 0 5 10 15 20 25 30 Time — seconds

Figure 4-5 Accelerograms for the east-west components of motions recorded at soil sites in Emeryville and Oakland (Outer Wharf and 2-story building), from Housner et al [1990].

UJLPE Page 31 0.1

Treasure Island

0.0 -

It It t t i It lit I I 5 10 15 20 25 30 0.1

4 Yerba Buena Island

0.0

-0.1 II t I ll II a III I i a 5 10 15 20 25 30 Time — seconds

Figure 4-6 Accelerograms for the east-west components of motions recorded at the nearby Treasure Island (soil) and Yerba Buena Island (rock) sites, from Housner et al [1990].

UJLPE Page 32 5. RESULTS FOR DRILLED SITES

5.1 SITES INVESTIGATED

The material in the attached tabs provides subsurface site information for 33 sites collected-20 rock and 13 soil sites. Table 5-1 reviews the rock sites investigated while Table 5-2 gives the soil sites. Table 5-3 provides added information about the soil sites.

The Joint Oversight Committee originally expected to be able to investigate 16 sites and approved a priority listing of 20 rock sites and 7 soil sites for investigation. The rock sites were to be investigated before any of the soil sites were considered. The original expectation was that the rock site investigations would exhaust the budget and that few, if any, soil sites would be investigated. Four rock sites on the original list were not investigated for the following reasons:

Calaveras Array, Cherry Flat—Access road was too narrow for drill rig. Hollister, SAGO vault—Rock is too hard; USGS had tried to drill the site, but broke their drill stem. San Francisco, Cliff House—No adjacent acceptable drilling site was available. San Francisco, Telegraph Hill—Hazardous materials requirements for contaminated site were too expensive to warrant incurring these costs; a shallow boring log from a previous investigation was available.

We were fortunate to discover that four of the rock sites had been previously drilled and cased by other organizations and were available for geophysical logging: Hayward/CSUH, Berkeley/UCB Memorial Stadium, San Francisco VA, and Lawrence Livermore, Site 300. Drilling logs were available to characterize the geology of the sites. UJLPE has completed geophysical investigations for each of these. The very deep University of California Memorial Stadium hole, 500', was drilled some time ago to monitor crustal temperatures. The San Francisco VA has a total of seven deep holes at the site. These were drilled to investigate the stability of the cliff site; there was concern about the site sliding. Only the one closest hole to the instrument was logged. The other six represent an interesting resource to determine the local regional conditions. The additional holes were not geophysically logged because of the cost. At a future date such information could be very useful.

At each of the rock sites drilling proceeded until the material was of consistent nature and reasonably high seismic velocity. The nominal depth was 100'. At Santa Cruz the site proved to be underlain by karst limestone. The voids encountered were diverting the drilling mud and the hole was difficult to keep open. At 45' it was determined that we should case the

UJLPE Page 33 hole, cementing the bottom, so that down hole shear wave velocities could be determined.

During the drilling program, we became aware of a plan by Prof. John Bray of Purdue University to drill the Oakland Two Story Building site. His only interest was to obtain deep, old bay mud samples for geotechnical investigation. He made the hole available to UJLPE for geophysical logging. This offered the opportunity to obtain soil site information at a small fraction of the cost to drill it. It was expected that rock was well over 600' below the surface. The CUREe Oversight Committee explored extending the hole beyond the 391' they drilled and determined that the original priorities for soil site investigations were of greater importance than extending this hole to 600'.

It was decided, with the counsel of the Technical Advisory Committee, that the possible influence of unknown conditions deeper than 200' of recorded ground motions could be significant, but that once depths of 600' were achieved, the incremental value of additional data with depth are not consistent with the added cost. The JOC determined that the soil sites should be drilled until weathered rock layer was penetrated, or to a maximum depth of 600 feet.

Among the soil sites, information was obtained for six of the seven sites, with only the Saratoga site not investigated. Tables 5.2 and 3 review the soil sites investigated. It was possible to substantially exceed the originally expected number of sites because arrangements were made with EPRI for data sharing from their program, conducted in cooperation with USGS and the University of California at Davis, with USGS for field logging, and with Purdue University for use of a hole it drilled, and because CUREe made a contribution from its resources to the drilling program.

Four of the UJLPE priority soil sites were drilled by EPRI at our recommendation and as part of their cooperation with UJLPE (Richmond City Hall, Menlo Park VA, Agnews State Hospital and Mission San Jose Fire Station). They were lined with PVC and grouted. Two of the holes (Richmond City Hall and Mission San Jose) were drilled well into bed rock. UJLPE completed the geophysical investigations for these holes.

When we were nearing completion of the rock drilling program we determined that we had sufficient funds to drill the Capitola site. The Capitola site proved to be a much deeper site than expected----over 600' to rock. We also have two shallow logged holes for geotechnical investigations performed at the site. Soil samples were given to UC Davis.

Upon completion of the Capitola drilling, there was just enough remaining funds to drill Halls Valley, with the addition of some CUREe funds. Halls Valley and Saratoga were the only remaining priority soil sites not yet drilled. We made the choice of drilling Halls Valley rather than Saratoga based on two factors: first, the spectrum of the Halls Valley site is more interesting than that of Saratoga; and, second, the Saratoga site was

UJLPE Page 34 expected to be deeper and cost more than the remaining funds would allow. Halls Valley was expected to be about 250' to rock.

Table 5-1 Summary of strong motions recorded at rock sites during 1989 Loma Prieta earthquake.

Instru- Total bore Epicen- Horizontal Station name Basement rock ment hole depth tral (km) acceleration number (feet) distance (g's) Belmont 2-Story Office Sandstone 58262 120 46 0.10 0.11 Building Hayward - CSUH Stadium Franciscan Greenstone 58219 100 53 0.08 0.08 Grounds (APEEL 3E) Lawrence Livermore Sandstone 58043 100 85 0.07 0.07 National Lab Site 300 Lexington Dam Slate and Sandstone 57180 100 5 0.41 0.45 Martinez Veterans Sandstone 1448 100 109 0.07 0.05 Administration Medical Center Monterey City Hall Granite 47377 100 44 0.07 0.07 Patterson Pass Road Sandstone C P P 100 76 0.07 0.08 Piedmont Jr. High Grounds Weathered Serpentine 58338 110 74 0.08 0.07 Point Bonita Sandstone 58043 100 85 0.07 0.07 SAGO South, Hollister Granite 47189 100 39 0.07 0.07 San Francisco Diamond Franciscan Chen 58130 90 73 0.12 0.10 Heights San Francisco Pacific Franciscan Sandstone, 58131 135 78 0.05 0.06 Heights Shale San Francisco Rincon Hill Franciscan Sandstone, .58151 92 76 0.09 0.08 Shale San Francisco Telegraph Franciscan Shale, 58.133 20 78 0.08 0.06 Hill Sandstone San Francisco Veterans Franciscan Serpentine, 1225 300 100 0.08 0.16 Administration Medical Shale Center Santa Cruz UCSC/Lick Limestone 58135 46 16 0.44 0.47 Observatory South San Francisco Sierra Franciscan Sandstone 58539 114 65 0.11 0.06 Point University of California Franciscan Sandstone, 1006 91 99 0.03 0.06 Haviland Hall Shale, Chert University of California Fault Gouge na 500 80 0.13 0.07 Memorial Stadium Yerba Buena Island Sandstone/Shale 58163 80 77 0.06 0.03

UJLPE Page 35 Table 5-2 Summary of field exploration data for soil sites.

Bore Casing Boring Boring Total Casing Station name hole diameter PVC casing in soil in rock depth length diameter (inches) (feet) (feet) (feet (feet) (inches) Agnews State Hospital 7 7/8 4 Schedule 40 250 0 250 240 Alameda Naval Air 9 7/8 5 Class 200 497 3 500 500 Station Capitola Fire Station 5 7/8 4 Schedule 40 51 551 602 550 Gilroy Array No. 2 9 7/8 5 Class 200 550 50 600 590 Halls Valley 5 7/8 Uncased 55 175 230 Menlo Park Veterans 7 7/8 4 Schedule 40 220 0 220 200 Administration Hospital Mission San Jose Fire 7 7/8 4 Schedule 40 17 237 254 250 Station Oakland 2-Story 5 7/8 Uncased 391 0 391 Oakland Wharf Outer 9 7/8 5 Class 200 494 56 550 535 Harbor Palo Alto Veterans 4 7/8 3 Schedule 40 433 54 487 487 Hospital Richmond City Hall 7 7/8 4 Schedule 40 189 55 244 240 Parking San Francisco 9 7/8 5 Class 200 440 70 510 58 International Airport Naval Station Treasure 9 7/8 5 Class 200 290 50 340 340 Island

Table 5-3 Summary of field exploration data recorded at soil sites during 1989 Loma Prieta earthquake.

Depth Instru- Epicen- Horizontal Station name Site geology to rock Basement ment tral (km) acceleration (ft) rock no. distance (g's) Agnews State Hospital Alluvium >818* Unknown* 57066 25 0.16 0.17 Alameda Naval Air Alluvium 497 Shale nal 75 0.26 0.21 Station - Capitola Fire Station Alluvium 51 Sandstone/ 47125 14 0.47 0.54 Gilroy Array No. 2 Alluvium 550 Serpentine/ 47380 16 0.5 0.43 Shale Halls Valley Alluvium 55 Shale 57191 31 0.11 0.13 Menlo Park Veterans Alluvium 580* Shale* 1230 54 0.12 0.27 Admin. Hospital Mission San Jose Fire Alluvium 17 Sandstone/ 57064 39 0.11 0.13 Station Serpentine Oakland 2-Story Alluvium 390 Franciscan 58483 72 0.18 0.14 Shale Oakland Wharf Outer Fill (18') over 494 Greywacke/ 58472 76 0.29 0.27 Harbor Bay Mud (4') Shale Palo Alto Veterans Alluvium 433 Siltstone 1227 47 0.38 Hospital Richmond City Hall Fill (2') over 189 Sandstone/ 58503 89 0.12 0.09 Parking Lot blue clay (7') Shale San Francisco Fill (7') over 440 Sandstone/ 58233 60 0.33 0.24 International Airport Bay Mud (14') Mudstone Naval Station Treasure Fill (44') over 290 Shale/Sands 58117 79 0.16 0.11 Island Bay Mud (51') tone Note: 1 Instrument owned by the US Navy; no instrument number..

UJLPE Page 36

5.2 SITE REPORTS

Detailed site reports on each of the 33 UJLPE reported sites can be found in behind the tabs at the end of this report. Table 5.4 lists the Tab numbers for the site reports.

Table 5-4 Strong motion sites for which site characteristics were collected during the UJLPE project.

Tab Station Name 1 Alameda Naval Air Station 2 Agnews State Hospital 3 Belmont Two-story Building 4 Capitola Fire Station 5 Gilroy Array Number 2 6 Halls Valley Grant Park 7 Hayward - CSUH Stadium Grounds 8 Lawrence Livermore Site 300 9 Lexington Dam 10 Martinez Veterans Administration Medical Center 11 Menlo Park Veterans Administration Hospital 12 Mission San Jose Fire Station 13 Monterey City Hall 14 Naval Station Treasure Island 15 Oakland Wharf Outer Harbor 16 Oakland Two-story Building 17 Palo Alto Veterans Administration Hospital 18 Patterson Pass Road 19 Piedmont Junior High School Grounds 20 Point Bonita 21 Richmond City Hall Parking Lot 22 SAGO South/Hollister 23 San Francisco Diamond Heights 24 San Francisco International Airport 25 San Francisco Pacific Heights 26 San Francisco Rincon Hill 27 San Francisco Telegraph Hill 28 San Francisco Veterans Administration Medical Center 29 Santa Cruz/Lick Observatory Electronics Laboratory 30 South San Francisco Sierra Point 31 University of California Haviland Hall 32 University of California Memorial Stadium 33 Yerba Buena Island

The reports provide the following information:

Site name and location, including a photograph of the installation. Information on when and by whom the drilling and geophysical investigations were performed. Geologic maps showing the site's setting.

UJLPE Page 37 Geotechnical logs for the holes at the site; blow counts are given where taken. Soil properties are provided for a few soil samples. P and S wave velocity graphs for the hole, including both down hole and suspension results where obtained; attenuation values are given where they were obtained. References where more complete or original data can be found.

The data presented in the tabs is also available to approved users in an electronic data base. The data base includes additional geophysical data not contained in the site reports.

5.3 ELECTRONIC DATA BASE

The data contained in the site reports, as well as some additional geophysical data, are contained in an electronic data base. The data base was prepared using the program Paradox, a widely used and available data base management program for IBM and IBM compatible personal computers.

CUREe is under a contractual obligation to BCS to maintain confidentiality of the electronic data base for a two year period following completion of the project and delivery of the data base. The specific clause in the contract, Article 12, is:

...Notwithstanding the above, during a two-year period from the date of submission of the final report to the sponsors, CUREe, the BCS sponsors and all authorized recipients agree not to release the computer readable data base to any individual or organization, except as authorized by the Joint Oversight Committee.

The Joint Oversight Committee agreed to meet this contractual data restriction by licensing recipients using the data rights agreement of Table 5- 5. Each recipient of the electronic data base will be required to sign such an agreement before receiving it. By signing this licensing agreement the recipient and his institution acknowledge their understanding that the data base cannot be copied or given to any third party that has not been authorized by the Joint Oversight Committee to receive it. As of this writing the authorized users are BCS sponsors named in Section 2, EPRI and CUREe university members.

UJLPE Page 38

Table 5-5 Single use license agreement.

THIS IS A LEGALLY BINDING AGREEMENT BETWEEN YOU AND THE CALIFORNIA UNIVERSITIES FOR RESEARCH IN EARTHQUAKE ENGINEERING (CUREe). PLEASE READ IT CAREFULLY BEFORE REMOVING THE WRAPPING MATERIAL.

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UJLPE Page 39 6. INVESTIGATION METHODS

Woodward-Clyde Consultants (WCC) was retained to coordinate the subsurface investigation program.

Thirty-one strong ground motion sites were drilled during the period from September 1990 through September 1992. A single boring was drilled as close as possible to the strong ground motion instrument at all listed sites except those where boring logs were available from previous studies available, with the exception of the San Francisco Telegraph Hill site, which had possible gasoline contamination at site and was not drilled.

Permits and arrangements for drilling were coordinated by Dr. Joseph Sun and Ms. Susan Chang of WCC. All borings were drilled by Pitcher Drilling Company of Palo Alto, California. Mr. Thomas Fumal (USGS), Mr. Tom Powers (USGS), Mr. Philip Respess (WCC), and Mr. S. Guha (Purdue University), participated in logging of the borings. Geophysical logging of the borings was performed by Agbabian Associates and Redpath Geophysics.

All SPT samples taken from the sites were sent to Dr. I.M. Idriss at the University of California at Davis. Pitcher barrel samples, and push Shelby samples, and modified California samples taken at San Francisco Internation Airport, Treasure Island, Gilroy Array No. 2, Yerba Buena Island and Oakland Outer Harbor were shipped to Dr. Kenneth Stokoe at the University of Texas at Austin.

Section 5.1 describes the field investigation procedures. The details of the subsurface conditions encountered, site contacts, site plans, and geologic maps for each site are provided in the site reports. A brief summary of the 31 sites investigated for this study is presented in Tables la, lb, and 2.

6.1 GEOTECHNICAL LOGGING

Rock sites

Drilling and Sampling

A truck-mounted Failing 1500 rotary wash drill rig was used to advance the borings drilled for this study. At Yerba Buena Island bentonite drilling mud was used when necessary to stabilize the bore hole. At the remaining rock sites, "Revert" drilling mud (a biodegradable polymer) was used as needed.

In general the borings were drilled to their full depth using a tri-cone bit with a nominal diameter of 37/8 inches. At Yerba Buena Island, a tri- cone bit with a nominal 5-inch diameter was used. The borings were logged from the cuttings, and no core samples were retrieved, except at Yerba Buena Island, where approximately 1 meter of core was retrieved

UJLPE Page 40 from a depth of about 75 meters. The boring at Yerba Buena Island was reamed and PVC casing was installed as described in Section 2.1.

In the remaining borings, water losses after drilling in the first few borings required that subsequent borings be fitted with a polyethylene liner after drilling to help retain water in the bore hole. The borings were otherwise left uncased and topped off with water to allow down hole shear wave velocity measurements to be made by Agbabian Associates. A Christy box was cemented into place as a protective covering until the boring could be back filled.

Disposal of waste material from drilling

Waste material (drill cuttings) generated from the drilling operations consisted of soil, rock fragments, drilling mud, and water. The volume of the waste generated is typically three to five times the volume of the excavated bore hole. At the following sites, the owners were able to locate suitable sites for disposal of the waste material: Lexington Dam, SAGO South/Hollister, San Francisco Diamond Heights, Martinez Veterans Administration Medical Center, Patterson Pass Road, and Piedmont Jr. High School. At the remaining sites, the cuttings were temporarily stored in 55-gallon drums. The cuttings were later tested, found to be non- hazardous, and were disposed of at commercial landfill facilities by Erickson, Inc.

Soil sites

Drilling and sampling

A truck-mounted Failing 1500 rotary wash drill rig was used to advance the borings drilled for this study. Bentonite drilling mud was used when necessary to stabilize the hole. The borings were initially drilled to their full depth using a 5-inch nominal-diameter tri-cone bit. Soil samples in sandy materials were taken with a Standard Penetration Test (SPY) split- spoon sampler (1" I.D.) using a 140-lb. safety hammer dropping 30 inches. Hydraulically pushed Shelby tubes (3-inch 0.D.) were used to take "undisturbed" samples in soft to medium stiff cohesive materials. A Pitcher barrel sampler (3" O.D. Shelby tube) was used to take "undisturbed" samples in materials too stiff to push Shelby tubes. Modified California drive samples (2" I.D.) were taken with 325-lb down hole hammer (jars) below 100 feet deep at the Gilroy site. "Undisturbed" soil samples were stored in water-tight tubes, sealed, and labeled immediately upon retrieval from the bore hole. All 3" O.D. samples were allowed to drain of free water and were sealed with wax plugs and end caps. Disturbed samples taken with the SPT split spoon were labeled and put in sealed plastic bags after retrieval for soil index property testing.

UJLPE Page 41 Reaming and PVC casing

After drilling and sampling in the 5-inch pilot hole, the bore holes in soil were reamed to a nominal diameter of 10 inches or 8 inches to permit installation of 5-inch and 4-inch PVC casings, respectively. The purpose of the casing is to allow seismic wave velocity measurements to be made in the bore holes. For the four bore holes cased with 5-inch (nominal) casing listed in Table 6-3, solvent-weld-bell-end class 200 PVC pipe with ASTM F480 crush strength rating was installed. The bottom 7 feet of the 5-inch PVC casing contains a downhole accelerometer orientation package (Bishop's hat). This package may be used by CDMG at a later date to install a downhole accelerometer. Both the 5-inch PVC pipe and the Bishop's hat were supplied by the CDMG Strong Motion Instrumentation Program (SMIP). For the next four sites listed in Table 6-3 the bore holes were cased with a nominal 4-inch schedule 40 PVC without Bishop's hat. The schedule 40 PVC is slightly thicker than the class 200 PVC and has a higher crush strength rating. The Capitola Fire Station site listed in Table 6- 3 was cased with 4-inch diameter schedule 40 PVC and the annular space was back filled with soil cuttings. The last two sites in Table 6-3 were tremie grouted after the geophysical measurements were successfully made in the uncased bore hole.

Grouting and protective covering

Except where noted in the previous section, the annular space around the PVC pipe was tremie grouted with a cement-bentonite grout to establish good contact between the pipe and the wall of the bore hole. The thickness of the grout seal was approximately 2' inches for the 5-inch casing and about 3 inches for the 4-inch casing. The grout used was a - mixture of water, cement, and bentonite proportioned using four 94-lb bags of cement and 17 lb (one-third 50-lb bag) of bentonite for one 55-gallon drum of grout. The grout was applied in stages, depending on the depth of the boring, to prevent the grout pressure from collapsing the pipe. The maximum height for each grout stage was about 150 feet. A slight variation of the grout procedure was used at the Mission San Jose Fire Station Site to comply with the Alameda County Water District (ACWD) requirements. The grout mixture used at the Mission San Jose site was one 94-lb bag of cement for 5 gallons of water. Also in compliance with ACWD, the grout was placed in one 250-ft lift to avoid cold joints from forming between consecutive grout stages.

After grouting of the PVC casing, the hole collars were fitted with an 8" diameter 3-foot length of steel casing and a Christy box set in grout. A locking mechanism either on the steel casing or the PVC pipe itself was provided for each hole. The top of the inner PVC pipe was capped with a vented PVC cover and was within 2 inches of the top of the steel pipe. Depending on the needs of the individual property owners, the protective steel casings and the Christy boxes were set either above or flush with the existing ground. At the Agnews State Hospital site, a 6-foot-high chain- link fence, 8-ft by 8-ft in plan with the bore hole near the center, was installed at the request of hospital officials.

UJLPE Page 42 Disposal of waste material from drilling

Waste material (drill cuttings) generated from the drilling operations consisted of soil, drilling mud, and water. The volume of the waste generated is typically three to five times the volume of the excavated bore hole. The cuttings were temporarily stored in cubic-yard capacity bins (provided by Erickson Inc.) or in 55-gallon drums before final disposal. At the following sites, the property owners were able to help us locate suitable sites for disposal of the waste material on site: Treasure Island, Yerba Buena Island, Oakland Outer Harbor, and Agnews State Hospital. At the San Francisco International Airport and the Richmond City Hall sites, the officials arranged for WCC to dispose of the waste material at local sewer treatment facilities. For all other sites, the waste materials were transported off site and disposed of at commercial landfill facilities in accordance with local environmental requirements.

6.2 GEOPHYSICAL DATA COLLECTION FOR INVESTIGATED SITES

In-situ geophysical measurements of soil and rock properties were performed for 30 existing strong-motion accelerograph sites. Measurements included P- and SH-wave velocities using suspension and downhole methods, and downhole attenuation. The sites investigated are listed in Table 6-1. The 17 sites listed as uncased were drilled for this project by Pitcher drilling under the supervision of Dr. Joseph Sun of Woodward-Clyde Consultants. The remaining sites were cased.

The results of the bore hole geophysical measurements at the 30 soil and rock sites investigated in this study are contained in the individual site reports.

The sites investigated are listed in Table 6-1. The sites listed as uncased were drilled for this project by Pitcher drilling under the supervision of Dr. Joseph Sun of Woodward-Clyde Consultants. The remaining sites had been previously drilled and cased by EPRI and others.

At all sites, suspension P- and SH-wave velocity measurements were made from the bottom of the conductor casing, if present, to the available depth of the bore hole, at 1 meter intervals. Suspension logging was not performed at the Memorial Stadium site due to the use of steel casing, at LLNL Site 300 due to the absence of fluid in the perforated casing, or at U.C. Santa Cruz due to voids in the rock and decoupling of the casing.

At all sites, downhole P- and SH-wave velocity measurements were attempted from 2 meters to 20 meters at 2 meter intervals. Additional measurements were performed at 2 or 4 meter intervals to the bottom of the hole or until the signal became buried in background noise. In several instances downhole data was not collected to the bottom of the hole due to bore hole constrictions that prevented further use of the downhole probe. Downhole data was not collected beyond 15 feet at Haviland Hall for this reason.

UJLPE Page 43 Table 6-1 Sites at which geophysics information was obtained. Telegraph Hill (too shallow) and Hayward CSUH Stadium Grounds (previous study) were not investigated by UJLPE.

Station Name Depth of investiqatio n (feet) Type Comments Agnews State Hospital 212 alluv. PVC Alameda Naval Air Station 500 alluv. Belmont Two-story Building 115 rock uncased Capitola Fire Station 585 rock uncased Gilroy #2 600 alluv PVC Halls Valley Grant Park 210 rock uncased Lawrence Livermore Site 300 102 rock 4.5" PVC Lexington Dam 85 rock uncased Martinez Veterans Administration Medical Center 118 rock uncased Menlo Park Veterans Administration Hospital 236 alluv. 4" PVC Mission San Jose Fire Station 236 alluv. PVC Monterey City Hall 75 rock uncased Oakland Outer Wharf Harbor 550 alluv. PVC Oakland Two-story Building 374 clay uncased Palo Alto Veterans Administration Hospital 507 alluv 5" PVC Patterson Pass Road 95 rock uncased Piedmont Junior High School Grounds 92 rock uncased Point Bonita 98 rock uncased Richmond City Hall Parking Lot 236 clay PVC SAGO South/Hollister 64 rock uncased San Francisco Diamond Heights 98 rock uncased San Francisco International Airport 510 alluv. PVC San Francisco Pacific Heights 114 rock uncased San Francisco Rincon Hill 80 rock uncased San Francisco Veterans Administration Medical Center 275 rock PVC Santa Cruz/Lick Observatory Electronics Laboratory 45 rock uncased South San Francisco Sierra Point 97 rock uncased Treasure Island 340 alluv. PVC University of California Haviland Hall 72 rock uncased University of California Memorial Stadium 230 rock steel Yerba Buena Island 80 rock uncased

Downhole data was collected using a variable azimuth geophone with an integral flux gate compass, allowing data to be collected with the horizontal geophone axis oriented parallel to the traction plank SH-wave source at the surface. Repeatable hammer sources were used for the SH- wave generation, allowing the measurement of attenuation as a function of frequency at some sites.

Attenuation (damping) was estimated, where possible, from the downhole SH data using the spectral slope method over approximate 50 foot intervals.

Refraction shear-wave refraction surveys were performed for four sites using a 110 foot long refraction line located as close as practical to the strong motion recorder.

The following sections describe the measurements and analysis for the results presented in the individual site reports.

UJLPE Page 44 Measurement techniques and procedures

This section details the following types of measurements made at the study sites:

Suspension PS Velocity Logging Downhole Velocity Logging Downhole Attenuation Measurement Shear Wave Refraction Surveys

With the exception of the newer suspension PS logging and attenuation measurement techniques, excellent background regarding the geophysical measurements performed in this project can be found in a book by Spangler and Handy L1982] and two reports by Shannon & Wilson/ Agbabian Associates [1972,1975]. Detailed descriptions of the measurement and analysis techniques used are discussed in the following section.

The individual site reports present the results of the bore hole geophysical measurements at the 24 soil and rock sites investigated by Agbabian Associates. Table 6-2 presents the types of data available for each site.

Suspension PS velocity logging

The purpose of this type of measurement is to acquire shear and compressional wave velocities as a function of depth that, in turn, will be used to characterize ground response to earthquake motion. The suspension method, developed by OYO Corporation, is unique because both the energy source and the receivers are in a single probe. The system measures P- and S-wave velocities over a 1 meter interval. It is intended to be used in an uncased bore hole; results in cased bore holes are generally poor.

Suspension velocity measurements were performed using the Model 170 Suspension P-S Logging system, manufactured by 0Y0 Corporation. Figure 6-1 shows a sketch of this system. The Model 170 directly determines the average velocity of a one meter high segment of the soil column surrounding the bore hole of interest by measuring the elapsed time between arrivals of a wave propagating upward through the soil column. The geophones that detect the wave, and the source that generates the wave, are moved as a unit in the bore hole, producing relatively constant amplitude signals at all depths.

The suspension system probe consists of a combined reversible polarity solenoid horizontal shear-wave generator (SH) and compressional- wave generator (P), joined to two biaxial geophones by a flexible isolation cylinder, as shown in Figure 6-1. The separation of the two geophones is one meter, allowing average wave velocity in the region between the geophones to be determined by inversion of the wave travel time between the two geophones. The total length of the probe is approximately 21 feet; the center point of the geophones is approximately 15 feet above the bottom

UJLPE Page 45

end of the probe. The probe receives control signals from, and sends the amplified geophone signals to, instrumentation on the surface via an armored 7 conductor cable. The cable is wound onto the drum of a winch and is used to support the probe. Cable travel is measured to provide probe depth data.

Table 6-2 Types of geophysical data collected for investigated sites. An x indicates that the site report contains the indicated information. Except as noted, Agbabian Associates performed the studies.

Suspension Down- Atten- Refrac Station Name P-wave S-wave hole uation tion Agnews State Hospital x x x Alameda Naval Air Station x3 Belmont Two-story Building x x x x Capitola Fire Station x x x Gilroy Array Number 2 xl Halls Valley Grant Park x x x Hayward - CSUH Stadium Grounds xl x2 Lawrence Livermore Site 300 . x Lexington Dam x x x x2 Martinez Veterans Administration Medical Center x x x x Menlo Park Veterans Administration Hospital x x x x Mission San Jose Fire Station x x x x Monterey City Hall , x x x Naval Station Treasure Island x1 Oakland Two-story Building x x x Oakland Wharf Outer Harbor x1 Palo Alto Veterans Administration Hospital x Patterson Pass Road x x x x Piedmont Junior High School Grounds x x x Point Bonita x x x Richmond City Hall Parking Lot x x x x SAGO South/Hollister x x x x2 San Francisco Diamond Heights x x x San Francisco International Airport x2 San Francisco Pacific Heights x x x San Francisco Rincon Hill x x x2 San Francisco Telegraph Hill4 San Francisco Veterans Administration Medical x x x Center Santa Cruz/Lick Observatory Electronics x x x Laboratory South San Francisco Sierra Point x x x University of California Haviland Hall x x x University of California Memorial Stadium x . Yerba Buena Island xl Notes: 1. Subsurface geophysics by USGS and Redpath Geophysics. Geophysics by Redpath Geophysics. Geophysics by USGS. No subsurface geophysics; only data available was from a shallow geotechnical boring.

UJLPE Page 46 —dcrtauc:cr =die

rcr: devies Cable haac Head reducer I a a Winch unit 0

Under geocnone

Lower geochone

Finer :ube

Source

Source driver

Weigh:

Figure 6-1 Conceptual illustration of suspension P-S logging system.

The entire probe is suspended by the cable and centered in the bore hole by nylon "whiskers", therefore, source motion is not coupled directly to the bore hole walls; rather, the source motion creates a horizontally propagating pressure wave in the fluid filling the bore hole and surrounding the source. This pressure wave produces a horizontal displacement of the soil forming the wall of the bore hole. This displacement propagates up and down the bore hole wall, in turn causing a pressure wave to be generated in the fluid surrounding the geophones as the soil displacement wave passes their location.

In operation, the P-S Logger activates the SH-wave source in one direction and records the output of the two horizontally oriented geophone axes that are situated parallel to the axis of motion of the source. The source is then activated in the opposite direction, and the horizontal output signals are again recorded, producing a SH-wave record of polarity opposite to the previous record. The source is finally actuated in the first direction again, and the responses of the vertical geophone axes to the resultant P-wave are recorded during this sampling.

(JAPE Page 47 The data from each geophone during each source activation is recorded as a different channel on the recording system. The Model 170 has six channels (two simultaneous recording channels), each with a 12 bit 1024 sample record. The recorded data is displayed on a CRT display and on paper tape output as six channels with a common time scale. Data is stored on disk to improve the signal to noise ratio of the signals.

Review of the displayed data on the CRT or paper tape allows the operator to set the gains, filters, delay time, pulse length (energy), sample rate, and "stacking" number to optimize the quality of the data before recording. Figure 6-2 shows a sample of the paper record.

_ The suspension probe is lowered to the bottom of the bore hole, with occasional stops to check system function. The probe was then raised according to preplanned sample intervals. At each sampling depth the measurement sequence of two opposite horizontal records and one vertical record was performed, and the gains were adjusted as required. The data from each depth is printed on paper tape, checked, and recorded on diskette before moving to the next depth.

The digital records are analyzed to locate the first minima on the vertical axis records, indicating the arrival of P-wave energy. The difference in travel time between these arrivals is used to calculate the P- wave velocity for that 1 meter interval. When observable, P-wave arrivals on the horizontal axis records are used to verify the velocities determined from the vertical axis data. In addition, the soil velocity calculated from the travel time from source to first receiver is compared to the velocity derived from the travel time between receivers.

The digital records are studied to establish the presence of clear SH- wave pulses, as indicated by the presence of opposite polarity pulses on each pair of horizontal records. Ideally, the SH-wave signals from the 'normal' and 'reverse' source pulses are very nearly inverted images of each other. Digital FFT - IFFT low pass filtering is used to remove the higher frequency P-wave signal from the SH-wave signal.

The first maximum is picked for the 'normal' signals and the first minimum was picked for the 'reverse' signals. The absolute arrival time of the 'normal' and 'reverse' signals may vary by ± 0.2 milliseconds, due to differences in the actuation time of the solenoid source caused by constant mechanical bias in the source or by bore hole inclination. This variation does not affect the velocity determinations, as the differential time is measured between arrivals of waves created by the same source actuation. The final velocity value is the average of the values obtained from the 'normal' and 'reverse' source actuation.

It should be noted that the suspension logging system measures velocities at frequencies between 500 and 2000 Hz. Also, because of differences in coupling between the two sources, it is not possible to accurately use the recorded time signals to measure attenuation.

UJLPE Page 48 78.1ft

Far HE 25.300

Far U 6.750

Near HH 18.100

Near HR 18.200

Near U 6.050

Figure 6-2 Filtered (1000 Hz. lowpass) 78.1 foot record.

Downhole velocity surveys

Measurements of in-situ soil velocities were performed using a proprietary variable azimuth downhole geophone and the Model 170 Digital Logging recorder, manufactured by OYO Corporation. This system insures that the signals received at the downhole geophones are of maximum amplitude, and are not subject to errors in travel time caused by incorrect phase of first arrival picks, as sometimes found with non-orientable downhole probes.

The downhole probe consists of a horizontal and vertical geophone mounted on a rotatable structure with a fluxgate magnetometer compass sensor. The compass/geophone assembly is mounted with preamplifiers and compass drive circuitry inside a 2.5 inch diameter case approximately 30 inches in length. The compass/geophone assembly can be rotated from the surface control module to match the azimuth of the horizontal geophone axis with the azimuth of the surface shear wave source. The probe receives control signals from, and sends the amplified geophone signals to, instrumentation on the surface via an armored 7 conductor cable. The cable is wound onto the drum of a winch and is used to support the probe. Cable travel is measured to provide probe depth data. The probe is locked into the

UJLPE Page 49 bore hole by inflation of an external rubber bladder that runs the length of the probe.

Repeatable hammer blows are used as a constant energy source; for this project the anvil to be struck will consist of a steel block, approximately 1 foot on a side, bolted to the rock near the bore hole collar. System triggering is performed by a piezo-hammer switch mounted on the hammer handle. Vertical and horizontal geophones are mounted near the bore hole collar to record reference wave forms to verify the amplitude and timing of each hammer blow.

In operation, the shear-wave produced by swinging the hammer in one direction produces an output at both the surface and downhole horizontal geophones which is digitized and recorded. The hammer is then swung in the opposite direction, and the horizontal output signals are again recorded, producing a shear-wave record of polarity opposite to the previous record. A vertical hammer blow is executed, and the responses of the vertical geophones to the resultant P-wave are recorded.

The signal from each geophone generated by each hammer blow is recorded as a different channel on the recording system. The Model 170 recorder has six channels (two simultaneous recording channels), each with a 12 bit 1024 sample record. The recorded data is displayed on a CRT display and on paper tape output as six channels with a common time scale. Data and all system parameters are stored on 3.5 inch floppy diskettes for further processing. Up to 8 hammer blows can be averaged to improve the signal to noise ratio of the signals.

Review of the displayed data on the CRT or paper tape allows the operator to set the gains, filters, sample rate, and number of averages to optimize the quality of the data before recording to floppy diskette.

The downhole probe compass azimuth is checked at the surface, and compared to the azimuth of the shear wave source. The probe is then lowered to the bottom of the bore hole in five foot intervals. Once at the correct depth, the probe is locked in place by inflating the rubber bladder to 30 PSI over the ambient pressure at the probe depth. The cornpass/geophone assembly is then rotated to match the azimuth of the surface shear source. At each sampling depth the measurement sequence of two opposite horizontal records and one vertical record is performed, and the gains adjusted as required. The waveform data from each depth is printed on paper tape, checked, and recorded on diskette before moving to the next depth.

The digital records are analyzed to locate the first arrival of energy on each downhole geophone record. The horizontal records are studied to verify the presence of clear shear-wave pulses, as indicated by the presence of opposite polarity pulses on each pair of horizontal records. Ideally, the shear-wave signals from the 'normal' and 'reverse' source pulses are very nearly inverted images of each other. Digital FFT - IFFT lowpass filtering

UJLPE Page 50 may be used to remove the higher frequency P-wave signal from the shear- wave signal.

Trigger timing is checked by comparing the records obtained from the surface geophones; if any shifting of trigger time is seen, these values are used to correct the total downhole travel time. Total travel time is corrected for changes in path length due to offset of the source from the bore hole collar, as well as inclination of the bore hole.

Total corrected P- and S-wave travel time is then plotted versus depth. A piece wise linear curve fit is then performed on the time travel curves to determine the different velocity zones present in the formation surrounding the bore hole. This analysis is performed graphically by an experienced geophysicist. The slope of each segment of the linear curve fit is then calculated to provide the average P- and S-wave velocity of that segment of the soil column.

Attenuation measurements

An important property of soil for earthquake response analysis is its attenuation (denoted Q) or damping (denoted D, D=1/2Q). These quantities describe the amount of energy absorbed by dynamic hysteretic or viscous action of the soil.

Attenuation varies with strain level. The only way to measure attenuation at earthquake strain levels is in the laboratory. However, small- strain attenuation can be measured in-situ. These in-situ values can then be used to anchor laboratory measurement results.

Attenuation characteristics of a vertical soil column can be estimated for low strains by measuring the wave forms from a surface source at various depths in a single bore hole. This is called "downhole attenuation/damping." We have used the "Spectral Slope" method for analyzing the downhole data to produce estimates of SH-wave attenuation. This method is detailed in reports by URS [1982, 1986] and a paper by Hauge [1981].

Selected horizontal wave forms measured during the downhole shear-wave velocity measurements (described in the previous section) were used for attenuation calculations. Data were analyzed in depth pairs, with one of the depths being a reference depth (approximately 50'). The recorded data were analyzed using the Spectral Slope Method as described in URS [1982]. This frequency domain analysis method makes the following assumptions:

Attenuation is frequency independent Scattering effects are frequency independent Geometric spreading effects are frequency independent Near-source effects are not present in the shallower reference sensor Signal-to-noise ratios are acceptable over a wide frequency band

UJLPE Page 51 Proper measurement techniques can minimize effects of the last two assumptions. However, there is currently some question whether the first three assumptions are completely valid.

Spectral slope calculations were performed using the commercial MACRAN time series analysis software. The measured velocity time histories were imported into MACRAN, scaled to correct units, and time- aligned. The transfer function was calculated between the measurement and reference depth signals. For most analyses, several hammer blows were averaged in this calculation. The coherence between the two wave forms was also calculated. Coherence was used to determine the frequency band for spectral slope analysis. This frequency band was determined somewhat qualitatively. However, in general the selected frequency band had coherences greater than about 0.7. Lower frequency limits varied from 10 to 50 Hz. Upper frequency limits varied from 50 to 150 Hz.

Attenuation (Q) and damping(D) were calculated from the transfer function magnitude within the selected frequency band as follows:

Take the natural log of the transfer function magnitude. Least-square fit a line to the ln(magnitude) vs. frequency curve. The slope of this line is the "spectral slope." Estimate the average SH velocity (called V) between the reference and measurement depth from the suspension or downhole velocity data. The distance between the measurement locations is called X. Calculate Q from the formula Q = -(3.14*X)/(V*spectral slope) Calculate D from Q using the formula D = 1/(2*0)

Attenuation calculations using the spectral slope method were unsuccessful for most of the rock sites, but provided acceptable results for soil sites.

Shear-wave refraction surveys

Shear-wave refraction surveys were performed for four sites: SAGO Tunnel (47189), Lexington Dam (57180), CSU Hayward (58219) and San Francisco Rincon Hill (58151). A 110 foot long refraction line was located as close as practical to the strong motion recorder. The placement and orientation of each line were governed by local site conditions such as access, terrain, fences and structures. Each line consisted of 12 horizontal geophones spaced at 10-foot intervals. The sensitive axes of the geophones were aligned normal; to the line to record Sh shear-waves signals generated at both ends of the spread.

The method of generation of the shear waves varied according to the site conditions:

1. SAGO Tunnel—A steel angle-iron that supports the corrugated metal pipe entrance to the tunnel was struck with a hammer; the pipe support was held in firm contact with the floor of the tunnel by the weight of the pipe and good quality shear waves were

UJLPE Page 52 generated. A 3 foot long block was placed on the floor of the tunnel at the innermost end of the line and struck at an angle of approximately 30° to the horizontal; shear waves with acceptable quality resulted. Lexington dam and CSU Hayward—A conventional vehicle-on- a-plank traction source was used. The front wheels of a vehicle were driven onto a 7 foot long 6"x6" wooden plank to hold the plank in firm contact with the ground. Horizontal hammer blows to each steel-capped end of the plank generated clean shear waves. Rincon Hill— The immediate vicinity of the strong motion instrument is not accessible to a vehicle. The source consisted of a 4"x6"x18" steel frame to each end of which was attached a vertical blade 9" below the frame. The blades were driven into the ground until the frame was flush with the ground surface; the ends of the frame were struck horizontally.

The standard procedure for each source location or "shot point" was to record "positive" shear wave signals generated by the blow to one end of the source and then to record "negative" signals by a blow to the opposite end. Recordings of positive and negative shear waves are superimposed to create the divergent "butterfly-shaped" waveforms that are useful in identifying and tracking shear waves.

Each refraction line was reversed, i.e., signals were recorded from sources at each end and, at CSU Hayward and Rincon Hill, from sources located beyond the ends. Except for the SAGO tunnel, the end geophone (i.e., the one at 0+00 or at 1+10) was moved 5 feet in from the end when recording signals from one source at that end; the geophone was then replaced at the end of the line for all other source locations.

Because computations of refractor depths and velocities involve sums and differences of arrival times of refracted signals from forward and reverse shots, it is desirable that refracted first arrivals for forward and reverse directions overlap as much as possible. If there is a significant amount of overburden, then it is a good practice to place the shot points far enough beyond the ends to allow refractions to arrive at the end points before the direct arrival through the overburden. Whether off-the-end shot points are required or not can generally be determined from a quick field plot of arrival times from the end shots.

All the signals were recorded on an EG&G Geometrics 2401 digital seismograph operating in a 12-channel mode. This instrument has a floating point input, a dynamic range of about 110 dB, disk storage and thermal printer. The signals can be stacked during acquisition to increase the signal-to-noise ratio, and digitally filtered after the acquisition to enhance record quality.

The reciprocal value of the slope of arrival times plotted against distance from the source is the apparent velocity of a layer. If there is overburden on top of the rock then variations in the velocity and thickness

UJLPE Page 53 of the overburden will introduce scatter and slope changes in the trend of refracted arrivals, so that the apparent velocity is not necessarily the true velocity. However, if the refraction line is reversed, then the true velocity of a refractor can be obtained from the time versus distance plot in several ways:

By computing the harmonic mean of the forward and reverse apparent velocities. By computing delay times, subtracting the delay times from the arrival times, and computing the reciprocal slope of the reduced arrival times. By plotting the differences in the forward and reverse times of the refracted arrivals as a function of distance along the line. The true velocity of the refractor is twice the reciprocal of value of the slope of this plot.

The last method will also reveal lateral changes in refractor velocity along the line and is the technique chosen to analyze the data acquired in this investigation. A complete explanation of analysis methods is given in Redpath [1973].

UJLPE Page 54 7. CONCLUDING REMARKS

The advance of earthquake engineering in general, and strong motion seismology in particular, depends on data—observations and measurements of earthquake response. The data collected by UJLPE offers a rich source for scientific and engineering investigations. Together with those of previous investigations, this data set will be extremely useful for re calibrating strong motion models for the Loma Prieta earthquake, as well as for generic estimations of profile and site-response uncertainty. Practitioners will be better able to judge the appropriateness for use of the ground motion records for their particular application since they have a characterization of the site's properties.

It is premature to judge what influence investigations of these UJLPE data may have. But it is of interest to note how the shear wave velocity measurements at rock sites vary with depth. "Smoothed value" shear wave velocity logs have been plotted in Figure 7.1 for all the UJLPE rock sites. These illustrate how varied rock site conditions are in the Bay Area are. While velocities near the surface are predominantly about 1500 feet per second (fps), with a range from 600 fps to 2900 fps, the velocities at the 60 foot level range from 1200 fps to 6500 fps with no "clustered" value. Several sites exhibit significant near-surface velocity gradients. This variability is observed from a composite of a wide range of rock types (e.g., granite, sandstone, limestone, serpentine and chert). These rock-site velocities may substantially affect previous estimates of soil-rock site amplifications at high frequencies (particularly above 5-10 Hz).

The efforts supported by the Building Contractors Society of Japan and the Electric Power Research Institute have done much to improve our knowledge of Loma Prieta sites. The addition of 33 previously uninvestigated sites to the catalog is a major accomplishment. But much remains to be done. The investigation of free-field sites is driven by a desire to understand the influence of local geotechnical conditions on site response. It is clear from the simple plot of Figure 7.1 that there is great variability in sites characterized as rock—and that these cannot fail to be important in understanding the sites response. But what of the influence of site conditions on building response, and the influence of the building's response on the apparent response of the site—so-called soil-structure interaction (SSI). There has been relatively little investigation of the site conditions for building and structure response. In the end analysis ground motion estimates are made for the purpose of influencing the design and analysis of structures placed on these sites. Some geotechnical information exists for selected recording sites, but it is usually limited to geotechnical investigations whose purpose was static foundation design and is thereby of limited applicability to earthquake response investigations.

UJLPE Page 55 0

— 41. 1. L_ 20 a

—r a

80 - —r

• _ti 100 4.- s- — — §—

, 1 , . 1 1 120 , „ 1 ,•r 1 „ 1 0 1000 2000 3000 4000 5000 5000 7000 8000 0000 VELOCITY, FT/SEC

Figure 7-1 Composite rock shear velocity logs for suspension logged sites. These curves indicate the high variability among the rock sites investigated.

UJLPE Page 56 Over a hundred Loma Prieta strong motion recording sites remain to have subsurface characterizations. From among these Table 7.1 lists 30 ground motion sites yet to be investigated; Table 7.2 lists 38 instrumented buildings and Table 7.3 lists 7 other structures where site and building response recordings were written during Loma Prieta whose study could greatly improve our understanding of SSI. Additionally, there are numerous sites with recordings yet to be investigated from the 1971 San Fernando, 1984 Morgan Hill, 1987 Whittier Narrows, 1992 Landers, 1992 Mendicino earthquakes. Many records from these latter earthquakes are regularly used in engineering design without knowledge of their subsurface site conditions.

While this report contributes much to the understanding of Loma Prieta sites, much is left undone. Hopefully, UJLPE is a beginning of the process that will be completed over time as other institutions and organizations recognize how important these site data are in furthering our understanding of the nature of earthquake ground motion, as have BCS and EPRI.

UJLPE Page 57 Table 7-1 Stations with recorded ground motions from the Loma Prieta earthquake with subsurface investigations.

tation Name Owner Station Lat. Long. Km. Max Site type accel an Jose/Santa Teresa CSMIP 57563 37 210 121.803 21 028 Alluvium over Hills serpentine Saratoga CSMIP 58065 37.255 122.031 27 0.33 Alluvium Coyote Lake Dam, CSMIP 57217 37.118 121.550 31 0.49 Fill over carbonate abutment rock Coyote Lake CSMIP 57504 37.124 121.551 31 0.19 Alluvium Dam/downstream San Jose Interchange USGS/ 1571 37.340 121.851 34 0.18 deep alluvium, CDOT possibly bay mud Salinas CSMIP 47179 36.671 121.642 46 0.12 Alluvium Del Valle Dam CDWR 1265 37.617 121.746 66 0.06 Livermore VA VA 1226 37.625 121.762 67 0.06 Alluvium, 600m., sandstone Hayward/BART Station CSMIP 58498 37.671 122.087 73 0.16 Calaveras array, Dublin fire USGS/ 1689 37.709 121.932 75 0.09 Shallow alluvium station CDMG Livermore CSMIP 57528 37.753 121.772 80 0.04 Alluvium Big Sur CSMIP 47136 36.255 121.782 87 0.06 Alluvium Bear Valley No. 7 USGS/ 1476 36.483 121.180 88 0.06 CDMG S.F., Fire station #17 USGS/ 1675 37.728 122.385 89 0.11 CDMG Tracy, sewage plant CSMIP 57458 37.766 121.421 91 0.06 Alluvium San Beneto CSMIP 47288 37.519 121.084 92 0.05 Alluvium SFSU, Thorton Hall USGS/ 1116 37.724 122.475 93 0.14 CDMG Los Banos CSMIP 56012 37.106 120.825 94 0.05 Alluvium S.F., 575 Market USGS/ 1446 37.790 122.400 96 0.13 CDMG S.F., 600 Montgomery USGS/ 1239 37.800 122.400 97 0.18 CDMG Greenfield CSMIP 47460 36.321 121.243 98 0.08 Alluvium Berkeley, Strawberry Cyn UCB 1005 37.870 122.240 98 0.08 Be rkeley/LBL#01 CSMIP 58471 37.876 122.249 99 0.12 Thin alluvium on shale, siltstone Berkeley, 2168 Shattuck USGS 1103 37.870 122.270 99 0.11 Richmond, Bulk mail USPS 1459 37.884 122.302 101 0.11 Alluvium center Bitterwater CSMIP 46173 36.395 120.982 107 0.07 Alluvium Olema/Point Reas Ranger CSMIP 68003 38.043 122.797 138 0.04 Alluvium station Napa CSMIP 68150 38.270 122.276 141 0.03 Alluvium Santa Rosa CSMIP 68489 38.439 122.711 171 0.05 Bodega Head CSMIP 69039 38.311 123.052 175 0.04 Alluvium

UJLPE Page 58

Table 7-2 Summary of recorded strong motions from instrumented buildings during the Loma Prieta earthquake; instrumentation installed by California Division of Mines and Geology CSM1P, expect as noted. Gr indicates ground, FF is free field.

Epicentral Distance Number of (kin) Structure Description Channels Horizontal 18 Commercial Bldg., 4-story, concrete shear wall 13 Gr (0.39 g) Watsonville Roof(1.24 g) 28 Historical unreinforced masonry (timber 6 Gr (0.28 g) Commercial diaphragm) Roof (center-0.99 g) Building, Gilroy Roof (edge-0.55 g) 21 Office Bldg., San 3-story, moment resisting steel 10 + 3 free FF (0.28 g) Jose frame field Roof (0.67 g) 27 School Gymnasium, concrete shear wall and column 11 Gr (0.33 g) Saratoga (timber diaphragm) Roof (center-0.87 g) (See Table 8) Roof (edge-0.43 g) 33 Residential Bldg., 10-story, concrete shear wall 13 Gr (0.09 g) San Jose Roof (0.37 g) 33 Commercial Bldg., 10-story, shear wall, and frame 13 Base (0.11 g) San Jose Roof (0.38 g) 35 Government Office 13-story, moment resisting steel 22 Base (0.11 g) Building, San Jose frame (mat foundation) Roof (0.36 g) (66 sec. record with 2.25 seconds structural period.) 43 Industrial Bldg., 2-story, concrete tilt-up shear 13 Gr (0.14 g) Milpitas walls Roof (0.58 g) 47 Veterans Admin.(VA) 7-story, unsymmetrical, 3 + 3 free Basement (0.38 g) Hospital, Palo Alto reinforced concrete building field Roof (1.09 g) (on consolidated alluvium) 48 Warehouse, 1-story, concrete tilt-up 13*+ 3 FF (0.38 g) Hollister free-field *not recovered due to collapse) 50 Office Bldg., Palo 2-story, masonry (timber 7 Gr (0.21 g) Alto diaphragm) Roof (center-0.55 g) Roof (edge-0.36g) 67 VA Hospital, San 6-story, Reinforced concrete 3 + 3 free Basement (0.16 g) Francisco (USGS) building field Roof(0.34 g) 69 Office Bldg., 6-story, concrete shear walls 13 Gr (0.12 g) Hayward Roof (0.45 g) 70 School Bldg., 13-story, core interior steel 16 Gr (0.09 g) (CSUH), Hayward frame ext. concrete mom. frame Roof (0.24 g) 70 School 4-story, concrete shear walls 16 Gr (0.05 g) Bldg.(CSUH), Roof (0.18 g) Hayward 74 Hayward City Hall 11-story, reinforced concrete 12 + 6 FF (0.10 g) (USGS) framed structure (on free-field Ground (0.07 g) consolidated alluvium) 12th floor (0.13 g) 74 VA Hospital, 6-story plus basement, a + 3 free Basement (0.06 g) Livermore (USGS) reinforced concrete shear-wall field Roof (0.15 g) building (on consolidated alluvium) 81 Government Bldg., 9-story, core concrete 16 Gr (0.16 g) San Bruno shear wall and columns Roof (0.36 g) 81 Office Bldg., San 6-story, concrete mom. res. 13 Gr (0.14 g) Bruno frame Roof (0.46 g)

UJLPE Page 59 Table 7-2 Summary of recorded strong motions from instrumented buildings (continued).

Epicentral Distance Number of (km) Structure Description Channels Horizontal 85 Hospital 4-story, concrete shear wall and 11 Basement (0.15 g) So. San Francisco. mom. res. steel frame Roof (0.68 g) 91 Residential Bldg., 24-story, multiple concrete shear 16 Gr (0.18 g) Oakland walls Roof (0.38 g) 93 School Bldg., 3-story, concrete shear walls 14 Gr (0.08 g) Piedmont Roof (0.18 g) 95 School (UCSF), San 6-story, concrete mom. res. 13 Gr (0.099) Francisco frame Roof (0.28 g) 95 Commercial Bldg. 18-story, steel mom. res. frame 13 Gr (0.17 g) San Francisco Roof (0.27 g) 96 Office Bldg. 47-story, steel mom. res. steel 18 Gr (0.20 g) (Embarcadero frame Roof (0.48 g) Center), San (1 second period) Francisco 96 Pacific Park Plaza 30-story, symmetrical three- 24 + 3 FF (0.26 g) 633 Christie Ave., winged reinforced concrete (on free-field Ground (0.22 g) Emeryville (USGS) Bay Mud) Roof Wing (0.39 g) 96 Chevron Bldg., 575 41 story, moment-resisting steel 14 Basement (0.11 g) Market St., San framed structure on precast 25th floor (0.23 g) Francisco (USGS) piles 97 Transamerica Bldg. 48-story + 204 ft. tower steel 22 Basement (0.12 g) (USGS) framed on 9 ft. base mat (on 49th floor (0.31 g) stiff soil) 97 Hospital, Berkeley 2-story + basement steel 12 Gr (0.12 g) Roof (0.30 g) 99 Great Western Reinforced concrete core, truss 18 Basement (0.11 g) Bldg., 2168 structure at roof supports the 13th floor (0.23 g) Shattuck Ave., suspended floors (on stiff soil) Berkeley (USGS) 98 Commercial Bldg., 10-story, interior core conc. 16 Gr (0.10 g) Walnut Creek shear walls and exterior Roof (0.25 g) concrete frame 102 Commercial Bldg., 3-story, concrete shear wall with 12 Gr (0.13 g) Pleasant Hill conc. frame Roof(0.23 g) 105 Residential Bldg., Reinforced masonry shear walls 13 Gr (0.06 g) Concord Roof(0.24 g) 108 Government Bldg., 3-story, concrete mom. res. 13+ 3 free Gr (0.12 g) Richmond-UJLPE frame and shear walls field FF (0.13 g) site Roof (0.24 g) 112 Office Bldg., 3-story, perimeter steel mom. 12 Gr (0.12 g) Richmond res. frame Roof (0.32 g) 124 Office Bldg., San 3-story, concrete shear wall and 16 Gr (0.04 g) Rafael steel mom. res. frame Roof (0.13 g) 171 Residential Bldg., 14-story, concrete mom. res. 13 + 3 free FF (0.05 g) Santa Rosa frame with corner shear walls field Gr (0.05 g) Roof (0.21 g) 172 Commercial Bldg., 5-story, concrete shear wall and 13 Gr (0.06 g) Santa Rosa frame Roof (0.13 g)

UJLPE Page 60 Table 7-3 Summary of records from other structures; instruments are owned by CDMG except as noted.

Epicentral Distance Number of (km) Structure Description Channels Horizontal 33 Bridge Hwy 101/156 overpass, 12 G(H) (0.18 g) San Juan Bautista, concrete bents, ,steel G(V) (0.10 g) (alluvium) girders on bearings Deck (0.94 g) Bent top (0.44 g) 72 Bart Elevated Section, Reinforced concrete 16 + 3 free FF (H) (0.16 g) Hayward columns and deck field Bent Bottom Long (H) (0.15 g) Trans (H) (0.15 g) Bent Top Long (H) (0.26 g) Trans (H) (0.60) 19 Lexington Dam, near Earth dam (on slate Abut (H) (0.45 g) Los Gatos sandstone) Crest (H) (0.40 g) 27 Anderson Dam (USGS) East of Morgan Hill 21 Abutment (0.08 g) earth/dam with clay Downstream (0.26 g) core Crest (0.42 g) 66 Del Valle Dam earth dam 3 + 3 free Crest (0.08 g) East Bay (USGS) field Toe (0.06 g) 69 Lower Crystal Springs concrete gravity (on Dwnstr (H) (0.09 g) Dam, San Mateo Franciscan Greywacke) Dam Base (H) (0.05 g) Abut(H) (0.09 g) Crest (H) (0.10g) 96 Caldecott Tunnel (sandstone, shale, and Max (0.06 g) Oakland mudstone)

UJLPE Page 61 8. REFERENCES

Atwater, B.F. et al 1977. "Late Quaternary depositional history, Holocene sea level changes, and vertical crustal movement, south San Francisco Bay, California," U.S. Geological Survey Professional Paper 1014. Benuska, Lee, 1990. Technical editor, Loma Prieta Earthquake Reconnaissance Report, special issue of Earthquake Spectra, Supplement to Volume 6, May, 1990. BSSA, 1991. Bulletin of the Seismological Society, Special volume on the Loma Prieta Earthquake. Fuis, Garry S., W.D. Mooney 1990. "Lithospheric structure and Tectonics from Seismic-Reflection and other Data," pp 207-236, in R.E. Wallace, Editor, The San Andreas Fault System, California, U.S. Geological Survey Professional Paper 1515, U.S. Printing Gibbs, J.F., T.E. Fumal, D.M. Boore, W.B. Joyner 1992. "Seismic velocities and geologic logs from borehole measurements at seven strong-motion stations that recorded the 1989 Loma Prieta earthquake," US Geological Survey, Menlo Park, California, Open-File Report 92- 287. Fumal, T.E. 1991. "A Compilation of the Geology and Measured and Estimated Shear-Wave Velocity Profiles at Strong Motion Stations that recorded the Loma Prieta, California, Earthquake," US Geological Survey, Menlo Park, California, Open-File Report 91-311. Powers, T. and T.E. Fumal 1993. "Geologic logs of borings near twenty- two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993. Hauge, P.S. 1981. "Measurements of Attenuation From Vertical Seismic Profiles," Geophysics, vol. 46, no. 11, pp. 1548-1558. Housner, G.W. et al. 1990. Competing Against Time, Report to the Governor from The Board of Inquiry on the 1989 Loma Prieta Earthquake, George W. Housner, Chairman, C.C. Thiel, Editor (Sacramento, CA: State of California, Office of Planning and Research) Maley, R., A. Acosta, F. Ellis, E. Etheridge, L. Foote, D. Johnson, R. Porcella, M. Salsman, J. Switzer, 1989. "US. Geological Survey Strong-Motion Records from the Northern California (Loma Prieta) Earthquake of October 17, 1989," US Geological Survey, Menlo Park, California, Open-File Report 89-568, October. Page, B.M. 1966. "Coast range provinces," in Bailey, E.H. ed., Geology of Northern California: California Division of Mines Bulletin, 190, p. 255-276. Radbruch, D.H., "Former shoreline features along the east side of San Francisco Bay, California," U.S. Geological Miscellaneous Geologic Investigations Map 1-298, Scale 1:48,000, 1959. Redpath, B.B. 1973. "Seismic Refraction Exploration for Engineering Site Investigations," U.S. Department of Commence, NTIS, AD-768 710. Redpath, B. 1991. "Seismic Velocity Logging in the San Francisco Bay Area," Redpath Geophysics, Murphys, California, August. Redpath, B. 1992. "Shear-Wave Refraction Surveys at Strong Motion Recording Sites," Redpath Geophysics, Murphys, California, November.

UJLPE Page 63 Salleeby, J.B. "C-2: Central California offshore to Colorado Plateau," Geological Society of America Continental/Ocean Transect 10, 63 p., scale 1:500,000, 2 sheets. Seed, H.B. and I.M. Idriss, 1982. Ground Motions and Soil Liquefaction During Earthquakes, Monograph Number MNO-5, Earthquake Engineering Research Institute, Oakland, California. Shakal, A., M. Huang, M. Reichle, C. Ventura, T. Cao, R. Sherburne, M. Savage, R. Darragh, C. Petersen 1989. "CSMIP Strong-Motion Records from the Santa Cruz Mountains (Loma Prieta) Earthquake of 17 October, 1989," California Strong Motion Instrumentation Program, California Division of Mines and Geology, Report OSMS 89-06. Shannon and Wilson/Agbabian Associates 1972. "Procedures for Evaluation of Vibratory Ground Motions of Soil Deposits at Nuclear Power Plant Sites," Los Angeles, January. Shannon and Wilson/Agbabian Associates 1982. "Soil Behavior Under Earthquake Loading Conditions," Los Angeles, April. Spangler, M.G. and R.L. Hardy 1982. Soil Engineering, Harper and Row, New York, Sections 5.11 and 8.26. Taliaferro, N.L. 1951. "Geology of the San Francisco Bay Counties," in Jenkins, 0.P., ed. Geologic Guidebook of the San Francisco Bay Counties, Division of Mines Bulletin 154, p117-150. Thiel, C.C., G.W. Housner, and L.T. Tobin 1991. "State Response to the Loma Prieta Earthquake: Competing Against Time," Bulletin of the Seismological Society of America, Volume 81, No. 5, October 1991. URS/Blume & Associates 1986. "In-situ Measurements of Shear-Wave Attenuation at a Strong-Motion Recording Site," San Francisco, May. Woodward-Clyde Consultants, "Field Investigations at Strong Motion Accelerograph Sites," Northern California, Oakland, California, January, 1993.

UJLPE Page 63 I

1 UJLPE BCS/CUREe Sub-Surface Site Conditions at Alameda Naval Air Station

This report was prepared under the sponsorship of the Building Contractors Society ofJapan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Pri eta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCS/CUREe

SITE NAME: ALAMEDA NAVAL AIR STATION

Address: Alameda Naval Air Station, Instrument location: Located on concrete Alameda, CA. slab on grade in the center of Latitude: 37.785° N hanger the hanger next to a steel Longitude: 122.308° W column. Instrument owned by: US Navy Site surficial geology: Sand fill over bay Site number: None mud. Depth to bed rock: 487'

SUBSURFACE INFORMATION:

Boring 1 Drilled by USGS Depth: About 152.5 meters Drilled by: Pitcher Drilling Company, Palo Alto, CA. Date: May 20, 1991 Subsurface Geophysics: P and S wave velocities Performed by: USGS

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 3 Figure 2 Site map showing the location of the instrument site and boring. 5 Figure 3 Explanation of geologic log (Ref. 1). 6 Figure 4 S-wave velocity profile for measurements carried out by USGS. 12 Figure 5 P-wave velocity profile for measurements carried out by USGS. 13

Table 1 Geotechnical Log of Boring. 7 Reference 14

Alameda Naval Air Station Page 2 UJLPE BCS/CUREe

Figure 1 - Regional geological map for the instrument site. (Ref. 2) (see following page for description).

Alameda Naval Air Station Page 3 UJLPE BCS/CUREe

("Pio:MAHON

Generalizto thickness contours. in feet, of young bay mug. Contour interval is 1C ft (3 m) or 20 ft (o m). Hachures point to ssssssssss where mut, is thinner than the value, of the Surrounding contour.

Uncertainty in thickness g lly less than or euual to one-half the local Contour ins

Uncertainty in thickness generally less than or equal to the Local contour interval

Uncertainty in thickness may beg than the local contour interval

soft gray clay. probaDly younw dud. located lanoward of historic tidal marshes

locations of borehole'

borehole from which young Pay muc was not reported

korehole from which too ano cottcm of young boy muc was reported

porehole from wtich top. out not bottom. Of Young bay muo was reported

Figure 1 - Explanation for the first portion of Fig. 1.

Alameda Naval Air Simian Page 4 UJLPE BCS/CUREe

OiLd f OAKLAND OUTER HARBOR WHARF .

ItAR110_11.1.

..1;FALAMEDA•NAVAL, AIRSTATION '11 1

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled on May 20, 1991 to a depth of about 142.5 meters (Ref. 1).

Alameda Naval Air Station Page 5 UJLPE BCS/CURE6

Rock hardness: response to hand and geologic Texture: the relative proportions of clay, silt, and hammer: *Ellen et al.. 1972) sand below 2mm. Proportions of larger particles are indicated by modifiers of textural class names. hard - hammer bounces off with solid sound Determination is made in the field mainly by leeiing firm- hammer dents with thud, pick point dents or the moist soil MOH Survey, Ste. 1951). penetrates slightly soft- pick points penetrates friable materiel can be crumbled into individual grains by hand.

Fracture 'Pacing: (Ellen at at.. 1972)

= t fracture spacing

0-1 0-1/2 v. close

1-5 1/2-2 close III?? CLAY LOAM 1 SANDY CLAY 5-30 2-12 moderate LOAN 1 30-100 12-36 wide 1 >100 >36 V. wide

eg•taoht INK

Weathering: Resit no visible signs of weathering Slight no visible decomposition of minerals, slight Color: Standard Munsell color names are given for discoloration the dominant color of the moist soil and for Moderate: slight decomposition of minerals and dis- prominent mottles. integration of rock, deep and thorough discoloration - Deep: extensive decomposition of minerals and complete disintegration of rock but original Types of samples suuctute is preserved. SP- Standard Penetration 1+3/8 in in ID sampler) S - Thin-wall push sampler Relative density of sand and consistency of clay is 0 - Osterberg fixed-piston sampler correlated withpenetration resistance: (Terzaghi and P - Pitcher Barrel sampler Peck. 1948) CH - California Penetration (2 in ID sampler) DC • Diamond Core

relative wows/ft. gervsity plows/ft. consistency

0-4 v. loose <2 v. soft

4-10 loose 2-4 soft

10-30 medium 4-8 medium

30-50 dense 8-15 stiff

>50 v. dense 15-30 v. stiff

>30 hard i

Figure 3 - Explanation of geologic log (Ref. 1).

Alameda Naval Air Station Page 6

UJLPE BCS/CUREe

SITE: ALAMEDA NAVAL AIR STATION DATE: 5/20/91 LAJ 0 x • a. E 0 gi• 0 00 —s sa • DESCRIPTION .J ILL < cc E 03 co sz)

SAND, yellowish brown, well sorted, v. fine to fine grained (ARTIFICIAL FILL) loose

32 olive, dense

CLAY, mottled, v.dk. gray and olive, v. soft (HOLOCENE BAY MUD) dk. greenish gray, abundant shells

0 dk. olive to brown, peaty

v.dk. greenish gray, stiff

...... SAND TO LOAMY SAND, oliver brown, v.iine to fine grained (MERRITT SAND) —ir .. 5 s ......

50/

......

SAND TO LOAMY SAND, dk. greenish gray, v. line to medium grained

with thin beds of SILTY CLAY

30 SILTY CLAY, v.dk. greenish gray, v. stiff (PLEISTOCENE BAY MUD)

Table 1 - Geotechnical Log of Boring. This Boring was drilled on May 20, 1991. See Fig. 2 for location of the borehole and Fig. 3 for explanation of the geologic log (Ref. I).

Alameda Naval Air Station Page 7 UJLPE BCS/CUREe

SITE: ALAMEDA NAVAL AIR STATION DATE:

)

la IC ../ 111 rs

WS! OT a. te & PTH

LOG DESCRIPTION

FO < ... RAPH DE (me BLO G ' 30 , ,. "'F-- --.—r,.- - • -. r- .'n -•. -- = ' -iw .- -7 . 4 , - Yr -. r • M- • • - . . . ' s .• : r . : SAND e. .------.N... !-----7.-- ..t - t_U*-:---35 ?___:—.------Fi_ 7_--t--...- — _..... _,,,...., ...._---_____F...... -...., '?.e.A.

-7-..T.,-.. .e.-- ..,. &-----.--,7.1r _ r„..;....k., ,-.... ..,...4_

M- ---,„=,-...,....- pisy-- le-W---,-----. =-6*---"4-- 50 .r....5t;-,.,--4... Et-a.:__-•%-a‘._ L...=.--w- --

-55 ,...... T-R---44- .....,t4 ...... e.r!-- ik .er-i-- _ '"-'14.- 60

Table 1 (continued)

Alameda Naval Air Simian Page 8 UJLPE BCS/CURE6

SITE: ALAMEDA NAVAL AIR STATION DATE:

0 ) T i0 rs WS!I O te PE & 0 PTH MPLE O < DESCRIPTION FO TY

ce —. DE (me BL SA co

"E,7:4E1 60

5r-Cfal --.a.a-

K---21--65 ...erze...- - --7,...- - --_-A .

7-4- &•- -V17•,-..- dk. olive gray, abundant wood fragments 2 re-Ai-

--%=-- -_i ,7....:cisift-4...-' 1 , GRAVELLY SAND, mostly quartz, dk. gray sandstone, reddish brown chart r FINE SANDY LOAM, dk. greenish gray

' 75 -, : — GRAVELLY SAND

.... CLAY LOAM TO SILTY CLAY, v.dk. greenish gray, v. stiff

... —80 — _ .-- ‘... ... ,-85

..._ ,.. 90

Table 1 (continued)

Alameda Naval Air Simian Page 9 UJLPE BCS/CUREe

SITE: ALAMEDA NAVAL AIR STATION DATE:

)

E 0 TH ters PE I

0 0 MPLE I < DESCRIPTION TY DEP (me 0 SA 0 . 90

CLAY, olive gray, softer

t-T-Ft=t— '----,— 95 --t..----g& , Lez....4.:- ..4.1-

''eSiTTIL_- CLAY LOAM to V.FINE SANDY CLAY LOAM, (PLEISTOCENE ALLUVIUM) 1-1 00 It. olive brown, v. stiff _ IL yellowish brown .,— , r ,--ti'V'I---2-105 CLAY, greenish gray

o —• et- . — CLAY LOAM, grayish brown

.—

,-110 clk. greenish gray to greenish gray

.0- 115

..-

-120

Table I (continued)

Alameda Naval Air Station Page 10 UJLPE BCS/CUREe

SITE: ALAMEDA NAVAL AIR STATION DATE:

0 )

T I c 0

a. 0 ters PE PTH oms/1 MPLE I c Y < _. DESCRIPTION FOO

T c DE (me in SA c ,I-120

•• -- 125 %._

' SAND, dk. gray to v.coarse size i• -130 -

SANDY CLAY LOAM, olive, v. stiff

r- -135 i-

GRAVELLY SAND, olive gray •••-•

;:::•?-140 . ,..c:

SHALE, black, hard . (FRANCISCAN ASSEMBLAGE)

— — -145

- -

-150

Table 1 (continued)

Alameda Naval Air .S.iattim Page 11 UJLPE BCS/CURIe

S Velocity (m/sec) 100 200 300 400 500 600 1 ,I. .1. SAND ARTIFICIAL FILLI

LAY (HOLOCENE BAY MUD)

SAND TO LOAMY SAND (MERRITT SAND)

LOAMY SAND. wen Ow beds el SILTY CLAY SILTY CLAY (PLBSTOCENE BAY MUD)

50 -

a) NNE SANDY LOAM -,711 GRAVELLY SAND CLAY LOAM TO SILTY CLAY

CLAY

0 100 - CLAY LOAM (PLE)STOCENE ALLUVIUM) cur CLAY LOAM

. sum SANDY PAY LOAM

GRAVELLY SAND -614ALe WHANCISCAN ASSEMBL/WEI 150 -

Alameda Naval Air Station

Figure 4 - S-wave velocity profile for measurements carried out by USGS. The dashed lines represent plus and minus one standard deviation. The statistics were done on the slope (reciprocal velocity) so that some of the limits will not appear symmetrical. Simplified geologic log is shown for correlation with velocities (Ref. 1).

Alameda Naval Air Station Page 12 UJLPE BCS/CUREe

P Velocity (m/sec) 590 1000 1500 2000 1 1 SAND IARTIFICJAL FILL;

CLAY (HOLOCENE BAY MUD)

SAND TO LOAMY SAND IMPIRfTT SAND)

LOAMY SAND. wrIlt thin 080/ Of SILTY CLAY SILTY CLAY (PLEISTOCENE BAY MUD)

50 —

FINE SANDY LOAM GRAVELLY SAND • CLAY LOAM TO SILTY CLAY

CLAY

CLAY LOAM (PLEISTOCENE ALLUVIUM)

CLAY CLAY LOAM

71: SAND SANDY CLAY LOAM

GRAVELLY SAND OSCAN 150 —

" I " 1111.1.111111

Alameda Naval Air Station

Figure 5 - P-wave velocity profile for measurements carried out by USGS. The dashed lines represent plus and minus one standard deviation. The statistics were done on the slope (reciprocal velocity) so. that some of the limits will not appear symmetrical. Simplified geologic log is shown for correlation with velocities (Ref.

Alanzeda Naval Air Station Page 13 brAPE BCS/CURIe

References

James F. Gibbs, Thomas E. Fumal, David M. Boore and William B. Joyner, "Seismic velocities and geologic logs from borehole measurements at seven strong-motion stations that recorded the Loma Prieta earthquake", U.S. Geological Survey Open File Report 92-287, 1992.

McDonald, Sandra, Donald R. Nichols, Nancy A. Wright, and Bryan Atwater, Map showing the thickness of young bay mud, Southern San Francisco Bay, California, U.S. Geological Survey Miscellaneous Field Studies Map MF-976, 1979.

Alameda Naval Air Station Page 14 2 UJLPE BCS/CUREe Sub-Surface Site Conditions at Agnews State Hospital CDMG Strong Motion Station No. 57066

The strong motion instrument is located at the Agnews State Hospital in the northeast corner of the Plant Operations warehouse.

This report was prepared under the sponsorship of the Building Contractors Society ofJapan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: AGNEWS STATE HOSPITAL

Address: Agnews Development Instrument location: At the northeast Center, 3500 Zanker Road, corner of the Plant Operations San Jose, California warehouse Latitude: 37.239° N Site surficial geology: Holocene fine- Longitude: 121.952. W grained alluvium. Instrument owned by: California Division Depth to bed rock: Variable of Mines and Geology (CDMG) Depth to water table: Not Known Site number: 57066

SUBSURFACE INFORMATION:

Boring 1 Performed by EPRI Depth: 250 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: December 20-23, 1991 Geotechnical log by: Phil Respess, Woodward Clyde Consultants, Oakland, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: August 29, 1992.

Boring 2 Well No. 1; water well. Depth: 800 ft. Information provided by: Agnews State Hospital Subsurface Geophysics: None

Boring 3 Well No. 2; water well. Depth: 815 ft. Information provided by: Agnews State Hospital Subsurface Geophysics: None

Boring 4 Well No. 3; water well. Depth: 795 ft. Information provided by: Agnews State Hospital Subsurface Geophysics: None

TABLE OF CONTENTS

Figure 1 Regional Depth to Bedrock Contour Map. 3 Figure 2 Site map showing the location of the instrument site and boring 4 Figure 3 P and S wave velocities were determined by suspension and downhole methods. 14

Table 1 Geotechnical Log of Boring. 5 Table 2 Geotechnical Log of Well No. 1. 11 Table 3 Geotechnical Log of Well No. 2. 12 Table 4 Geotechnical Log of Well No. 4. 13

References 15

Agnews State Hospital CDMG Station No. 57066 Page 2 UJLPE BCSICUREe

Figure 1 - Regional depth to bedrock contour map (Ref. 3).

Agnews State Hospital CDMG Station No. 57066 Page 3 UJLPE BCSICUREe

Aamtews DEVELOPMENTAL ! • NTE U712014 ACIfE,A SOINE eLAPJ

SEVEHIM-S1-33::.

.. 1269112381i' APPROIX.:IuM,AuaTEi :isl""•--T,'. 1 , BORING LOCATION .• , INSTRUMENT LOCATION I:P73- 1 'nu 7 .:Z. .. • , LIC(UILLTROAO izzA It Ir

a 0

! -

.19 t 6. 22 CD

it] Well No. 1 to 3

t • • 103 tt.7.2 T

:OP*: 10653-tp

Cr"

€ X MONTAGUE .n

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants from December 20-23, 1991 to a depth of 250 feet. Mr. Phil Respess of WCC logged the borings (Ref. 2).

Agnews State Hospital CDMG Station No. 57066 Page 4 UJLPE BCSICUREe

PonliGct: EPRI FIELD EXPLORATION SAN JOSE, CALIFORNIA Log of Boring No. B-1 , Date Drilled: December 20-23, 1991 Remarks' Type of Boring: Mud Rotary Logged by: P. Respess Hammer Weight* N/A Location: A9news State Hospital

s LABORATORY TESTS

le .0 0

a... t fln f ress.

MATERIAL DESCRIPTION ture

ten s 2 •B n is Samp p

Con O Streng Mo Comp Surface Elevation: Unco _ SILTY SAND (SM) (Topsoil/Fill) Loose, dry, brown, fine- to coarse-grained, little clay, - - little fine to coarse gravel - - SILTY CLAY (CH) - - Stiff to very stiff, damp, brown, little fine-grained sand, 5 — trace fine gravel — - - _ SILTY CLAY (CH) - - _ Stiff to very stiff, damp, orange-brown, little fine- to coarse-grained sand, trace fine gravel / — - - SANDY CLAY (CL-SC) 10 — — \ Stiff, damp to moist, orange-brown, little to some fine to / — — .. \ medium-grained sand / - -, - CLAYEY SAND (SC) _ Medium dense, moist, yellow-brown, fine to fine-gralned, r _ - little silty clay, 15 — — SILTY CLAY (CH) / —, - \ Very stiff, moist, yellow-brown, highly plastic, little fine- - \ to medium-grained sand, trace coarse-gralned sand / - - CLAYEY GRAVEL (GC) -— / — - -, \ Olive-brown, stiff, fine to coarse gravel up to -1-inch in . diameter, fine- to coarse-grained sand / 20 — \ — - SILTY CLAY (CH) -, - Stiff, olive-brown, little fine- to medium-grained sand, trace coarse-grained sand and fine gravel - - - - - gravel tense 25 —1 - - SILTY CLAY (CH) - Stiff, blue-gray, little fine-gralned sand, trace medium- to -. - coarse-grained -- wilth gravel 30— _ - - _ - - - a 35— _ - with gravel - _ T - _ -

40— _

Table 1 -Geotechnical Log of Boring. This boring was logged by Phil Respess of WCC on December 20-23, 1991 (Ref 1).

Agnews State Hospital CDMG Station No. 57066 Page 5 UJLPE BCSICUREe I

Px©Dggt: EPRI FIELD EXPLORATION 9

Log of Boring No. P m

SAN JOSE, CALIFORNIA ... . 2 a

• c d I I

t _ h t

ity les /ft.

9 fine 9 ress. ture ten c s

MATERIAL DESCRIPTION is P Dry P

8 — Dens Con Streng Mo Samp Blows Comp Uncon

.... , SILTY CLAY (CH) as above "I - - - -

45_ — - SANDY GRAVEL (GW) - - Dense, fine, up to -1/2- inch in diameter, some fine- to " - _ coarse-grained sand, trace silt - - - _ 50 — - .. - . - SILTY CLAY (CH) -, - Very stiff, yellow-brown, little fine-grained sand, - 55 --, trace medium to coarse-gained sand and fine gravel — - - _ - - .., - - 60— — ------SANDY SILT (ML) - 65 — Medium dense to dense, brown, little fine-grained — - sand, occasional gravel - - _ T gravel - _ - _ 70— - .. - - CLAYEY SAND (SC) - - Medium dense, blue-gray, fine to medium-gralned, trace - coarse-grained to fine gravel _ 75 -- - - _ - - - - . - 80 — — - - - -

Table 1 (continued)

Agnews State Hospital CDMG Station No. 57066 Page 6 UJLPE BCSICUREe

PcVllGigt: EPRI FIELD EXPLORATION

Log of Boring No. IL B-1

SAN JOSE, CALIFORNIA ' , 5 (continued)

1 d

t h k s e t ne n h, le fi f t ress. tur f: te .R. s ft. % is MATERIAL DESCRIPTION 0 „a p

Dep .

Con 10 Streng Mo Samp a Comp Uncon I — 85 — SILTY CLAY (CH) - - Stiff to very stiff, light brown, little fine-grained sand, - trace occasional fine gravel - -- with gravel _ T - 90 — — - - - - SANDY GRAVEL (GW) - _ Loose, brown, fine, up to 5/8- inch in diameter, fine- to . -, coarse-grained sand, trace silty clay — 95 — ------SILTY CLAY (CH) - Stiff, green-gray, little fine-grained sand, occasional fine — 100— gravel up -1/2- inch In diameter - - - -' - T with gravel - - - 105 — --' - - _ - - ' - -, 110— — -, - - -, - - - - 115 — -. - - - -, - - . - — 120 — - - - - . T with gravel - - 125- - SILTY CLAY (CH) - - Very stiff, blue-gray, little very fine to medium-grained - sand, trace coarse-gralned sand -

Table 1 (continued)

Agnews State Hospital CDMG Station No, 57066 Page 7 UJLPE BCSICUREe

Prnopaa: EPRI FIELD EXPLORATION

Log of Boring No. B-1

SAN JOSE, CALIFORNIA _ 2 . _ (Continued)

d 1

t h & s

t ine

h, 1^ le f

0 f ress. t

ture ten s is ft. 3' g cc R p

0 MATERIAL DESCRIPTION con Dep

Con 0 Streng Mo Samp c3 Comp Un _ - SILTY CLAY (CH) — 130 —_ Very stiff, gray-green, little very fine to fine-grained sand, trace medium to coarse-grained sand _ - _ - _ - 135 --' — ------, - 140T — - - - - - • -, - 145— — - T with gravel - _ - - - - - — 150— - - - - - T with gravel - _ ., —, 155—

- SILTY CLAY (CH) - - Very stiff, gray-green, highly plastic, trace fine-grained - _ sand , _ 160— - .., - -1 - - - - 165 — — - . 1gravel - - a - - - — , 170— - - -

Table 1 (continued)

Agnews State Hospital CDMG Station No. 57066 Page 8 UJLPE BCSICUREe

' PrrctGat: EPRI FIELD EXPLORATION SAN JOSE, CALIFORNIA Log of Boring No. B-1 (continued)

t ft. ,.. h, / les t

ture ten ft. % MATERIAL DESCRIPTION is o 8 § Blows Samp Con Mo

Dep L 8 1 I I _ - - - 175— with gravel _ - - -i-- - - -

180 - _ - with gravel - _ T _ - - 185 — — - - _ - - - - - 190 — — - . - - - - -, __i with sandy gravel -' 195— — - - - ... - _ - T with sandy gravel _ 200 — _ - -, - , - - SANDY GRAVEL (GM) - 205 — Loose, fine up to -3/8- inch In diameter, fine- to — coarse-grained sand, silty - . - - - - - 210— — - _ ------215— — -

Table 1 (continued)

Agnews State Hospital CDMG Station No. 57066 Page 9 UJLPE BCSICUREe

PIT•Zi: EPRI FIELD EXPLORATION SAN JOSE, CAUFORNIA Log of Boring No.B-1 (Continued)

t Zw. h t h, les 0 t

fine f ress. ture ten

I '6 s ft. is 0 MATERIAL DESCRIPTION 0 0 a• P Dep 0 Con Samp Streng co Mo Comp Uncon _ - CLAYEY SAND (SC) - --\ Medium dense, gray-green, fine-grained, some silty day /-- - _ - 220 — — - SILTY CLAY (CH) _ Very stiff, gray-green, highly plastic, little fine-gralned - sand, trace medium- to coarse-grained sand occasional - -, fine gravel - . - 225 -- gravel up to 1/2- Inch in diameter — T _ ------_ 230— - - - _ T gravel up to 3/4- inch in diameter - - - _ 235 — -, - - - SILTY CLAY (CH) - -, Hard, brown, little fine-grained sand, occasional fine gravel - _ 240 — - - - - - SILTY CLAY (CH) _ 245'-' Hard, gray-green, little fine-grainetIsand,trace medium — to coarse-grained sand, occasional fine gravel - - _ - - - 250^ BOTTOM OF BOREHOLE AT 250 FEET. - _ - - .., - - 255^ — - - - - , - - - - 260 —

Table 1 (continued)

Agnews State Hospital CDMG Station No. 57066 Page 10 UJLPE BCSICUREe

C&N Pump and Well Co. 2150 The Alameda Santa Clara, California

-WELL LOG-

Well--Agnews State Hospital, Agnew, California Location--1250' N.W. of Montegue Road - 1600' S.E. Alviso Rd. Driller--L. Lancaster Date Drilled--2-16-52 Size--Control 80'-18" x 12 Ga. DHR Casing --Control 800'-14" x 10 Ga. DHR Casing

0-8 Top Soil - yellow - water seepage at 5 ft. 8-60 Blue clay - sandy 60-70 Blue sand 70-74 Gravel - to 1/4" 74-230 Blue clay - sticky 230-240 Yellow clay - sticky 240-285 Blue clay - sticky 285-305 Yellow clay - sticky 305-316 Blue clay - sticky 316-318 Gravel - to 1/2" 318-346 Blue clay - sticky 346-353 Gravel - to 1/2" 353-497 Blue clay - sticky 497-549 Yellow clay - sticky 549-555 Gravel - to 1" 555-687 Blue clay - sticky 687-691 Gravel - to 1" 691-695 Blue clay - sticky 695-702 Gravel - to 1 1/2" 702-740 Blue clay - sticky 740-758 Yellow clay - sticky 758-766 Blue clay - sticky 766-785 Gravel - to 2" perforated 785-800 Blue clay - sticky

Table 2 - Geotechnical Log of Well No. 1 reproduced from an undated table from a sheet with the letter head of C&N Pump and Well Co., Santa Clara, California. This information was provided by the State Hospital.

Agnews State Hospital CDMG Station No. 57066 Page 11 UJLPE BCSICUREe

C&N Pump and Well Co. 2150 The Alameda Santa Clara, California

-WELL LOG-

Well - Agnews State Hospital, Agnew, California Located by Reservoir in rear Power House 101' 18" #12 Double Red Steel Control Pipe 815' 14" #12 Double Red Steel Control Casing Space between 14" pipe filled with concrete aggregate Drilled - May 1930 Driller - Art Daily

0-4 Soil 4-8 yellow clay 8-8.5 sand 8.5-23 yellow clay 23-37 blue clay 37-46 yellow sandy clay 46-68 blue clay 68-90 blue sand 90-97 blue clay 97-99 blue sand 99-219 blue clay 219-222 yellow clay 222-231 gravel 231-250 yellow clay 250-298 blue clay 298-310 yellow clay 310-320 blue clay 320-348 yellow clay 348-380 gravel 380-511 blue clay 511-550 yellow clay 550-559 gravel 559-570 yellow clay 570-605 blue clay 605-648 yellow clay 648-703 blue clay 703-735 yellow clay 735-742 blue clay 742-750 yellow clay 750-762 blue clay 762-770 yellow clay 770-787 gravel 787-805 \ blue clay perforated 17 ft. 805-815 yellow clay

Table 3 - Geotechnical Log of Well No. 2 reproduced from an undated table from a sheet with the letter head of C&N Pump and Well Co., Santa Clara, California. This information was provided by the State Hospital.

Agnews State Hospital CDMG Station No. 57066 Page 12 UJLPE BCSICUREe

C&N Pump and Well Co. 2150 The Alameda Santa Clara, California

-WELL LOG-

Well for Agnews State Hospital, Located by Reservoir in rear Power House 1??' 18" #12 Double Red Steel Control Pipe 796' 14" #12 Double Red Steel Control Casing Space between 14" pipe filled with concrete aggregate Drilled - July 1943 Driller - Art Daily

0-8 Anchor pit 6-26 yellow clay 26-40 blue clay 40-46 blue sandy clay 46-68 yellow clay 68-89 sand 80-218 blue clay 218-222 yellow clay 222-229 gravel 229-247 yellow clay 247-297 blue clay 297-304 yellow clay 304-309 gravel 309-320 blue clay 320-347 yellow clay 347-360 gravel 360-503 blue clay 503-549 yellow clay 549-557 gravel 557-568 yellow clay 568-605 blue clay 605-617 yellow clay 617-621 gravel (fine) 621-637 yellow clay 637-641 gravel 641-646 yellow clay 646-661 blue clay 661-666 gravel 666-702 blue clay 702-735 yellow clay 735-760 blue clay 760-765 yellow clay 765-784 gravel perforated 784-787 yellow clay 787-795 blue clay

Table 4 - Geotechnical Log of Well No. 4 reproduced from an undated table from a sheet with the letter head of C&N Pump and Well Co., Santa Clara, California. This information was provided by the State Hospital.

Agnews State Hospital CDMG Station No. 57066 Page 13 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

"Depth to bedrock contour map, South San Francisco Bay area," Department of Water Resources Bulletin No. 118-1, State of California.

Agnews State Hospital CDMG Station No. 57066 Page 15 3 UJLPE BCS/CUREe

Sub-Surface Site Conditions at Belmont Two-Story Building CDMG Strong Motion Station No. 58262

The strong motion instrument is located in the basement of the Building

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: BELMONT TWO-STORY BUILDING Address: One Davis Drive, Belmont, Site number: 58262 California Instrument location: In the basement of Latitude: 37.512° N the building Longitude: 122.308° W Site surficial geology: sp Serpentine Instrument owned by: California Depth to bed rock: Instrument located on Division of Mines and Geology rock (CDMG) Depth to water table: Not known

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 120 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: July 23 -24, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities, Damping estimates using spectral slopes Performed by: Agbabian Associates, Pasadena, CA. Date: July 24, 1992.

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 3 Figure 2 Site map showing the location of the instrument site and boring 5 Figure 3 P and S wave velocities determined by suspension and downhole methods. 9 Figure 4 Damping estimates obtained using waveforms from 30' (ref.), 65', and 115' 10

Table 1 Geotechnical Log of Boring. 6

References 11

Belmont Two-Story Building CDMG Station No. 58262 Page 2 UJLPE BCSICUREe

Figure 1 - Regional geological map for the instrument site. (Ref. 3). (see following page for description of map units).

Belmont Two-Story Building CDMG Station No. 58262 Page 3 UJLPE BCSICUREe

Symbol Description Ou Surf icial deposits, undivided (Pleistocene and Holocene) ()al Surf icial deposits, alluvium; gravel, silt, sand and clay (Pleistocene and Holocene) Osr Surficial deposits, slope wash and ravine fill or colluvium; gravel, silt, sand and clay (Pleistocene and Holocene) Om Surficial deposits, San Francisco Bay Mud; soft clay and silt with some lenses of sand, silt and clay (Pleistocene and Holocene) Od Surficial deposits, windblown sand (Pleistocene and Holocene) Qb Surficial deposits, beach deposits; sand and minor amount gravel (Pleistocene and Holocene) Oaf Surficial deposits, artificial fill Qt1 Terrace deposit; predominantly sands; some silt, clay and gravel. Subscripts refer to different levels in local areas. m Many small areas not shown (Pleistocene and Holocene)

Qc Colma formation; predominantly sand; some silt clay and gravel (Pleistocene)

OTs Santa Clara formation; conglomerate, sandstone, siltstone, and claystone, some lignite locally (Pliocene and Pleistocene) aim Merced formation; sandstone, siltstone, and claystone, minor conglomerate and volcanic ash (Pliocene and Pleistocene) Tin unnamed sandstone (Miocene) Tpm Page Mill basalt (Miocene) Tb? Butano(?) sandstone; predominantly massive sandstone and claystone with some siltstone, and pebbly sandstone interbedded Ksh Shale near Palo Alto (Cretaceous) Kjs Sandstone at San Bruno Mountain (Jurassic or Cretaceous) Sp Serpentine; sheared and foliated serpentine and hard blocky serpentine in sheared matrix; includes small areas of other mafic rock and silica-carbonate rock (Jurassic or Cretaceous) Kjf Undivided Franciscan assemblage; mostly sandstone and shale, some • greenstone, limestone and chert (Jurassic or Cretaceous) fs Predominantly sandstone (greywacke), minor shale (Jurassic or Cretaceous) fg Greenstone (altered basalt, diabase and other volcanic rocks) (Jurassic or Cretaceous) fc Chert (Jurassic or Cretaceous) fcg Pebbly or cobble conglomerate (Jurassic or Cretaceous) Limestone (Jurassic or Cretaceous) fm Metamorphic rock of blueschist facies (Jurassic or Cretaceous) fSr Sheared rocks; hard rounded masses or "knockers" of sedimentary, metamorphic, and volcanic rocks in a softer matrix of clay minerals (Jurassic or Cretaceous)

Figure 1 - (continued) Description of Map units for the first portion of Fig. 1. Instrument site condition is noted by the bullet.

Belmont Two-Story Building CDMG Station No. 58262 Page 4 UJLPE BCSICUREe

Two-Story Office Building

One Davis Drive 4.72' ss\ A Asphalt CDMG INSTRUMENT

APPROXIMATE BORING LOCATION Davis Drive

rtiO 810

feet

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants from July 23 -24,1992 to a depth of 120 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

Belmont Two-Story Building CDMG Station No. 58262 Page 5 UJLPE BCSICUREe

SITE: BELMONT 2-STORY BUILDING DATE: 7/23-24/92

C/) -J M 0- ELI Q. 0 0 0- < CD J0 < >-• CC 0 03 Li- (1)1- CD -J DESCRIPTION

Ir°14 i1997 0.-nr-° 0 11 0 asphalt 6 34, 0 RAVEL (fill), very dark brown, fragments of siltstone, hard 0 d

6 0 43' 0. 6 o0 0 a 2 n o A0 — 0 — softer, small amounts of light brown clay 3 SILTSTONE, very dark brown, fairly weathered, moderately to closely fractured, interbedded with minor amounts of strong brown fine sandstone, firm 4 softer, clayey much harder, closely fractured closely to very closely fractured

harder, moderately to closely fractured, moderately weathered

SANDSTONE, reddish yellow to dark brown, medium grained, moderately fractured, moderately weathered, hard

closely fractured 8--moderately fractured, barely weathered

softer, closely to very closely fractured, unweathered

10- slightly harder softer

12- harder, with quartz veins 0

13- softer, no quartz

SILTSTONE, red, closely fractured, very firm mr\FINE SANDSTONE TO SILTSTONE, dark greenish grey, closely to very closely fractured, firm 15_ ar der with quartz veins (< 5cm thick) 0 with clay (gnitcp:01 Table 1 - Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on July 23 -24, 1992 (Ref. 3).

Belmont Two-Story Building CDMG Station No. 58262 Page 6

UJLPE BCSICUREe

SITE: BELMONT 2—STORY BUILDING DATE: 7/23-24/92

ELI V) uj = ED 0 X o_ < ED j 0 < >- ▪CC ED CD Li_ (I))- CD 0 DESCRIPTION

16- harder, closely fractured, no clay

17 softer, closely to very closely fractured, with clay (gouge?) harder, no clay, with some quartz veins

18- -6 0

20" SANDY CLAY, dark brownish grey, sand is fine grained, soft MNTERBEDDED SANDSTONE AND CLAYSTONE, sandstone is dark greenish grey and fine grained, claystone is light grey to dark 21- brownish grey, with quartz veins, firm `bard, mostly sandstone, moderately fractured 22- -soft, more clay •• ' •

harder, mostly sandstone 23-

• 24- very closely fractured -7-7.--tH-L-8 0 ..;. , . —soft, mostly clay 25-

26-

-I-

hard; mostly sandstone, closely to very closely fractured softer, more clay `harder, more sandstone 100

Table 1 (continued)

Belmont Two-Story Building CDMG Station No. 58262 Page 7 UJLPE BCSICUREe

SITE: BELMONT 2—STORY BUILDING DATE: 7/23-24/92

LIJ En -J r 0- CL 00 X 0- 4X CD -J 0 ).- CC Cr Ui OD Li- U1 CD -J DESCRIPTION

100 31- softer, mostly clay

32-

harder, mostly sandstone 33- -11 0 34- softer, mostly clay -\harder, mostly sandstone 35-

36- FINE SANDSTONE TO SILTSTONE, dark greenish grey, 120 moderately fractured, very hard 37-

38-

39- -130 40-

42-

-140 43-

44-

45-

-150

Table 1 (continued)

Belmont Two-Story Building CDMG Station No. 58262 Page 8

UJLPE BCSICUREe

0 I I

--40— SUSPENSION S-WAY! 10 .I. SUSPENSION P•WAVE DOWNHOLE S-WAVE CURVE FIT DOWNNOLE INWAVE CURVE FIT

i I • • 20 I • I i I $ • I i +rn1....." ..+'''. I I 30 — — — — ...1 ______

40 —1— — — — ot

II 50

100

• 110 — ... ...

120 1000 2000 3000 4000 5000 6000 7000 6000 9000 10000 11000 12000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on July 24, 1992 to 115 feet in an uncased borehole which was drilled in rock. Suspension measurements produced S-wave velocities between 50 and 104 feet and P-wave velocities between 25 and 104 feet. (Ref. 1)

Belmont Two-Story Building CDMG Station No. 58262 Page 9 UJLPE BCSICUREe

CALCULATED SPECTRAL SLOPES Belmont, 65730'1 115730'

65'/30' —•111—•- 115130' — • — • — Best Fit, 65'130', rn..-.0049 Best Flt,115730/, m--.0098 ) io t l Ra a

tr -2 ec (Sp

Ln -3 11-•-■11:1141-1111 ---

• 31‘. -4 0 10 20 30 40 50 60 70 80 90 100 FREQUENCY, Hz

Depth Interval Spectral Slope Avg. SH Velocity Attenuation Damping (ft) (sec) (ft/sec) (Q) (D%) 30 - 65 -0.0049 2100 11 4.7

30 - 115 -0.0098 2200 12 4.0

Figure 4 - Damping estimates obtained using waveforms from 30', 65', and 115'. Computations were carried out by Agbabian Associates. The table above gives the calculated attenuation/damping values. (Ref. 1).

Belmont Two-Story Building CDMG Station No. 58262 Page 10 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Brabb, Earl E. and Earl H. Pampeyan, "Preliminary Geologic Map of San Mateo County, California," U.S. Geological Survey Miscellaneous Field Studies Map MF- 328, 1972.

Belmont Two-Story Building CDMG Station No. 58262 Page 11 4 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Capitola Fire Station CDMG Strong Motion Station No. 47125

The strong motion instrument is located in the Capitola Fire station at the rear of the building on a concrete slab.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. BCSJICUREe UJLPE

SITE NAME: CAPITOLA FIRE STATION

Address: Fire Station No. 4, Depth to bed rock: Possible weathered 405 Capitola Avenue, sandstone below 52' to depth Capitola, California explored, 602'. Latitude: 36.974° N Depth to water table: Variable, 6-8 feet, Longitude: 121.952° W site located near Soquel Creek Instrument owned by: California Division Note: During the field investigation the of Mines and Geology (CDMG) station commander indicated that Site number: 47125 the slab of the station, on which the Instrument location: At the edge of the strong motion instrument was slab on grade concrete foundation located, was severely cracked and Site surficial geology: Qai, alluvial was subsequently removed and deposits, undifferentiated replaced.

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 602 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: August 10 -18, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA and Ms. Susan Chang of Woodward Clyde Consultants, Oakland Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: August 13 & 18, 1992.

Boring 2 geotechnical investigation for repairs. Depth: 49 ft. Information obtained by: Kaldveer Associates, Oakland, CA. Date: December 13, 1989 Subsurface Geophysics: None Laboratory tests: Gradation test

Boring 3 geotechnical investigation for repairs. Depth: 28.5 ft. Information obtained by: Kaldveer Associates, Oakland, CA Date: December 14, 1989 Subsurface Geophysics: None Laboratory tests: Gradation test

Capitola Fire Station CDMC Station No. 47125 Page 2 UJLPE BCSICUREe

TABLE OF CONTENTS

Figure 1 Regional map showing the regional location of the instrument site. 3 Figure 2 Regional geological map for the instrument site. 4 Figure 3 Site map showing the location of the instrument site and boring. 6 Figure 4 P and S wave velocities determined by suspension and downhole methods. 18 Figure 5 Site map showing the location of additional borings EB-1 and EB-2 19 Figure 6 Gradation Test Data for boreholes EB-1 and EB-2. 24 Figure 7 Gradation Test Data for borehole EB-2 25

Table 1 Geotechnical Log of Boring. 7 Table 2 Definition of terms and key to exploratory boring logs for borings EB-1 and EB-2 of Fig. 5. 20 Table 3 Geotechnical log of boring EB-1 21 Table 4 Geotechnical log of boring EB-2 23

References 26

Capitola Fire Station CDMG Station No. 47125 Page 3 UJLPE BCSICUREe

4umwoos or. sa, ‘14, Rd

000 at041141S1

/ • '''/;\ n"=,

4(, TIAlt COMIP A't V to. 416.4 FARM

5STATE et • err e 4'

3 a J a MOWN soaual TOTON ■ / -:74.011HtellgSiatwo_r:_ OTOS gr14194 UACtlfr., NMI "ig/O.j.ami3F N"ETATS UM:UPI IRATE 11.4 APITOS• " 1110 lit, m 411 STATt Orlin! Ikp 'Al SANTA Mud Wm SITE NATURAL MOM rim's PAS' CRUZ BAY

Figure 1 - Regional map showing the regional location of the instrument site.

Capitola Fire Station CDMC Station No. 47125 Page 4 UJLPE BCSICUREe

• pala Tts B ( SO 1"I1P/p 11/ Cliffs nta niz l'Arrirgio z, Cr fi:—/ -12.1L-Gk'i.• 7itt.7 Tir4A*- . 4.5 Soqw.1

lrt S. €.:•‘.17

SCALE 1:62 500 2 3 SMILES

7 KILOMETERS 1 .5 0 2 4

MAPS SNOWING ECOLOGY AND LIOULTACTION POTENTIAL OF QUATERNARY DEPOSITS IN SANTA CRUZ COUNTY • GAUFORNIA by William R.01014 11175

Figure 2 - Regional geological map for the instrument site. USGS Map MF - 648 (Ref. 5) (see following page for description of map units).

Capitola Fire Station CDMG Station No. 47125 Page 5 UJLPE BCSICUREe

DESCRIPTION OF NAP UNITS COLLUVIUM Qe For deseriptl.n. see West of Soquel Creek column LAST OF SOQUEL CRUX

ALLUVIAL DEPOSITS, UNDIFFERENTIATED • For descripti.n. set West of Sequel Creek column

YOUNGER noon-Fur DEPOSITS (Holocene): Unconsolidated. relatively fine grained. 0.Yr heterogeneous deposits of send and silt. commonly with relatively thin, discontinuous layers of clay. Grovel content increases toward the Santa Cruz Mountain: and is locally abundant within channel and lover point bar deposits in m tural levees and channels of meandering streams. Thickness generally lee. than 20 ft. Moderate permeability and porosity. Depth to water table c, mmonly less than 5 ft. Relatively high susceptibility to flooding excel t in areas protected by artificial 1 Gravel-rich layers may be used f. r artificial ground-water recharge (Muir 1972). High liquefection potential. eludes Metz. Noche., and Corralitos Soil Series (Stone and others, 1944)

OLDER FLOOD-PLAIN LEPOSITS (Holocene): Unconsolidated, relatively fine grained Qof sand, silt. and clay. More than 200 ft thick beneath parts of the Pajero said San Loren,' River flood plain. Lover parts of these thick fluvial eggradational deposits are lighly greveliferous. and serve as major ground-water aquifers beneath thrMaro'Valley (Muir, 1972). Rivers are presently entrenched as much as 20 ft belay surface of these deposits except along coast. Moderate permeability and porosity. Depth to ester table variable; generally more than 10 ft. ccsmonly less than 5 ft near coast. High susceptibility to flooding only seer the coast. High liquefaction potential in areas where ester table high. elsewhere moderately high to moderately low. Includes Pajero. Sequel. Salinas, end Batelle Soil Series

ALLUVIAL TAW DEPOS2IS (Holocene): Unconsolidated. moderately to poorly sorted sand. Of silt. and gratsl. with layers of silty clay. Generally coarsest nearest the mountain front. Thickness uncertain, but may locally be greater than 50 ft. Present streaes entrenched along entire fan. Depth to water tattle ranges from 10 to 20 ft; 3scally perched water tables may occur. Moderate permeability. Relatively los susceptibility to flooding. Possible area for ground - recharge. Mos.ly moderately low liquefaction potential but moderately high where water sa.ureted and well-sorted sand and silt present. Includes Sequel and Salinas Seal Series, and locally may include Elder Soil Series

1VaSIN DEPOSITS Qb For descriptil. see West of Sequel Creek column

=I SAND (Holocen. Unconsolidated. well-sorted, fine- to medium-grained sand. Qds Deposited as lrnear strip of coastal dunes. May be as much as SO ft thick. Nigh porosity rd permeability. Well drained. Low susceptibility to flooding. Moderately big, liquefaction potential. Soils poorly developed or absent. Accelerated erasion likely in areas where vegetation disturbed or removed

BEACH SAND Qbs For desesiptio,. see West of Sequel Creek column

AHANDONED munex 7 LL DEPOSITS ((bolocene). Unconsolidated. plastic. poorly sorted Qef clay, silty clo. and silt. Deposited within abandoned channels on younger and older flool-plain deposits. Thickness generally less than 10 ft. Lou permeability. Poor drainage. susceptibility to flooding. High liquefaction potential. Me, include Alviso, Clear Lake. and Sequel Boil Series

=LIM DEPOSITS OF 9UNSET BEACH Qes For descriptloi, see West of Sequel Creek column

TERRACE DEPOSITS. INDIFFERENTIATED For descriptlso see. West of Sequel Creek column

CONTINENTAL DEPOSITS. UNDIFFERENTIATED (Pliocene, and Pleistocene). Semi lidated. relatively five grained. ox4dised send and silt. Generally underlie fluvial Fri lithofecies (4e). May represent highly weathered 'talon deposits formed on Pliocene merits deposits (Purisima Formation). Moderate permeability and porosity. Law liquefaction potential. Erosion problems in areas where poorly consolidated parts of unit are exposed. Includes Moro Cojo Soil Series

Figure 2 - (continued) Description of Map units for the first portion of Fig. 2. Instrument site condition is noted by the bullet.

Capitola Fire Station CDMG Station No. 47125 Page 6 UJLPE BCSICUREe

LEGEND

CDMG Instrument Location during Loma Prieto Earthquake

A Present Location of CDMG Instrument

Approximate Boring Location for Study Performed by GEOFON. Inc,, March 1991

-0- Approximate Boring Location for Present Study

Figure 3 -Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants from August 10 -18,1992 to a depth of 602 feet. Mr. Tom Powers of USGS logged the borings (Ref. 3). Data is not available for the GEOFON boring.

Capitola Fire Station CDMG Station No. 47125 Page 7 UJLPE BCSICUREe

SITE: CAPITOLA FIRE STATION DATE: 8/10-18/92

DESCRIPTION

SILTY SAND (SM), loose, dk brown, fine to medium grained: fill (SAMPLE 1) SPT 6

SANDY CLAY (CL), medium stiff, dark brown, sand is fine grained, trace of iron staining: fill

SILTY SAND (SM), medium dense, dk brown, sand is fine grained 2- SAMPLE 2 SPT 4

SANDY CLAY (CL), medium stiff, dk greyish brown, sand is fine grained, orange staining

HO 3- SAND (SP), medium dense, dk brownish gray, fine to medium grained (SAMPLE 3) SPT 20

SPT SAMPLE 4 12

SPT SAMPLE 5 14

SPT SAMPLE 6 5 s-

SILTY SAND (SM), loose, dk gray, sand is fine grained, trace of clay (SAMPLE 7) SPT a 6- 2 0

Table 1 -Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on August 10 -18, 1992 (Ref. 3); Ms. Susan Chang of Woodward Clyde Consultants collaborated in the initial logging.

Capitola Fire Station CDMC Station No. 47125 Page 8 UJLPE BCSICUREe

SITE: CAPITOLA FIRE STATION DATE: 8/10-18/92

0- U.1 a_ I— a- < >- cc 0 E (/) 1- 0 DESCRIPTION

_ 20

SPT SAND (SP), medium dense, dk gray, fine to medium grained 20 (SAMPLE 8)

SPT SILTY SAND (SM), medium dense, dk grey, sand is fine grained, 17 trace of clay (SAMPLE 9)

SPT SAMPLE 10 10

clayey

9- —30

SPT SAMPLE 11 15

10-

SPT SAMPLE 12 5

11- SAND (SP), medium dense, dk grayish brown, medium grained SPT (SAMPLE 13), gradational to 36 SILTY SAND (SM), dense, dk grey, sand is fine grained, trace of clay •

:2- 40

Table 1 (continued)

Capitola Fire Station CDMG Station No. 47125 Page 9

UJLPE BCSICUREe

SITE: CAPITOLA FIRE STATION DATE: 8/10-18/92

DESCRIPTION

0 bANU (by), very dense, Oh grey, Tine to medium grained (bAMFLt 14) SPT 66

SANDY GRAVEL 13-

SAND (SP), very dense, dk grey, medium to coarse grained

SPT SAMPLE 15 62

SAND (SP), very dense, dk grey, fine to medium grained 14-

os" 0 0 0 0 ‘- 00 00 SANDY GRAVEL (GM), very dense, brownish gray, medium to coarse sand 0 0 0 0 00 00 15- 113 SPT nne-kr, SAMPLE 16 (12 in.) -50 0 0 SAND (SP), very dense, dk gray, fine to medium grained 0 0 00 oo oo 00 0 0 SANDY GRAVEL (GM) SANDSTONE, loose, dk gray, fine to medium grained 16-

17-

18-

Table 1 (continued)

Capitola Fire Station CDMG Station No. 47125 Page 10

UJLPE BCSICUREe

SITE: CAPITOLA FIRE STATION DATE: 8/10-18/92

DESCRIPTION

60 120 SPT SAMPLE 17 (12 in.)

19-

20-

21-

—70

22-

23-

24-

Table 1 (continued)

Capitola Fire Station CDMG Station No. 47125 Page 11

UJLPE BCSICUREe

SITE: CAPITOLA FIRE STATION DATE: 8/10-18/92

DESCRIPTION

BO 50+ SAMPLE 18 (9 in.)

25-

26-

27- CEMENTED ZONE (SAMPLE 19 (strained spoils))

28-

19- SANDSTONE, loose, dk gray, poorly sorted (silt to medium grained sand)

SANDSTONE, loose, dk gray, fine to medium grained 101.3 SAMPLE 20 (8.5 in.) 36-

100

Table 1 (continued)

Capitola Fire Station CDMG Station No. 47125 Page 12

UJLPE BCSICUREe

SITE: CAPITOLA FIRE STATION DATE: 8/10-18/92

DESCRIPTION

100 50+ 3i- 32- 33- -110 34- 35- SANDSTONE, fine to coarse sand with gravel: grading to 36-- —120 \ ANDSTONE, loose, dk gray, silt to medium grained sand 37- 38- 92+ SANDSTONE, loose, dk gray, fine to medium grained (SAMPLE 21 . 39- (6 in.)) -130 40- CEMENTED ZONE 41- 42- H40 43- 44- . 45-

80+ -150 46 SANDSTONE, loose, dk gray, fine to medium grained, no fines (SAMPLE 22 (6 in.)) 47 — S ANDSTONE, fine to coarse grained 48-• . r-160 49- SANDSTONE, fine to medium grained

5' /—"SANDSTONE, fine to coarse grained 51- i-170 52- SANDSTONE, coarse sand to fine gravel 53- 109+ SANDSTONE, loose, dk grey, medium to coarse sand, no fines 54- (SAMPLE 23 (5 in.)) -180 55- SANDSTONE, loose, dk gray, silt to medium sand 56- 57- CEMENTED ZONE -190 58- 59- 60- . CEMENTED ZONE (SAMPLE 24 (strained tailings)) 200

Table 1 (continued)

Capitola Fire Station CDMG Station No. 47125 Page 13

UJLPE BCSICUREe

SITE: CAPITOLA FIRE STATION DATE: 8/10-18/92

DESCRIPTION

200 LEMEN EU LONE 62- 0 0 0 - 63- SANDSTONE, medium sand to fine gravel, grading to 0 0 0- • 00 ° 00.° —210 64- 92+ SANDSTONE, loose, dk grey, fine to coarse sand w/ 25% fine 0-0 65- gravel (SAMPLE 25 (5.5 in.)) o o 0 o o - 66- 0: - 0 0 0_2 2 0 67- o o o o o o o o o 69- o o 000 o o —2 3 0 7°- 000 71- o o 72- SANDSTONE, loose, gray, silt to medium sand -2 4 073- 74-

• 75- CEMENTED ZONE -2 5 0 Th- .:- 77- SANDSTONE, medium to coarse grained

78- SANDSTONE, fine grained -2 6 0 79-

•—2 7 082- 75+ SANDSTONE, loose, dk brownish gray, fine to medium grained, no fines (SAMPLE 26 (6 in.))

—280 85-

87-

88- —2 9 0 89-

90-

9t- 3 0 0

Table 1 (continued)

Capitola Fire Station CDMG Station No. 47125 Page 14

UJLPE BCSICUREe

SITE: CAPITOLA FIRE STATION DATE: 8/10-18/92

DESCRIPTION

300 92- SANDSTONE, fine to medium grained

93-

94- —310 95-

96-

97- —3 20 98-

99-

-3 3 0 101-

102-

103- -3 4 0104- 80 SANDSTONE, loose, dk gray, fine to medium grained, no fines 105- (SAMPLE 27 (6 in.))

106- 5 0107_ SANDSTONE, coarse grained —s-SANOSTONE, fine grained :08-

709- -360 „0_,

112-i —370,,3 174-

115- -3 8 0 7,6-

ril-

118-

-390119-

120-

121- 400

Table 1 (continued)

Capitola Fire Station CDMG Station No. 47125 Page 15

UJLPE BCSICUREe

SITE: CAPITOLA FIRE STATION DATE: 8/10-18/92

< CO CC CD DESCRIPTION

40 On. SANDSTONE, fine grained

-410 125- 126- 127-

[-4 2°281 CEMENTED ZONE r 129-1

130- -4 3 013/- 132- 133- 4 4034- 1351 136 45Q37 138

13 60 141

142

7 d43 144

145 CEMENTED ZONE 8d48 EMENTED ZONE 147 148

gd 16

500

Table 1 (continued)

Capitola Fire Station CDMG Station No. 47125 Page 16 UJLPE BCSICUREe

SITE: CAPITOLA FIRE STATION DATE: 8/10-18/92

C.) .41 X W 0- 0 0 X < CD -J >- CC o W CCi U) 1-- CD 0 DESCRIPTION

_ 5 00 SANDSTONE, loose, dk grey, silt to medium sand 153- 154_ —SANOSTONE, loose. dk gray, silt to medium sand . _r 155- -5 10 156- 157- SANDSTONE, fine grained 158- -520 . 159- 160- 161- -5 3 0 162- 163- 1641-, 540 CEMENTED ZONE 155-

- $66- 167- -550 68- 169- 170- '560

172- 173- -570,74-

- 178- . 179- -5 90ea. 181- 181- G 0 0

Table 1 (continued)

Capitola Fire Station CDMG Station No. 47125 Page 17

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CAPITOLA FIRE STATION DATE: 8/10-18/92

cLu` 0 DESCRIPTION

6 0Ge3- 184-

-610 18°- 187- 188-

190- 191-

-6 3019 193- 194-

-6 4 095" 196-

197-

-65098- 199-

200-

-660201- 202-

- 203- e4- -67 205-

206- _68d07- 208-

. 209- -6scf' 211-

212-

--7* 0 0213-

Table 1 (continued)

Capitola Fire Station CDMC Station No. 47125 Page 18 UJLPE BCSICUREe

• 100

150 1

200

250

Li.

300 C.

350 -

400 I U. • U 450

500 e'

•••••••, SUSPENSION S-WAVE ..1 550 ••• •• •• SUSPENSION P-WAVE DOWNHOLE S-WAVE CURVE FIT DOWNHOLE P-WAVE CURVE FIT

600 1 1 , 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 VELOCITY, FT/SEC

Figure 4 -P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on August 13 and 18, 1992 to 585 feet at the Capitola Fire Station. The borehole was uncased. Since downhole measurements proved difficult, only a few downhole velocities were calculated. No attenuation data were available at this site, as downhole method measurements were only possible at a few depths (Ref. 1).

Capitola Fire Station CDMG Station No. 47125 Page 19 IUJLPE BCSICUREe

Co)

Ea; CAPITOLA FIRE STATION

CONCRETE APRON D

iew iverv R

11'

CURB-."! 0. 03-2

LEGENO E13-2 mato Seals in Foot A OOOOO 6.41* Location of Exploratory Serino 0 10 20

13•••:Providitd by I. W. Lim Crafter: $anta Criss. Califorola. Oatod F.

Figure 5 -Site map showing the location of additional borings EB-1 and EB-2. This information was obtained by Kaldveer Associates on December 13 and 14, 1989 to a depth of 49 feet. (Information provided by the Capitola Fire Department.)

Capitola Fire Station CDMG Station No. 47125 Page 20 UJLPE BCSICUREe

CiROUP SECONDARY DIVISIONS PRIMAk DIVISIONS SYMBOL mixtures. little or no CLEAN W•11 greater/ (panels. gratic4-ssno GRAVELS GIN Iii. GRAVELS g MORE THAN HALF (LESS THAN Poona voted grovels or gravei-lano measures. PIM or LE. a 5% FINES) GP no lines. OF COARSE FRACTION IS GRAVEL GM Say gramma gravei-sand-sot matures non-olaafiC fines 2 WITH 0 2.4 LARGER THAN 9 FINES Clayey gravels gravel-sand-clay mixtures. pfastic fines Z , i a NO 4 SIEVE GC CLEAN SANDS SW viol I graded sands gravelly sanos lithe or no lines. a "4 SANDS 2 w in LESS THAN 1 MORE THAN HALF C SP Poorly graded sands or gravolly sands. little or no tines. .:i. OF COARSE 5% FINES) FRACTION IS SANOS SM Silty sands. sand-silt matures non-plasm fines. g n'i SMALLER THAN WITH 2 NO 4 SIEVE FINES SC Clays, sands. sand-Oor nylltia44.14441c fines. Inorc= ii. ML tits anis vezry fine ssaantcsIsi..rowk :hour. sittznovr SILTS AND CLAYS n. sws cats, ght D4aor ..., 4+ C L In= claw of low zymechumisoter=Gravelly a; LIQUID LIMIT IS Wtoy clays, LESS THAN SO% 0 1 tel a OL Orlarec salts arwS organic silty Pon of low plasticity. Lu in o / - o pm Inorganic sins mscaceckez at diatomaceous fins sandy or SILTS AND CLAYS Silty soils elastic silts. 0 2 9 LIQUID LIMIT IS CH Inorganic clays of high plasticity. fat Pays. LI § ti z 2 1 GREATER THAN 50% t7. OH Organic Clays of medium to Mph plasticity. OrpirsiC silts.

HIGHLY ORGANIC SOILS Pt Peat and othor highly organic sails

DEFINITION OF TERMS

U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4' 3" 12'

SAND GRAVEL BOULDERS SILTS AND CLAYS COBBLES FINE MEDIUM COARSE FINE coaRsE

GRAIN SIZES

' SANDS AND GRAVELS BLOWS/FOOT t SILTS AND CLAYS STRENGTH' BLOWS/FOOT

VERY SOFT 0 - 1/4 0 - 2 VERY LOOSE 0 - • SOFT 1/4 -1/2 2 - 4 . LOOSE 4-10 FIRM 1/2 - 1 4 - II MEDIUM DENSE 10 - 30 STIFF 1 - 2 8-16 DENSE 30 - 50 VERY STIFF 2 - 4 16 - 32 VERY DENSE OAR 50 HARD OVER 4 OVER 32

RELATIVE DENSITY CONSISTENCY t Nurnbisf of blows of 140 Dowd hammer failing 30 mows ICI Prove a 2 with 0.0.(1-3/8 ii ID.) IOW spoon (ASTM 0-1558). aporasimated 'Unconfined 0Nrentssive prenoth on torts/so n. as detestmined by laboratory hasten; or Ottatteyatiori. by the standard penetration teat CAS17A 0-1596), pocket penetrometer. tavern, or visual

Table 2 -Definition of terms and key to exploratory boring logs for borings EB-1 and EB-2 of Fig. 5.

Capitola Fire Station CDMG Station No. 47125 Page 21 UJLPE BCSICUREe

DRILL RIG SURFACE ELEVATION LOGGED EIV Rotary Wat• i feet JD DEPTH To GRouNowATER6 feet (note 3) — BORING DIAMETER DATE DRILLED 6 inches 12/13/89

DESCRIPTION AND CLASSIFICATION y : . 2 t; DEPTH "i : : vi .. z - v. 0 •

DESCRIPTION AND REMARKS COLOR CONSIST SOIL 'FE" A IV' a TYPE ricri . Z .- v SILT, some sand (fine grained), trace dark stiff ML _ 12 14 clay brown _ - lens of sand (fine-to-coarse-grained). _ gravelly (fine-grained), some silt * soft SM - Passing #200 Sieve = 19%

SAND (fine grained), trace silt brown medium SW-- (grading fine-to-coarse grained), trace dense SM - a 20 grAvoit Pacging *Jay. 0 7nn - tack GRAVEL (fine-to-medium grained) mottled very GP - - (grading sandy (medium-to-coarse brown dense d- —I 0 grained!, some silt) GM - -1 SAND (fine-to-coarse grained), some dark dense SM _ .. silt, some gravel (fine grained) grey - 15 a 32 , 'GRAVEL (fine-to-coarse grained), dark dense GC - :lavey. silty

SAND (fine grained), with silt dark medium SM —20 —, Dassing sieve #200 = 3396 grey dense - - - SILT, sandy (fine grained), trace clay dark very ML- grey stiff SM .1 18 38 - -, -25 - - - - (lenses of sandy, fine-grained, silty) - _ 35* —30 — _ . SAND (fine grained), some silt dark medium SM - -1 grey dense - - 33*

(grading fine-to-coarse grained, trace very - 35 - _ gravel, fine-grained) dense - -, - - S4

Table 3 — Geotechnical log of boring EB-1 obtained by Kaldveer Associates (Ref. 2).

Capitola Fire Station CDMG Station No. 47125 Page 22 UJLPE BCSICUREe

, DRILL RIG Rotary Wozh SURFACE ELEVATION 2:9.1 feet ourrm TO GROUNDWATER 6 feet (note 3) BORING DIAMETER 6 inches _, oLOATGEGODRIEILLEY D 12/13/89JD E

OESCRIMON ANO CLASSIFIC.AT1ON 2 ED EIN Otit

DEPTH FIN O I IE S R ON N I C t NE N

DESCRIPTION AND REMARKS COLOR CONSIST. N S U , COU SAND (fine-to-coarse grained), some dark very SM.. id ... grey silt, trace gravel (fine-grained) dense - GRAVEL (e-to-rnedium grained). dark very G1V( - sandy (fine-to-coarse grained ), some grey dense = 65 _ 14 silt 12"

- SAND (fine grained), silty dark very WA_ - grey dense -86 -r- /7" Bottom of Boring = 49 Feet . —50— - _ Notes: 1. The stratification lines - - represent the approximate boundaries between soil types and the transition - - may be graudual. - - For an explanation of.penetrat ion - 55 - resistance values, see first page Ap- - - pendix A. - - Groundwater level was measured - - at 6 feet at time of drilling. _ -, —60- - - - - - -1 - -, - 65 - - - - — - - —70-

- 75 - ,-. .. ,.. .-, . .. - .... -, —90 —

Table 3 (continued)

Capitola Fire Station CDMG Station No. 47125 Page 23

UJLPE BCSICUREe

DRILL RIG SURFACE ELEVATION LOGGED Erz Rotary Wa .6 feet JD DEPTH TO GROUNDWATER84 feet (note 3) 80RiNG DIAMETER 6 inches DATE DRILLED 12/14/89

DESCRIPTION AND CLASSIFICATION L t; - . z ....• , DEPTH SOIL 'FE" 1 i2 A ei 7..2‘ i oEsournom AND REMARKS coi.oft CONSIST TYPE .z;;A c•• z - z .7. • . 8" Concrete over 2" baserock 7-- I -, rust SAND (fine-to-medium grained), clayey ._J loose Er 7 .lazaw a SAND (fine-to-medium grained), silty, dark firm SM - trace clay Passing sieve #200 = 4896 brown ML - 10* 22 CLAY, silty, some sand (fine grained) black firm 7 102 1.9 _ L SAND (fine grained), with silt brown loose SM _ Passing sieve #200 = 3696 grey very I —10 [grading fine-to-coarse grained. trace loose - -1 silt) dark loose SW- _ - grey SM (thin lens clay, silty) . Passing sieve #200 = 996 - - 15 SILT, with clay, some sand (fine-to- brown stiff ML _ . medium-grained) - - - - SAND (fine-to-coarse-grained), some brown very SM - gravel (fine-grained), some silt dense —20 — SILT,SILT. clayey, some sand (fine-to- grey hard ML _ medium grained) - 66 * 49 _ -25 - - - r Bottom of Boring = 284 Feet - . —30 —, Notes: 1. The stratification lines - -epresent the approximate boundaries - -, aetween soil types and the transition - - may be gradual. - -, For an explanation of penetration - 35 - resistance values see first page Ap- pendix A. _ - Groundwater level measured 84 feet at time of drilling. - - - - —140 —

Table 4 — Geotechnical log of boring EB-2 obtained by Kaldveer Associates (Ref. 2).

Capitola Fire Station CDMG Station No. 47125 Page 24 UJLPE BCSICUREe

UNIFIED SOIL CLASSIFICATION SYSTEM

(4STM 0 422-72) U.S. STAKIARD SIEVE SIZES

3 1 3/4 .1/0 4 •10 Id 30 so 100

ing 60

Pass 50 t

rcen 40 Pe

100 10 1 0.1 .05 .02 .01 .005 .002 .001 Particle Sze in Millimeters

gar* mina Mit cricl clay COCra• fine coarse medium fine

UNIFIED FEY SORINCI SAMPLE ELEV. SOIL DEPTH SAMPLE OILSCRIPTION sys4001.. NO. fleet' CLASSIFICATION lieHNI SYUSOI.

_ 0 0 9 SM Grey Silty fine SAND etb-1./

Figure 6 — Gradation Test Data for boreholes EB-1 and EB-2 performed by Kaldveer Associates (Ref. 2).

Capitola Fire Station CDMG Station No. 47125 Page 25 uopvis Divap uoyrnE an viopdvj

.(z •jaH) salepossv nanplux q pauuojiad z-tig alogaioq ioj )sai uoPEFRIO — L aan2L1

HIS 83e-11 1411m aNvs Alianeio As WS/MS 171 HIS Pue l3ne.s6 932.11 gum ONVS UM°-18 AeJ0 INS/MS L D V- la) 11!S all109 4Hm ONYS Alle^e-10 umo.pa NJeci WS h -tia o

looms !Niro MOLLY* li Wirt,nose) 'ON 101mAS NO114110S30 Tann its430 'Hos 'Ara ildrirS ON iwOti ADM clawlin

Imp tunommu mama mull &LOC* A013 OW 11‘ &CDC pitActab .

wa)3w!1194 u! 315 343410d 00 ZOO' ZO- co' 1'0 0 00

01r ad ua3J

OS l sod 09 s Oui

06 ; 001 COt 001 OC OC St 01 & Q/C VC a

S325 3A3eS CRIV06,15 Sfl (7.4-rzt a rust) 1131S.A.S NOLLY3UISSV10 110S 031.41NCI

aM131S311 wir4 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Kaldveer Associates, Oakland, California, "Geotechnical Investigation ", Report No. K582-34, 15301, February 2, 1990

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Dupre, "Geologic Map of Quaternary Deposits in Santa Cruz County, "U.S. Geological Survey Miscellaneous Field Studies Map MF-648, 1975.

Capitola Fire Station CDMG Station No. 47125 Page 27 . UJLPE BCS/CUREe Sub-Surface Site Conditions at Halls Valley Grant Park CDMG Strong Motion Station No. 57191

The strong motion instrument is located in the Visitor Center/Park Office Complex of the Joseph D. Grant County Park.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: HALLS VALLEY GRANT PARK

Address: Visitor Center/Park Office Site number: 57191 Complex, Joseph D. Grant Instrument location: Visitor Center / Park County Park, Santa Clara office complex of the Joseph D. County Grant County Park. Latitude: 37.338° N Site surficial geology: Qa, alluvial (gravel, Longitude: 121.714° W sand and clay) Instrument owned by: California Division Depth to bed rock: 53 ft. of Mines and Geology (CDMG) Depth to water table: Not known

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 230 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: November 16, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: November 17, 1992.

TABLE OF CONTENTS

Table 1 Geotechnical Log of Boring. 6

References 12

Halls Valley Grant Park CDMG Station No. 57191 Page 2 UJLPE BCSICUREe

taw,*

- S A N...7

, iN HALLS VALLEY

. k ••••hu-4.1N - jg';F:gt:V.Ye \

3 SCALE 1:24000 1 MILE

1000 0 1 000 2000 3020 4000 5020 6002 7002 rat -• 1 1 KILOMETER

Figure 1 - Regional geological map for the instrument site. (Ref. 4) (See following page for description of map units).

Halls Valley Grant Park CDMG Station No. 57191 Page 3 UJLPE Halls ValleyGrant Park Figure 1-(continued)Description ofMapunitsforthefirstportionFig. 1. Instrument sitecondition isnotedbythebullet. ittgo,Ookland conglomerate Kshu andKssu,BerriessaForm. )(ssu, sandstone Kshu, shale Ksh, micaceousshale,undivided Kshl, KnoxvilleFormationof ( ClaremontShaleMember) Crittenden,850.mic0c.shale Marine sedimentaryrocks (marine, UpperMiocene) ' cyid CDMG Station No.57191 Cla,alltivium (grovel, -'• Of, alluvialfangrovel Santo ClaraFormation Og, streamgravel Ols, landslidedebris fs,sandstone(graywocke) fg, greenstone fi • Franciscanrocks Briones Sandstone !MI clayshale• of Crittenden,1950 Tm siliceousshale. of Crittenden,1950 SurfiCiol deposits (volley sediments, pervasively sheared gleacepbene bleesebest Monterey Shale grayWackt addshalt UNCONFORMITY UNCONFORMITY sand andday) and sand UNCONFORMITY Older alluvium relx0d.rocics, mostly Andesitic rock gravel andcloy) Is dart micac. phylliticshale Ksh Serpentine Ell Tm fg Ooa Osc Tbr Tine KC90 Kshl Ifc so

CRE TACEOUS BCSICUREe Page 4

UJLPE BCSICUREe >

CountrofSanutOws Public ServicisAgieney RegkormdParksand Reensetional Areas /JOSEPH D. GRANT COUNTY PARK

mono:met

SCALE FEET

MONO ONLY —" NO SOUESTPIAN •••••••••••Is 44444.7.\ Acca3%—

SITE nommm to flem4,04,..1--->--<•-••izza,,, mn •

- S MAIL PAM • --

STONE WALL / FENCE

MLLE/ SWHHHHO POOL

LAWN AREA TRAILS ACCESS

EAST GAIIDOI GROUP AREA KSINCII SOUSE

C 001C NOUS! INDIVIDUAL PICNIC ARE SERV= / ACCESS TO [AST GARDEN ARDOR

TEMPORARY VISITOR CFJOIR ROSE GARDEN C OURTY A RD RANGERS GARDEN MIcolmouo anAmont SERVICE PANXING / ACCESS TO ALFALFA FIELD . ORICX WALX RANGER PARKING -10 smciai LAWN AREA 101C04.0110 0/111•WIR) CD SAN I EUPE CREEK CARRIAGE HOUSE PRIVATE RESIDENCE INSTRUMENT USGS SEISMOLOGY WATER TANKS

-RAT MOO,. SHED fallIPSS, • POND REDWOOD GROVE - 1111111IMMEM EIDEN° DROP-OFF

PAVED ACCESS ROAD APPROXIMATE f0..•••, OAX GROVE PAR e LO SPACES r 9 BORING LOCATION

Figure 2 -Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on November 16,1992 to a depth of 230 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

Halls Valley Grant Park CDMG Station No. 57191 Page 5 UJLPE BCSICUREe

SITE: HALLS VALLEY DATE: 11/16/92

-..._ LLI (I) -1 I = F-- 0- LLI Cl- I— -- 00 X a- < 0 a_ ...-, -2 -I 0 < >- CC 0 CO Li_ W I— CD -I 0 DESCRIPTION

0 CLAY, grey

SILTY CLAY, greenish grey —10

SANDY SILTY CLAY, reddish yellow

BRECCIA, black, fine pebbles

i-20 SANDY CLAY, gray dk greenish gray

12- -4 0

13-

14-

15- 50 Table 1 - Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on November 16, 1992 (Ref. 3).

Halls Valley Grant Park CDMG Station No. 57191 Page 6 UJLPE BCSICUREe

SITE: HALLS VALLEY DATE: 11/16/92

-.... L11 (I) _i 1— CL. LLI 00 x a- -I 0 < ›- CO LL Cn I- DESCRIPTION

16-

17- SHALE, dk brownish gray, extremely weathered, very closely fractured, soft --\_ reddish yellow, very weathered 18- 0 —black, somewhat weathered

19-

20-

21- 70

22-

23-

24- -80

25-

26-

27- 0 28-

29-

30- 100

Table 1 (continued)

Halls Valley Grant Park CDMG Station No. 57191 Page 7 UJLPE BCSICUREe

SITE: HALLS VALLEY DATE: 11/16/92

L.) —J x w 0_ 00 X ta_ -J 4:>- CC 0 CO LL (/) 1— (.0 DESCRIPTION

00 31- SANDY CLAYSTONE, dk greenish gray, slightly harder

32-

33- —110 34-

35- slightly harder, some coarse sand

36-

\--120 37-

38-

— • 39- SILTSTONE, greenish white, somewhat weathered, closely fractured, hard "--130 greenish gray, unweathered 40-

41-

42-

43-

SANDSTONE, grey, unweathered, moderately fractured, hard 44-

45-

150

Table 1 (continued)

Halls Valley Grant Park CDMG Station No. 57191 Page 8 UJLPE BCSICUREe

SITE: HALLS VALLEY DATE: 11/16/92

DESCRIPTION

150 46-

47-

48-

-160 49-

50-

51-

-170 52-

53-

54- SHALE, black, moderately fractured, hard 180 55.

56-

57-

-190 58.

59-

60-

200

Table 1 (continued)

Halls Valley Grant Park CDMG Station No. 57191 Page 9 UJLPE BCSICUREe

SITE: HALLS VALLEY DATE: 11/16/92

L) Cf) -J I. a- 00 < CD _1 0 < ›- CC 0 UJ •=0 • ••• 03 L. (1) F-- 0 _1 DESCRIPTION

200 er.

62-

63-

2 1 0 64-

65-

66-

68-

69-

-2 30 7°-

fl-

72-

-240"-

74-

75-

-2 5 0 76- Table 1 (continued)

Halls Valley Grant Park CDMG Station No. 57191 Page 10 UJLPE BCSICUREe

0 •

-411 SUSPENSION SWAM -.111••• SUSPENSION P-WAVE ••• -A....-. DOMAN= SMARR CURVE PVT 20 COVIVOSOUI WEAVE CURVE FIT •

60 1.

80 ••••

100

I- 0. Ui 120

140

160

180

200

220 I I I I 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on November 17, 1992 to a depth of 210 feet at the Halls Valley site. The borehole was uncased. The spectral slope damping estimate technique did not provide consistent results at this site. (Ref. 1).

Halls Valley Grant Park CDMG Station No. 57191 Page 11 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Dibblee, Thomas W. and Earl Brabb, "Prelimminary Geologic Map of the Crittenden Quadrangle, Santa Clara, Santa Cruz and San Beneto Counties, California" U.S. Geological Survey, 1978.

Halls Valley Grant Park CDMG Station No. 57191 Page 12

UJLPE BCS/CUREe Sub-Surface Site Conditions at Gilroy Array No. 2 (National 9 Inn) CDMG Strong Motion Station No. 47380

The strong motion instrument is located in the filter room near the swimming pool at the National 9 Inn in Gilroy.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCS/CUREe

SITE NAME: GILROY ARRAY NO. 2 (NATIONAL 9 INN)

Address: National 9 Inn, Gilroy, Site number: 47380 California. Instrument location: In the filter room near Latitude: 36.982° N the swimming pool. Longitude: 121.556° W Site surficial geology: Qhac, Coarse- Instrument owned by: California Division Grained Alluvium. of Mines and Geology (CDMG) Depth to bed rock: Variable, see Fig. 2.

SUBSURFACE INFORMATION: Boring 1 (Borehole EPRI#1) Drilled by EPRI, Depth: About 182 meters. Drilled by: Pitcher Drilling Company, Palo Alto, CA. Date: September 21, 1990 Subsurface Geology US Geological Survey Subsurface Geophysics: P and S wave velocities Performed by: USGS Subsurface Geophysics: P and S wave velocities Performed by: Redpath Geophysics Boring 2 (Borehole EPRI#2) Drilled by EPRI, USGS & UCI Depth: About 239 meters. Drilled by: Pitcher Drilling Company, Palo Alto, CA Date: October 16, 1991 Subsurface Geophysics: None Boring 1 (Borehole USGS) Drilled USGS Depth: 182 meters. Drilled by: USGS Date: September 9, 1979 Subsurface Geophysics: P and S wave velocities Performed by: USGS

TABLE OF CONTENTS Figure 1 Regional geological map for the instrument site. 3 Figure 2 Regional Contour Map showing the depth to bedrock. 4 Figure 3 Site map showing the location of borings 1, 2 and 3 (Boreholes EPRI#1, EPRI#2 and USGS respectively) 5 Figure 4 Explanation of geologic logs 6 Figure 5 S-wave velocity profile for Boring 1 (Borehole EPRI#1) for measurements carried out by USGS 24 Figure 6 P-wave velocity profile for Boring 1 (Borehole EPRI#1) for measurements carried out by USGS 25 Figure 7 S-wave velocity profile for Boring 3 (Borehole USGS) for measurements carried out by USGS 26 Figure 8 P-wave velocity profile for Boring 3 (Borehole USGS) for measurements carried out by USGS 27 Figure 9 Shear-wave velocity profile for Boring 1 (Borehole EPRI#1) for measurements carried out by Redpath Geophysics 28 Table 1 Geotechnical Log of Boring 1 (Borehole EPRI#1) 7 Table 2 Geotechnical Log of Boring 2 (Borehole EPRI#2). 13 Table 3 Geotechnical Log of Boring 2 (Borehole USGS). 21 References 29

Gilroy No. 2 CDMG Station No. 47380 Page 2

UJLPE BCS/CUREe

-57

Monterey !,-14‘ shale Late Pleistocene /K HI. • alluvium 1 , 1

Ott e • s::.•:••"' • • * ' serpentinite 172

0 GILROY #2 '3

A Holocene alluvium,x;-- tarn

BM 167

Franciscan greenstone.-- ent0 ,r4N--....\- )

SCALE 1.24000 0 IMILE

1000 0 1000 2000 3000 4000 5000 6000 7000 FEET 5 1 KILOMETER

Figure 1 - Regional geological map for the instrument site. (Ref. 4)

Gilroy No. 2 CDMG Station No. 47380 Page 3 UJLPE BCS/CUREe

Figure 2 - Regional Contour Map showing the depth to bedrock. (Ref. 3).

Gilroy No. 2 CDMG Station No. 47380 Page 4 UJLPE BCS/CUREe

WATER STORAGE TANK WELL PUMP

STOCKPILE

0 - 2S SO FIELD 1 HOUSE feet

WELL PUMP 1.0 WA'TER STORAGE fr..) TANK ••• EPRI 2 L LEpRi OD

BUILDING (Ai:WINING PROPERTY) t MOTEL ROOMS

PAVEMENT

. OFFICE

%%. ONTER EY STREET

Figure 3 - Site map showing the location of borings 1, 2 and 3 (Boreholes EPRI#1, EPRI#2 and USGS respectively) (Ref. 1).

Gilroy No. 2 CDMG Station No. 47380 Page 5 UJLPE BCS/CUREe

Rock hardness: response to hand and geologic Texture: the relative proportions of clay, silt, and hammer: (Ellen et al., 1972) sand below 2mm. Proportions of larger particles are indicated by modifiers of textural class names. hard - tusrnmer bounces off with solid sound Determination is made in the field mainly by feeling firm - hammer dents with thud, pick point dents or the moist soil (Soil Survey, Staff, 1951). penetrates slightly soft- pick points penetrates friable material can be crumbled into individual grains by hand.

Fracture spacing: (Ellen at al., 1972)

C.M Ill fracture spacing

0-1 0-1/2 v. close

1-5 1/2-2 close

5-30 2-12 moderate

30-100 12-36 wide

>100 >36 v. wide

Mn Weathering: Fresh: no visible signs of weathering Slight: no visible decomposition of minerals, slight Color: Standard Munsell color names are given for discoloration the dominant color of the moist soil and for Moderate: slight decomposition of minerals and dis- prominent mottles. integration of rock, deep and thorough discoloration Deep: extensive decomposition of minerals and complete disintegration of rock but original Types of samples structure is preserved. SP - Standard Penetration 1+3/8 in in ID sampler) S - Thin-wall push sampler Relative density of sand and consistency of clay is 0 - Osterberg fixed-piston sampler correlated with penetration resistance: (Terzaghi and P - Pitcher Barrel sampler Peck, 1948) CH - California Penetration (2 in ID sampler) DC - Diamond Core

relative Diow,s/tt, slensity plows/ft. consistency ).- 0-4 v. loose <2 v. soft

4-10 loose 2-4 soft

10-30 medium 4-8 medium

30-50 dense 8-15 stiff

>50 v. dense 15-30 v. stiff

>30 hard 1

Figure 4 - Explanation of geologic logs (Ref. 1).

Gilroy No. 2 CDMG Station No. 47380 Page 6 UJLPE BCS/CUREe

SITE: GILROY #2 EPRI 1 DATE: 9/21/90

)

i 0 rs WS/ PE a. te 4 0 PTH MPLE 1 OOT DESCRIPTION F TY DE (me SA BLO clo 0 SANDY LOAM, dk yellowish brown (HOLOCENE ALLUVIUM)

dk graygray to dk grayish brown -

--(------r" SILTY CLAY LOAM, dk. grayish brown to brown

LOAMY' FINE SAND, brown, medium to coarse grained . •'.1 -1 0 . ...: :. .

SAND, well sorted, v.coarse grained, some gravel l'.1 CLAY, pale brown, v.stilf (LATE PLEISTOCENE ALLUVIUM)

: .;., •1 5 SAND P ..-- SANDY FINE GRAVEL, brown, mostly graywacke fragments .1?•;P'-'-: ›.*.w...b.:' 9S.CPC'-- 50'6..fiS KtPac.A .tiRS1- 2 0 D. a*- , CLAY, yellowish brown (PLEISTOCENE LAKE DEPOSITS) dk. greenish gray, v. stiff

--'. --4. 4

1--e ,te— 25 __,,,,,,,,4 ..,. -

_ 3 0

Table 1 - Geotechnical Log of Boring 1 (Borehole EPRI#1). This Boring was drilled on September 21, 1990. See Fig. 3 for location of the borehole (Ref. 1).

Gilroy No. 2 CDMG Station No. 47380 Page 7 UJLPE BCS/CUREe

SITE: GILROY *2 EPRI 1 DATE:

0 ) s T E 1 0 TH 1 PLE I WS/

a. ter P 4 0 P OO O DESCRIPTION F TY DE (me BL SAM 0

30 kwE -g

FINE SANDY LOAM, dk. greenish gray

—

--ig51 SILTY CLAY, v. dk. greenish gray 35

11 .-

...-,.... SANDY LOAM

-- 4° GRAVELLY SAND, strong brown, dense PLEISTOCENE ALLUVIUM

—s;.: : • :

....: . • GRAVEL

GRAVELLY SAND, yellowish brown

;11--

50 • GRAVEL : • ' V • , ; —

°%.:—.0'.... — kid1/424.

GRAVELLY SAND, yellowish brown

SANDY CLAY, brown to strong borown

Table 1 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 8 UJLPE BCS/CUREe

SITE. GILROY #2 EPRI 1 DATE: tu ... co•- _i E ,, i "!

JIA.<0.. M clE DESCRIPTION 03 03 1:3

60 sqP$7., GRAVEL GRAVELLY SAND, yellowish brown

• ......

,Foe69:;49 GRAVEL -.ifecr:• — sivIk•*.Z - • c”.tr .- 4, 5i6, :ç ó° GRAVELLY SAND . - ' 4.1 • GRAVEL

• • • SAND CLAY ,Y- • 4— ,;•;:• :-.. GRAVEL 75 GRAVELLY SANDY CLAY LOAM, olive brown, v.poorly sorted . •• -'*

•••• . •

. •. 80 ... .7.:.„ •

. . . . — - • t 85

GRAVEL

11:)? GRAVEL

- • • 90

Table 1 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 9 UJLPE BCS/CUREe

SITE: GILROY *2 EPRI 1 DATE:

I )] G PLE WS/ OT PHS ters PE PTH I A Y

LO DESCRIPTION FO T DE (me SAM BLO GR 90 GRAVEL, dk. yellowish brown, v.poorly sorted, *- texture of matrix is SANDY CLAY LOAM " SANDY CLAY LOAM

Zr5,731.C'"- GRAVEL Lta•goa.- 95 SANDY CLAY LOAM —

.f—

100

—

—105 Dii SANDY CLAY, strong brown — SANDY CLAY, occasional thin lenses of gravel

"1 110 1 .0 .. :. . .

I,— .-115 SANDY CLAY LOAM, v. dense, v. poorly sorted

GRAVEL SANDY CLAY

/— GRAVELLY SANDY CLAY LOAM, brown, v. dense

\--120

Table 1 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 10

UJLPE BCS/CUREe

SITE: GILROY #2 EPRI 1 DATE: dim• 0 1,- 3 0 a. •• 00 ›. 1). DESCRIPTION

120

125

—130

135

140

GRAVEL A .

150

Table 1 (continued) Gilroy No. 2 CDMG Station No. 47380 Page 11 UJLPE BCS/CUREe

SITE: GILROY #2 EPRI 1 DATE:

0 )I T 1. 0 i WS/ ters PE -- PTH I - MPLE I OO O DESCRIPTION

- ..... L F A TY

c DE (me - B S C 150 — .4-

. .,• . ' ' 155

- • 160

, GRAVEL ...p.o...i.

165

. . . SILTSTONE, brown, deeply weathered, (MONTEREY SHALE) v. close to close fracture spacing

170

175 wr SERPENTINITE, v.d1c. greenish gray, sheared, texture is SANDY CLAY " —

"--180 ,

Table 1 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 12 UJLPE BCS/CUREe

SITE GILROY #2 EPRI 2 DATE: 10/1 6/91

0 ) s T

E w. WS/ 14L 0 tor O YP DESCRIPTION FOO T DEPTH (mo BL SAMPLE 0 ., 0 SANDY LOAM, dk. yellowish brown (HOLOCENE ALLLUVIUM)

dk. gray to dk. grayish brown

.: — 5 GRAVELLY SAND - /— SILTY CLAY LOAM, dk. grayish brown to brown 1

LOAMY SAND, brown, medium to coarse grained -..i.- -0-- 10 - SANDY FINE GRAVEL 14 t't

'• :. '4, .• Tg:9— CLAY, pale brown, v. stiff (LATE PLEISTOCENE ALLUVIUM) —15

, . °C SANDY FINE GRAVEL, brown, mostly graywacke fragments

1- .:t j j411%itLto-'2 0

35•'_, -;:,7 CLAY, yellowish brown (PLEISTOCENE LAKE DEPOSITS) --1----.-=..... dk. greenish gray, v. stiff 7:.- -,•-• __--*--.4 --.71.-TsT2— 25 w-.."=3 -

.N.k:.."7. ;.-_----7-4..- t..,...... , 30

Table 2 - Geotechnical Log of Boring 2 (Borehole EPRI#2). This Boring was drilled on October 16, 1991. See Fig. 3 for location of the borehole (Ref. 1).

Gilroy No. 2 CDMG Station No. 47380 Page 13 UJLPE BCS/CUREe

I SITE: GILROY #2 EPRI 2 DATE: ) IC WS/ OT ters PE PTH MPLE O O Y

LOG DESCRIPTION RAPH F T DE (me BL SA G 30 - ilykZ;7-, X01 - FINE SANDY LOAM, dk. greenish gray

— —35 SILTY CLAY, v. dk. greenish gray ?'_..r..._

_ SANDY LOAM

,-- SANDY CLAY PLEISTOCENE ALLUVIUM 1 '.: -. GRAVELLY SAND, strong brown, dense

-:, eltr GRAVEL P.' 45 - m. c- — GRAVELLY SAND, yellowish brown -.-: 7t' .. 1 GRAVEL

- GRAVELLY SAND, yellowish brown .... .•4 ''' :\-50 • GRAVEL gi.14'.4...t4..04or°i.

'4c,574m 55 .-ocr & .....b*..1.11\ .P.p4i.

SANDY CLAY, brown to strong brown 60

Table 2 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 14 UJLPE BCS/CUREe

SITE GILROY #2 EPRI 2 DATE:

)

U E 0 WS! OT

gl. ters PE I 4 0 PTH -e DESCRIPTION FO TY

cc DE (me SAMPLE] BLO 0 60

ht.41tIa4 GRAVEL 111k$V)1- 6.61:).•,:. 5).,;. .

GRAVELLY SAND, yellowish brown 65 f..,(,,,•4:.: GRAVEL s4'..r:•q- A•V4/8_ ii•k?:•'.7— r.„0.elt.• bOV.%.... 1.- 0t.ii . %— kkk°.14q3:. GRAVELLY SAND : Li GRAVEL

Isv.• SANDY CLAY • ..,;;Kr GRAVEL 75 GRAVELLY SANDY CLAY LOAM, olive grown, v. poorly sorted

-. •

.. '.' ' --80 -,...... _

.A...--

.. .. . 85

- • GRAVEL

..-,•. ,:.,,-. - 90

Table 2 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 15 UJLPE BCS/CUREe

—I DATE: w GILROY *2 .EPRI 2

0 ) E

T 10 WS/ O ters PE m a-0 PTH I MPL O O Y < _. DESCRIPTION F A T

c DE (me S BL 0 90 -: GRAVEL, dk. yellowish brown, v. poorly sorted, ." texture of matrix is SANDY CLAY LOAM

. r— 95 - .. ..._ l'io.f.eji GRAVEL SANDY CLAY LOAM

—100

.. ,--105

GRAVEL '-.7,-:,•.'rt'•9' SANDY CLAY LOAM, v. dense, v. poorly sorted GRAVEL

R-r-eir--,*.O 4. 110 GRAVEL

•

• - -

-• • • - — GRAVEL

.... 120

Table 2 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 16

UJLPE BCS/CUREe

SITE: GILROY #2 EPRI 2 DATE: CO ...t Ui i ,3 X Li 0 a. a. a. a- • 00 2 ). 11. W • DESCRIPTION CO 03 V 120 *4._ GRAVELLY SANDY CLAY LOAM, brown, v. dense ad

125

130

Z.;:a.:io. GRAVEL

4:6

140

145

150

Table 2 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 17 UJLPE BCS/CUREe

SITE: GILROY *2 EPRI 2 DATE:

0 ) IC rs -'YS/ PE

a. te

OOT .c 0 DESCRIPTION F

TY cr _. DEPTH (me SAMPLE =1

1311 ' I c5 . 150 -

1.,•4 • .. " 55 A

- -- — • 160

44-

. • 4. 165 4 — SILTSTONE, brown, deeply weathered, (MONTEREY SHALE) v. close to close fracture spacing

170

. .

175

180

Table 2 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 18 UJLPE BCS/CUREe

SITE GILROY 44 2 EPRI 2 DATE:

0 ) E

i 0 rs et. te PE PTH

MPL DESCRIPTION

FOOT cc —i TY DE irvi7 (me SA

e 0 180 / SERPENTINITE, v. dk. greenish gray, sheared, texture is SANDY CLAY

, Some hard, closely fractured blocks /

.1 r' . /440/4— 1 8 5 'P, ' r- 714.-

'V 90

SHALE, gray, sheared to v. closely fractured 'I- 1 95

, 2 0 0

io 1\- / 205 7 , /

44- 210

Table 2 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 19 UJLPE BCS/CUREe

SITE: GILROY 412 EPRI 2 DATE:

I 0 ) s T

E I i.

WS/ o. ter P 4 0 MPLE1 DESCRIPTION FOO TY

ce DEPTH (me SA BLO 1 , o 210 Fr,

‘/' 1 215 SHALE, black, closely to v. closely fractured

L 220

—225

230

235

—240

Table 2 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 20 UJLPE BCS/CUREe

GILROY *2 USGS 9/26/79

. . ... SANDY LOAM, dk. brown, mostly fine to medium grained sand, with lenses of .• ...... - coarse sand and gravel.

. •- -?, -.. SANDY GRAVEL, mostly <30 mm

' SAND, poorly sorted to v. coarse size. _' SANDY LLAY and SILT LOAM, yellowish - brown mottled it. grey SANDY FINE GRAVEL, dk. greyish brown, -cy mostly <10 mn, well sorted

-.2-- SILTY CLAY, greyish brown to grey

dk. grey

• _ ..“.- SILT LOAM, dk. grey e.,•,", FINE SANDY LOAM, yellowish brown _,..,..,..-, SAND, yellowish brown-strong brow "•%..a.. -6 4 SANDY GRAVEL, yellowish brown lenses of coarse sandy clay loam

,.....,:,:.$.o?-4

o 13 50

.,.7e- M- li.-71 119.V- [?*:•,;3- ....,—,ta. An GRAVELLY SAND

Table 3 - Geotechnical Log of Boring 2 (Borehole USGS). This Boring was drilled on September 9, 1979. See Fig. 3 for location of the borehole (Ref. 1).

Gilroy No. 2 CDMG Station No. 47380 Page 21

UJLPE BCS/CUREe

GILROY #2 USGS 9/26/79 irrw- 60 _!--\. SANDY CLAY, yellowish brown SANDY FINE GRAVEL. yellowish brown W'ef poorly sorted to 10 um. tel,- . ...

. .. 70 -- .-.-- SANDY CLAY, yellowish red poorly sorted with lenses of SANDY ,...,•ex-'' GRAVEL _....L....,_ ---- 0-,•*1• SANDY CLAY, yellowish brown 7--:r. - 80

, 90 - - :- - 59„-i :p:. -,c- Interbedded GRAVELLY COARSE SAND .i575 and SANDY CLAY LOAM poorly sorted Wilc) - :-.:i- 100 4. ...,,„i. , - lenses of SANDY CLAY, greyish brown

:C)A- I 10 .,-,-,17,,

Table 3 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 22

UJLPE BCS/CUREe

GILROY #2 USGS . 9/26/79 _ 120

•(:).- .0's0 o -.voAa

Pzfr.•., 1 130 7. T

itr:r1:5;j• : Interbedded SANDY GRAVEL and SANDY Orkt:?" LOAM, poorly sorted

. oc! . -140

g,...7 63.-...- .).

•••• •• • • 6

rrC3V;:. .61; ,r7t' 150 %sib 44•• ....., .. • , .- • .... o7.- . - sr.:. •cl 160 ..i.7.-.J SANDY CLAY, reddish brown to -,.._ — -- _-'- greyish brown, v. fi nil, some lenses of sandy loam

......

— 7,-- 170

_.. _ - .•77.- -,_ grading coarser

:-180 . SANDSTONE, greyish brown to grey, medium to coarse grained

Table 3 (continued)

Gilroy No. 2 CDMG Station No. 47380 Page 23 UJLPE BCS/CUREe

S Velocity (m/sec) 200 400 600 800

IMAM WAAL MOLOCIII4 ALLIANKAM

SILTY CLAY LOAM LOAMY IIMM CLAY &An MAMMON( ALLUMUM/ MACY PM CRAWL

. • .4 CLAY IRMISTOCIIM LAOS DIPOSITS1 A I

I MN IMAM LOAM SALTY CLAY

GAM/ILLY SAKI PLISTOCUR ALUMNA.

GRAVEL

50 - LAME/

GAMMLLY SAM . Wan CLAY FGAAVELLY IMO

GPMvItLY SALON. CLAY LOAM

GRAM LAMY GAY LOAM GOMM SALEM CLAY LOAM

PLAYFUL' SANDY CLAY LOAM

GAAvEL

150 -

Gilroy (EPRI Hole)

Figure 5 - S-wave velocity profile for Boring 1 (Borehole EPRI#1) for measurements carried out by USGS. The dashed lines represent plus and minus one standard deviation. The statistics were done on the slope (reciprocal velocity) so that some of the limits will not appear symmetrical. Simplified geologic log is shown for correlation with velocities (Ref. 1).

Gilroy No. 2 CDMG Station No. 47380 Page 24 .UJLPE Figure 6- Gilroy No.2 Depth (meters) 150 100 50 -

symmetrical. Simplified geologiclogisshownforcorrelationwith segments (reciprocalvelocity) sothatsomeofthelimitswillnotappear standard deviation.Thestatisticsweredoneonthe slopeoftheline carried outbyUSGS.Thedashedlinesrepresent plusandminusone P-wave velocityprofileforBoring1(BoreholeEPRI#1) formeasurements velocities (Ref.1). Gilroy (EPRIHole) 1000 P Velocity(m/sec) CDMG Station No.47380 2000 3000 - 113:1 L4 - I- IMO WO.LOAM — IATVMAY - awou IMAM EGGGRAVEL CLAY 111TV CLAMLOAM SAW.' LOAM CLAY GRAVELLY LOAMY WO LOAM WO BCS/CUREe &ATI PLIEROCEMEALLGVoUNki OlERITOCEME OGGOCIMI AL/LIP/GAM PLEISTOCENE AL/WAVY 11101 DIPOSrri Page 25

UJLPE BCS/CUREe

S Velocity (m/sec) 200 400 600 800

50 -

a) i

100- 0 0

150

Gilroy (USGS Hole)

Figure 7 - S-wave velocity profile for Boring 3 (Borehole USGS) for measurements carried out by USGS. The dashed lines represent plus and minus one standard deviation. The statistics were done on the slope (reciprocal velocity) so that some of the limits will not appear symmetrical. Simplified geologic log is shown for correlation with velocities (Ref. 1)

Gilroy No. 2 CDMG Station No. 47380 Page 26 UJLPE BCS/CUREe

P Velocity (m/sec) 1 000 2000 3000

GAMER LOAM INOLOGERE ALLAYLILO

GRAVEL RATE PLOSTOGGEI ALLUVARAI SARIN OAT SANDY MG GRAVEL SILT! CLAY IPLEGTOCIAt IALE CGROVEZI

MG UAW LOAM IPLEIETOCINE ALLNINA4

PAVEL 50 — 'MOT LOAM

CANT' CLAY GRAVEL

WOE CLAY LOAM

GRAVEL

GRAVELLY GANN CLAY LORAL GRAVEL

GRAVEL

GRAVELLY SANDI' CLAN' LOAN

150 —

Gilroy (USGS Hole)

Figure 8 - P-wave velocity profile for Boring 3 (Borehole USGS) for measurements carried out by USGS. The dashed lines represent plus and minus one standard deviation. The statistics were done on the slope (reciprocal velocity) so that some of the limits will not appear symmetrical. Simplified geologic log is shown for correlation with velocities (Ref. 1)

Gilroy No. 2 CDMG Station No. 47380 Page 27 UJLPE BCS/CUREe

SHEAR-WAVE VELOCITY - fthec o 500 1000 1500 2000 2500 3000 i

100

_ 1

200

_ _

- -

400

500 _

600

Figure 9 - Shear-wave velocity profile for Boring 1 (Borehole EPRI#1) for measurements carried out by Redpath Geophysics. (Ref. 2)

Gilroy No. 2 CDMG Station No. 47380 Page 28 UJLPE BCS/CUREe

References

Redpath Geophysics, Murphys, California, "Seismic Velocity Logging in the San Francisco Bay Area", EPRI Agreement No. RP3014-06, for Electric Power Research Institute, August, 1991.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Dibblee, Thomas W. and Earl Brabb, "Prelimminary Geologic Map of the Crittenden Quadrangle, Santa Clara, Santa Cruz and San Beneto Counties, California" U.S. Geological Survey, 1978.

California Division of Mines and Geology Special Report 107, Sacramento, California.

Gilroy No. 2 CDMG Station No. 47380 Page 29 7 UJLPE BCS/CUREe Sub-Surface Site Conditions at Hayward CSUH Stadium Grounds CDMG Strong Motion Station No. 58219

The strong motion instrument is located between the stadium and the baseball field approximately 650 feet south of Carlos Bee Boulevard.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: HAYWARD - CSUH STADIUM GROUNDS

Address: California State University, Instrument location: Between the stadium Hayward, California and the baseball field. Latitude: 37.657. N Site surficial geology: Rhyolite Longitude: 122.061. W Depth to bed rock: Instrument located Instrument owned by: California Division on rock of Mines and Geology (CDMG) Depth to water table: Not known Site number: 58219

SUBSURFACE INFORMATION:

Boring 1 Existing boring drilled by USGS in 1975 Depth: About 30 m. Information taken from: USGS Open File Report 76-731. Date: March 27, 1975 Geotechnical log by: T. Fumal, USGS Menlo Park, CA Subsurface Geophysics: Shear wave velocities Performed by: USGS Subsurface Geophysics: Refraction survey Performed by: Redpath Geophysics, Murphys, CA. Date: November, 1992.

TABLE OF CONTENTS'

Figure 1 - Regional geological map for the instrument site (ref. 3) 3 Figure 2 - Site map showing the location of the instrument site and boring 5 Figure 3 - Shear wave velocities determined to a depth of about 30 meters. 7 Figure 4 - Location sketch for shear-wave refraction survey line. 8 Figure 5 - Shear wave arrival times versus distance for refraction survey. 9 Figure 6 - Shallow shear-wave velocity sections based on intrepretation of refraction surveys. 10

Table 1 -Geotechnical Log of Boring 6

References 10

Hayward - CSUH Stadium CDMG Station No. 58219 Page 2 UJLPE BCSICUREe

Figure 1 - Regional geological map for the instrument site (Ref. 3). (see following page for description of map units).

Hayward - CSUH Stadium CDMG Station No. 58219 Page 3 UJLPE BCSICUREe

Q. 01. Unconieruity Surficial deposits

Q.; alluvium • Qle: landslide debris I Onconformity Penuche Formetlou (marine) Ooe Xp; clay shale, Older alluvium gray. micaceous. Co Unroof amity argillaceous silty, other thin sand beds. Kps: sandstone: tea: rh hard. arkosic. . locally contain 11111 Rhyolite large concretions, 40.4 interbedded Tan rhyolitic co clay shale °locale felsite, /pc; conglomerate 'highly fractured. composed of iobblea (intrusive and of granitic and ostrusive) . dioritic rocks porphyritic reeks, TpS quartzite end black chart in Soy:marine sedimentary matrix of brown rocks sandstone Weakly indurated, greenish-gray clay, few this hard calcareous lenses. and' gray to can 7,TE.c- 1 sandstone and Knoxville Formates pebble cons boor- ate contaising. debris from • Jib; dark, micaceous Tranclacan.rocks ' allele, minor thin sandstone lbscoulornity •••• .7Ke; conglomerate and dark sandstone, minor Toss shale

Tos"k"" op gb TIC Haile and Oltraoafic rocks basin* sedimesstat7 CCOUS

rocks sp; serpentine TA

Use; light gray gb; aabbro-diatuse, RR partly seypeotin- C

arkesic sandstone; R sons beds bard, ised /o

calcareous, pebbly. n

with abundant oleo fa fc fa. gl Am shall.; minor grey sikracase . Franciscan Assemblage SSIC Tool; light gray RA to browo siltsteme, (Pervanively sheared sod JU massive to. slightly metamorphosed; indistinctly bedded, locally highly metamor- argillaceows to ' phosed) fg; arsenates* Mesh; siliceous fc; short . shale. gray-wbite fa; sandstone (grayuacke). ' brittle. chi.- sod shale sheared bedded. al; glaucephamt schist Ise; Sobrante Semisweet. gas, massive, eine- grained, arkesic. locally pebbly at base

Figure 1 - (continued) Description of Map units for the first portion of Fig. 1. Instrument site condition is noted by the bullet.

Hayward - CSUH Stadium CDMG Station No. 58219 Page 4 UJLPE BCSICUREe

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled on March 27, 1975 to a depth of about 30 meters. Mr. T. Fumal of USGS logged the borings (Ref. 1).

Hayward - CSUH Stadium CDMG Station No. 58219 Page 5 UJLPE BCSICUREe

440' ALTITUDE: LOCATION: HOLE No: - . 23 370 39 ' 25" Lat. SME: CAL STATE HAYWARD Long. 122 03' 37" GEOLOGIC DATE: QUADRANGLE: 3/27/75 HAYWARD, CALIFORNIA MAP UNIT: FRANCISCAN GREENSTONE

l' T.:- SAMPLE DESCRIPTION DESCRIPTION E ....; ., t a

_._ 0 .--- SANDY CLAY and CLAY, very dark grayish 7.::- brown , up to 20% coarse sand and gravel, . ,e ---.1ow-._ plasticity (CL) (fill) 0-6" SANDY CLAY, very dark -.-. .8, -__,--- grayish brown up to 20% 1 coarse sand and fine gravel Inn RHYOLITE, deeply weathered to sandy HRH1 6-18" GREENSTONE, deeply HMI ,clay loam and gravelly sandy clay loam, weathered to sandy clay loam S H1 up to 50% rock fragments (CL-GC) HIM . strong brown, 40% angular HRH gravel to 1 cm, law plan- 55111 ticity (CL-BC) III .9E Will RHYOLITE . deeply weathered 1111 to sandy clay loam, 75% At very coarse sand and gravel, NM IBM 10 low plasticity (CL) 1111111 111 H 1 grading to: 1111111 _ 111111 11 . I . in „, In tit Ul will 15 I inn 11 Ili 111,1 11 1111III I III I limn, „, u RHYOLITE, moderately weathered, close I min to very close fracture, fragments are ali,_irdte firm to hard and grade from dark

IpWI yellowish brown with reddish brown and black stains and thin clay coatings to NI dark green with black and reddish brown MR stains. HUI IIIII1 aim ,1111 IIIIU 25 I 0, 1111 I N I lin I III III 1 RHYOLITE, moderately to nun slightly weathered, very 11111 close to close fracture. dar ' ra— i -30 green with yellowish brown and black staird on fracture surfaces.

Table 1 - Geotechnical Log of Boring. This boring was logged by T. Fumal of USGS on March 27, 1975 (Ref. 1).

Hayward. CSUH Stadium CDMG Station No. 58219 Page 6 UJLPE BCSICUREe

SHEAR WAVE. VELOCITY (m/sec)

0 200 400 600 0 1 11_,. t 1 t •1•I•1 : leo 101 . I I I i

10 -

20 -

30 - Cis =175 Geologic unit: Artifical fill/Holocene bay mud

Estimated velocity profile for site: PALO ALTO 2-STORY BUILDING

Figure 3 - Shear wave velocities determined to a depth of about 30 meters. (Ref. 2).

Hayward - CSUH Stadium CDMG Station No. 58219 Page 7 UJLPE BCSICUREe

1--crr

Bss

• '51-6:b PA

6EiMI LINE

APPK9e ••._.4.t.E • Iii4.50 fr

STO 1-445-rico4 iZecoe:bez I--frI

Figure 4 Location sketch for shear-wave refraction survey line. (Ref. 4)

Hayward - CSUH Stadium CDMG Station No. 58219 Page 8

UJLPE BCSICUREe

0.18 — MU HAYWARD Q6021MD —

0.16 — \ . V true = 1260 ft/sec Arbitrary reference [from off-end] line

0.14 . • ..•' •

S. . • V 2003 ft/sec 0.12 44.. 3 •

4 .. ,-;* 0.10 — •

c,. .P• •••• .4\

P: 0.08 —

..0. * *0 V * 1280 ft/sec 2 0.06 7.. •••• •

S' . 0.043 sec t V 740 ft/sec i • 1 j. .• .. 0.04 — .• .. .• 0. ..4 • .•• 0.027 sec •••• . • z A ti x V2 0.02 —• 2 pti x v1 2 cos[sin-1 V2/V3] 2 cos[sin-l yV2] z2 25 ft 12 ft I 0 20 40 60 80 100 DISTANCE - Feet

Figure 5 Shear wave arrival times versus distance for refraction survey. (Ref. 4)

Hayward. CSUH Stadium CDMG Station No. 58219 Page 9

UJLPE BCSICUREe

0 20 40 60 80 100 I I i I iI I I i I 4-4-4-25 ft to SMR 355°44->

0 740 fls 10 — 1260 fis 20 —

30 — 2000 fist CAD HAYWARD

Figure 6 Shallow shear-wave velocity sections based on intrepretation of refraction surveys. (Ref. 4)

References Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas E. Fumal, US Geological Survey, Menlo Park, California, "A Compilation of the Geology and Measured andd Estimated Shear-Wave Velocity Profiles at Strong-Motion Stations that Recorded the Loma Prieta, California, Earthquake", Open File Report 91-311.

Dibblee, Thomas W., "Preliminary Geologic Map of the Hayward Quadrangle," U.S. Geological Survey, Open File Report 80-540, 1980.

Redpath Geophysics, Murphys, California, "Shear-Wave Refraction Surveys at Strong Motion Sites," November, 1992.

Hayward - CSUH Stadium CDMG Station No. 58219 Page 10 1

8 UJLPE BCS/CUREe Sub-Surface Site Conditions at Lawrence Livermore Site 300 Lawrence Livermore National Laboratory

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: LAWRENCE LIVERMORE SITE 300

Address: Lawrence Livermore National Site number: 58338 Laboratory, Livermore, CA. Instrument location: Free field Latitude: XX° N Site surficial geology: Tn, Neroly Longitude: YY° W Formation. Instrument owned by: Lawrence Depth to bed rock: Instrument located Livermore National Laboratory on rock (LLNL)

SUBSURFACE INFORMATION:

Boring 1 (Borehole W-841-01) Depth: 109 ft. Information Provided by: Lawrence Livermore National Laboratory, Livermore, CA. Date: October 15-November 10, 1986 Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: November 24, 1992.

TABLE OF CONTENTS

Table 1 Geotechnical Log of Boring 1 (Borehole W-841-01). 6

References 9

Lawence Livermore Site 300 Lawrence Livermore Site 300 Page 2 UJLPE BCSICUREe

Figure 1 - Regional geological map for the instrument site. (Ref. 3) (See following page for description of map units).

Lawence Livermore Site 300 Lawrence Livermore Site 300 Page 3

UJLPE BCSICUREe

iurlicial deposits Oa; .11uviam Ols: laadslide d bbbbb

Ueconforeicy

Clot Ihse

Older elluslue

Oat: ?maser l

alluvium le ? gee; older alluvium. dissected. locally deformed

Voceeferaity

Toe .=1:L•1 Ihr.nerifie eedimemtary rocks

Toe; ueskly eresolidated light gray .pebble conglomerate sae/straw and greenish clay Tpc; emerlY greenish cloy

[E] 4111/ geroly Formation

Irackisb-marisse(?) and mommsrien pebbly blue aad gray waster.

noomarise aedimeetary rocks tight gray. pebbly mandetooe and clay

Omosaformity

Moreno Sbale

KArlbe Clay.Shmle . Pcm ita:

c=] Cr

tare. Termaciee

Pr 4.) p Mnriae.ligbt Up gray.arkesle samdsteme. el h ComasetiOaS.Iied Maw isterb446.1

Figure 1 - (continued) Description of Map units for the first portion of Figure 1. Instrument site condition is noted by the bullet.

Lawence Livermore Site 300 Lawrence Livermore Site 300 Page 4 UJLPE BCSICUREe

Figure 2 - Site map showing the location of the instrument site and boring. (Ref. 2).

Lawence Livermore Site 300 Lawrence Livermore Site 300 Page 5

UJLPE BCSICUREe

CUE

LITNOLOGY DEP ------..-.... Monitor Well 84) -1 (0-3.8) QUATERNARY COLLUVIUR ------Geologic logging: (0-3.6) SILT: MI, brain, ',dm stiff, dry BE R. Deyany, Weiss Associates, Oakland, :A 5 '7'...:.: (3.8-109) TERTIARY SEDIMENTARY ROCKS Hole location: (3.8-32.8) SANDSTONE: gray, aoderately to poorly indurated, aoderately Appromately 55 feet north northeast iron the friable, fine to very coarse sand, eoderately sell sorted, 102 fines, fll subangular . pebbles to 1 inch, 18.8-23/0-51 /1-1 inch irregular fracture', east corner of 11-841 and ;2 fee: nest of road 10 - 23.3/51/joint Coordinates: 111 416,470.8 E: 1,711,235.9 15 - Elevation: 6.1. 660.11 feet I.O.C. 662.61 feat 33 Geophysical Logging: Geo-Hydro Data Inc.. Tenachlici, CA. I joints: 23.5-24.9/0-51 /.5-1 inch joints, 24.9-26.1/5-81 /1-3 i5. irr., joints 26.2-26.4/highly fractured, 26.7/101 /irr. joint, V.'S hoist Drilling: 6. Hickson, P. C. Esploratico Inc.. pints: 26.2/604 /irr. joint, 26.3/5",651 /iatersectioth 28.5/65', f ,01 /intersecting, 28.81301 /Joint, 211.9/701 /Joint, 29.5/451 /joist Roseville. CA joints: 29.9/151 /joint 30.1/51 /joint, 30.2/51 /Joint, 30.4/10' 30 /Joint, 31.4-31.8/high4 (rect., 32.4/51 /joint, at 30.5 fines tates Drilled: 10/15 to ilimea increase to 20-301, 30 OZ subanqular pebbles to 9 inch at 32.8 fret (32.8-35.2) CLAYSTONE: beige, poorly indurated, 34.7-35.1/highly Drilling Rethod: .-----_ fractured, shaly at 34.1 feet - 6-inch air rotary 0-19 feet -135.2-39.71 CLAY: SILTY, ICLI, greenish brow aottled with orange, stiff, 4 9-inch air-aist rotary 19-109 feet =-6.- indurated at 39 feet, 39.3/601 /joint, 39.7/601 /joint 10-inch air-list rotary, rean G-!04 feet

....,-., Saapling Rethods: -==----_-- (39.7-42.7) IRIDSTONE: blue-greea, poorly to aoderately indurated, .--- 41 42.2/highly fractured RR. I 4 f-inch diameter Ore taker. .;:t =-_-- (42.7-44.2) SILTSIONE:clayey, brim, poorly indurated, 42.7/51 /red stained ! - joint, 43.2/10-151 /red stained joint, 43.7/101 /Joint Christensen Nireline Punch Sere Eiiail Svstea. (44.2-60.8) SANDSTONE: orange, Husking gray at 47.5, nonfriable, fine to coarse sand, aoderately well sorted, (101 fines Where Om, percentages of sands. I joints: 44.2, 44.4, 44.6, 45, 45.2, 45.4, 45.9, 46.), 46.7, 47. 2, 47.5, 48.1 feet/0-101 /m. joints, 49.3/151 /Joint gravels, and fines represent field visual (e.g.. .olusetrid*. estimates. 49.7/151 /joint. 49.9/101 /joint, 50.2/151 /Joint, 50.4/151 /joint F.,.-:•••::::•: Colston:invite Log. . • kotaticn if Gedsing and ;riV.,res: • 50.9/100/joint. 51.1/31 /joint, 51.8/31 /Joist. 52.31 /joint, 52.4 • 151 /jcint, 53.2/51 /irr. joint, 53.8-54.9 poorly indurated and • possibly highly fractured? Ground hater: if 55-57:51 jointsisp.ced 1-2.5 inch. 51-6;.-7,...ta:ny..ei .5-7 10/6186 in. henatite? 60.6 feet it critlini deste I?* feet .ster at :5 feet ..=-=--- (60.6-68.2) ROOST*: blue-gray, soderateir indurated. vofer contact 10/:;96 at 2r:l1.114 !tot! 174 stet ,we. I irregular, dies I, , 61.,/6 /Joint, 61.1,5 /Joint. 62.7 /4 'joint, it 9: feet belc. 2... 66 5/401 1 IE /An stained Joint. 66.8/20 /joint Att. /mite/ 1126 ester at 97 feet te.:n ....gggi tonitor Well Coo:et:on: ------, (66.2-86.2) SANDSTONE: silty, gray, aoderately indurated, friable 170 F. .. . CASING: 4.5 inch 1.0. threaded PVC joints: 68-69.1/10-11 /intersecting, 61.t1 !;oint. :9.4-72.8/5- 10', Joints/spaced 2-3 inches, 84-67.7/0-1t1;:int;spaced (0.5-1 inches SCREEN: 4.5 inch I.D. threaded PVC 67.11/451/3ciat. 86.1/11:Joint, 88.1a1.75":range stained and intersecting

Source: Lawrence Livermore National Laboratory

Table 1 - Geotechnical Log of Boring 1 (Borehole W-841-01)). Information for this boring was provided by Lawrence Livermore National Laboratory. (Ref. 2).

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UJLPE BCSICUREe

i:..i, • imi' 95 -,...... &',..1,86.2-87.81 SANDSTONE: silty, gray, noderately indurated. verY fine to fine vv s.nd, ecd,rately roll sorted, 20-301 fines - — — — — I(87.8-89.71 SILISTONE: gray, moderately indurated 201 very fine to fine 93 ,/joint, 89.8/510'/irr. joint, 82/401/joint ', sand,------89.3/5 (89.7-100.5) SILISTONE:sandy, gray moderately indurated, 20-301 very fine to fime sang, 95.1/301/joint 96.330'/joint,96./54 /joint i qq.8/15fijulmt, 98/15I/joint: 99.4/5,/irr. joint, 100.5/25'/joint. 100.9/0-54 /irr. joint

(100.5-104i6) CIUSIONE: blue-green moderately indurated, slickenslides throughout, 103.2-104/70-90,/bighly,fractured. 103/ fine grained, copper-orange color mineralization Ism or pyrite?), bottom contact • irregular, dips 10-15' - 101.1-101.3/highly fractured, 101.8/45i/highly fractured 102.3 /30'JY/intersecting, 102.6/45',90,1Widersecting, 103.1/40' ,1 ,201/irr. intersecting 105 • .6-1091 SILISIORE: blue-gray, moderately well imdurated, (101 fine to very fine sand joints: 104.2/10s/0r. joint, 104.3/30',?0'/intersecting,.105. 2/15'/joint 105.7/101/joint 106.2/101/joint, 106.6/10,/joilt 107.1 110 /51/joint, 107.9/20'/joint, 108.4/51/irr. joint

INDEX TO LITHOLOGICa SYMBOL-

M OAT: El SILT: DANIEL: WO: clay: MULLS sun amiciallicalmft: SWOT SAXD: UNTIL.) FINE SAND: 118 Sand BOAT: MOT El SIM SIM go261111: OUT SAM:sizzy

SAND PACX: 13 Sand MCUR: SILTY M SILT: CLAM ROWEL: CATTY DUNE WM OSAICKTC411.: BENTONITE SEAL CIATSICM SILISTO/E: omv OATITOC: I:MOM DILISIC4C: CPATELLT ANNULAR SEAL: Cement Grout

CLITSIONE: SANIPT ILTSTOICL MOT SLOUGH:NATERIAL CLATSIC4a: SILTY *MISTIME: CAM

fAIOSIC4K:

UNISTOME SILTY BC011760:12AXTIONRL

SAPOSTOPE: CAM DOICIACT:SMITNIPaTt

Table 1 (continued)

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UJLPE BCSICUREe

YELL CONKETION ANNULUS am( --NATURAL SANAA - -):( - - - - -RESISTIVITY - - ---) RIM wo. SLOTS TRH:OV(RT POINT RESISTIVITY 61.ATERAL _v v ROD i:CAtIt(-- i8:iii;;!IlaUSPIITIIOLA;))JRcAf, RS RAOIAT)ON tNc2 A kNS REM! VITT teii tei. a;;e'.1. ;;;; ..;; •••• 4444 44.4 44114 1.6. • -•-•.•••••••••••••.••••••••-•-•-• ! ! " ! ! ! ! • ! ! ! !!!! !!!! !!!! !! !!!! !!!! a 8.• 4.46 41.0 I 4 .0 1411. 11.44 .044 0.4

4.4 0408 411.4 .014 4.44 4 44 4644

!!! !!!!' ! ! ! ! ! ! ! !: • !!!! !!!! 444 1.44 4140 44.4 01 e•eo •••• 0.40 40

4.14 4444 0 44;; ;;;; ;644 641 4444 4144 4644 4644 4.0 1.64 110. 6144 4400 4.6. 4484 n244 2.04 44.1 I@ 4 4 .14 4 46114 1146. 846 4640 04.4 4464 114 10 -

.441 44.4 06 4i44.4 4 4 044. 4.41 4444 1440 444 4 44 44.4 4.1 4.1 4014

441.4a414442.011. 44•11 $411 414. GO" 4.44 6.4 1.44 044. 1444 0

490* 0.4. .444 ' 64.0 4 04 4.46 1.11.4 04 1 4464 6446 4404 6.40 1.44 4.44 , 10.0 411.4 4 4. .644 . 10114 640. 44110 toe at" tete etas iler'n4; 2.02 444. 4406 4464 1.0 .444 4424 2,22 !!!! !!!L!!!! ! •!!! • 8464 4.44 14.4 •611. 04.. •••• . •••• .664 64 4HI4144 II6641 40. 4.0 8444 ' 84.8 00.1 011114 .448 11.44 414 44 41

••; ;;;;. .!;; ;;;2! !!!!,;;;; .1144 0444 144. 4.44 11•4411 '. 111141.0 14. .... '<(' 4644 •••• ise. •••; fl! ! " " 1, ! ! ! ! " ! " " " ! ! ! ! ! • }er!!'!!!! 4 4 6.40 44.4 4.44 4 .6.4 .... 6440 44.4 I 1-H'Illl HH HII 410. 40.4 4400 ' 14.0 4444 O." Oil .441 O..: . I • 14.4 •••• ieee el" ti•elio• ;;;;.,;;;; DE ! ! ! ! ! ! ! ! ! ! ! ! ! ! 1%'• !I !Li ! ! ! ! ! ! ! ! 46.4 1.44 4444 8440 r404 4064 1444 4460 40 0 1444 4614 41.4 4444 0404 6. Z - lI 4000 4864 444. 1.14 46. 4. 0.111 6.4. 0440 .11.0 4.44 .••• 4.64 6644 1.42.'044; ;;;; ;;;; 1;;;4 4044 4014 6.44 6400 40;1; ;;;; ;;;; I .....;1404 444. 6440 4444 4. !!!! ! 416 411.11164.4 8•04 6.46 $1111. 4601 4664 42.6 4.44 44.414404

044 .044 00 0184 4.40i 00000 .... 4.4004.. 0 35 404

! " !•,11!! ;;;; !!!! •;;;; ;;;; !!! !!!! !!!! •••• .44 4:441••••••44.84 044. 4414 •••• .66. ...• I 4144 ....

o 4016 ' 444. 41.4TTI .... 4.110 .. I". 00.0 4.4. 4.44 4411. 0;44 44411 040. 6446 6444 ,;;;; 06;4 1444 4641 4.44 4441 44; ;1;1;1; ;;;;

;; •!!! !!!! !!!! !! !!!! !!!! 4444 0444 1.44 4044 111k4114 .444 4444 44 4464 4464 1.44 SO 4044 , 4446

0.0. 040. 446. 0 4104 4444 41140 4 .0 4441 $444 4.40 44 4.4 ;$;1; ;;;; ;;;; ;;;; . • ;;;; .;0;4 ;;;; ' ;4 • .040 11.114 4 , ;1114. , 1444 ,

!!!! !!!! !!!! !!!! ••• ;;;;•!!!! !!!! !!!. !!!! !!!! ;;;; !!!! •!!! !!!! 11•11. 404. •••• •••• 0440 .144 446. 4. 4 4464 A 444 4.14

•••• 6.64 40.0 .... 44114 4640 iii 4110. 644. 444. 4111444411 •••• 644. 4.40 4•1111 „ 4 1.44 4404 0144 0 1164 44.4 404. 4644 44.4 2 • !E 410. 84.4 4.41 46. 4. A 4 4 144. 6466 4.16 1464 4.1 4044 6006 0.44 46 4464

•••• •••• 44.4 4. • 4.48 411.4 4400 •••• 884 144. 4114. 400. .444 0.44 ,1864 . 84.4 ;;;; ;;;; O.. 2404 4.04 44.6 4 4...

4$ 4444 01.4 4444 4444 1404 ' 0.00 444. 4.44

•••• ...•"•••• ••• III 4. 4 .4.0 4404 4.411 8.1 4. 404. 4414 4464 1144 0.44 „,;;;; 4;;; ' ;;411 4.64I 4. 4444 0.64 0.11 !!!!'464440.4 46.4 ;444 4.40 44.9

4 !!! !!!! !!!! I!!'4446 * 4404 4.4. 44.4 • • . 11' / 4044 4.61 .404 ''''' . • 4.14 0140 411.4 1 418. 1.41 0.20 04.0 .40. 8241 4100 .104 .484 4444 840 4404 O." • 46 44.6 •• .... 4406 .... 010. 65 - ,..L: ; ; ; ; ; • . ; ; ; ; ; ; ; ; ; ; ! ! ; ; ! ! ! ! 1.1124. 114011 110. •e•e soot to, ....Tee" "ea ease4' o) to sa•s aeet ts•• est eats Ng 41.0 404. 4440 1.44 • 40 ' 0444 401. O 44 4046 6 1 4.44 40.0 1.01 46.4 0640 6.44 04.4 4144 /0 6.40 40.4 11414 04.4 411 4 04 444 0.44 0408 .444 ,

•••• •••• •••• ;;;; !!!!';;;!.. ;;;••••,!'.-;;;;-";;;; r !! ! ;;;;;;A ;;;; !!!! !!!! 4.44 44.0 4.40 4.01 44 4.40 64.6 4044 44.1 0. 6 ' 44.4 4464.' 1144

11004 4.4. 0024 .40. 1 441. •••• 00411 $14 111. 044. 41.11 4.1. iffl ;;;; ;;;; •••• .64. • 44 4.44 400. 0.11. 4.4 04. 4440 .4.4 6.04 222 22 ,22 ... .SOL 0464 4440', 4 le 01.4 2242 2222 ' • ! ! 014. 44.. 40.0 4.40 A 144 ' 44.4 " ••••• 4044 44 4 I 4 liii II1i 44.4 •••• •••• •••• I " ! ! ! ! 1 • • • • • • • • • • • . • •••• •••• •••• •••• • • •••• S." •••• *7171...141.4.41.

Figure 3 -Spontaneous potential, natural gamma and resistivity logs from Lawrence Livermore Laboratories. (Ref. 2).

Lawence Livermore Site 300 Lawrence Livermore Site 300 Page 8 UJLPE BCSICUREe

11.1 110. 141. 141. 1.0 ...Al!, 4.4. 011. 1.0 .... 1... 1..4 1416 1 21 := • . " .... "" "..10114111111“11111111111.11111.1Mliffl 0 • 1.1. 6 !FJEI an - ...... ;;;; ;;;; 10;11 .41 .. .14111 41.1 . 04 ,Irr...-1...... p...... 14. .... 4 4. . _ ..... 0 • , 11 ...... VF11111 11114M111.11111111 -•:•=..... •• • • 1.4. 1.44 w 1 41112111.111/MIMIERIMMAIMME10.2""" • .1.1111.

AAA AAA A OS

0611. 46.6 1141 4.4. .... 1.6 ...... t . . . . • . . 1.41.- ... seee''

1. aillatin.Malat11111111.1M111111111.111111111HIHIMMIII"Lnt ..±-:••: .- ...... 1.111IMMORMIIIHMIMICIMMI11121.1211111 111 ".. ." •...... " .". .."!!! !!!!! !!!! .:!. i!!! !!!!! !!!!‘".. . 93 - 1..6116 ...... 660. .... : _..... Re , ay. . • A. 6.4. 601 144 1401 .00. .40. 1 ...... 014 644 • .1111 .11.1 0440 .00. It 10.4 .404 .... 1..11 1.1111 1.14 61.0 .0.. TE • O. • 10.. .444 ...... 11.1 141 .11. I." "O. .114. II. 00.111.r. It.. • ...4 11.1 144,.. 11 44.6 • „Ol 61.8 0044 1.11 .... .644 4.14 1441 !FT3 s ...I 1116 . 6.. 0040 . 1 1408 4.11. 14.. 114.. ‘111111111WIMIMAIRIVIIIHW • s some geeo % =4"' I It esee esee 1.4. eg ..

!!!!,:: !!!! j!!! ..!! !!!! !I!! !!!! ..! !!!! 0 .116 .. see. ee $ elle. eels elee see. e $e .... eee it 4..6 114 eees ,..10.1 • 4.11 ... el e 141. 4.06 .1.. 0.. goes .01.. .944 01 1 11681 ogee eaae seas

• ase eeee .... 0.0. 00.4 se e aese eeei eeee eeeo I.I....7 1 .06. .... 0 .0...... lit. 4.1

see. goo. DI - ...... . see. Iles@ es.* eees oeee sgee eee. eels eee -7.- . ii, 11116 01.. .41. ....4 64.6 OS 6 ..14 16.. ...6 "41

9.I 114. 1.. ..11 ..14 CIE • 104 110. 110. .01.4 4.4. 10 . 1.46 8.64 .14. .4, 0004 MO...... 0.06 •

!!!! !!!... :.• !!!! !!!...... 1;! !!!!. !!! !!!: 110 .... .4 1 011. .111 11.4 1164 .1.. 1041 114. 111111ff 1111 1111 1114 1111-4-1-11-1-141 fill -

Figure 3 (continued)

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UJLPE BCSICUREe

EPRI/CUREE LLNL SITE 300 VELOCITY LOGGING P- AND S. WAVE VELOCMES; DATA COLLECTED NOVEMBER 24, 1992

--a-- DOWNHOLE 8-WAVE CURVE FIT DOWNHOLE P-WAVE CURVE FIT 10

30 -a I. • 4

50 .;" r

0. Ui 60 1,-

70 4.

100

110 1000 2000 3000 4000 5000 6000 7000 8000 VELOCITY, FT/SEC

Figure 4 -P and S wave velocities determined by the downhole method. Measurements were carried out by Agbabian Associates on November 24, 1992 to a depth of 102 feet in a borehole drilled in rock and then cased with 4.5-inch PVC tubing. In general, poor quality waveforms were obtained from this site and only a few reliable measurements for P and S wave velocities were obtained. Due to poor data quality, attenuation was not calculated at this site. (Ref. 1).

Lawence Livermore Site 300 Lawrence Livermore Site 300 Page 10 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Dibblee, Thomas W., "Preliminary Geologic Map of the Tracy Quadrangle" U.S. Geological Survey, Open File Report 81-464, 1981.

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Sub-Surface Site Conditions at

Lexington Dam CDMG Strong Motion Station No. 57180

The strong motion instrument is located near the top of a slope, about 70 feet south of the dam spillway.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieto Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: LEXINGTON DAM

Address: Santa Clara County Instrument location: Near the top of a Latitude: 37.202° N slope about 70 feet south of the Longitude: 121.949° W dam spillway. Instrument owned by: California Division Site surficial geology: fs, graywocke of Mines and Geology (CDMG) sandstone. Site number: 57180 Depth to bed rock: Instrument located on rock outcrop. Depth to water table: Not known

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 100 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: July 22, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: July 26, 1992. Subsurface Geophysics: Refraction survey Performed by: Redpath Geophysics, Murphys, CA. Date: November, 1992.

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 3 Figure 2 Site map showing the location of the instrument site and boring. 5 Figure 3 P and S wave velocities determined by suspension and downhole methods. 8 Figure 4 Location sketch for shear-wave refraction survey line. 9 Figure 5 Shear wave arrival times versus distance for refraction survey at Lexington Dam 10 Figure 6 Shallow shear-wave velocity sections based on intrepretation of refraction surveys. 11

Table 1 Geotechnical Log of Boring. 6

References 11

Lexington Dam CDMG Station No. 57180 Page 2 UJLPE BCSICUREe

LEXINGTON DAM

PREMIUM GEOLOGIC MAP OF THE LOS GATOS QUADRANGLE, SANTA CLARA & SANTA CRUZ COUNTIES, CALIFORNIA

Figure 1 - Regional geological map for the instrument site. USGS Map MF - 648 (Ref. 4) (See following page for description of map units).

Lexington Dam CDMG Station No. 57180 Page 3

UJLPE BCSICUREe

12:21.SJ FQ—a I 1 LamIdda &Va. " deposits

UNITS GUS UNITS NORTHEAST OF SOUTHWEST OF WOG& sal swam duserts SAN ANDREAS • SAN ANDREAS Maria madame FAULT FAULT INCONFORMITY Goa 8 darria• travail. mad md day Lastige ? Shale . 1 MOIR:MITT Nara ami-Misaara dada QTs C17,711 Suds Cada Median *yam Midas id %Hey graysl. sir/ and sand aLirre view dridara umcoNForootr

Ts1

San Lamas Farredim Mareterry Shalt Mum Maria 'Amu, shale rilsows unal clap's.* Isr. LIM Wasting disa-asddacita I/ Menai s.4.-ar swam* sid daders; irclairs fauurctic Pi &$cr rod mar ham; TosIslor (fl reigeran Torarrika ard Pafayisa MrN arludd drama S'aem INCONFORMITY Tat, Taster Sisk Morey oricacerms sh.t. aad chydersi larizian Sedfrawatari rads Slop To. unadars aid Owls Tic, linarron• 1 5 Tbs Tb Bards arm Mars Insh<1511 Morin ardiwardery rads • Mama mimic savisma Tata. micaceous Ask. aml Edw.'s.* A* sir Shia madam Widen Stays drata Tbs, posawaismay ardoma Tam. arbasita arlarsaa TO rciloolively Aoki Ksh r. Maris aMaardaryrsda Kali, Namara eale gas. cobble cao9Imamda 11311 Lw

Vb vd 1 Mak *ram mks, •• plot litertil vn. ab. Ma& ad. foe reed ions. I _ I "1 " I c Uitrandoc mks V. op, serpochute . g sc. sikrA-carbrnate rack, ig *end Ms sarommits i '

If fg fa fcl7Fivi Imagine" mils Pivassivey shaared sadly egtogoilksed Ifianagarl MOM' Man Se• orMa.raw mem rcult reeinge 11"11 Fa rrocra assidma Sc. wriarol dad irandam M. Aar ars er sill I st /Mai mks

Figure 1 - (continued) Description of Map units for the first portion of Fig. 1. Instrument site condition is noted by the bullet.

Lexington Dam CDMG Station No. 57180 Page 4 UJLPE BCSICUREe

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on July 22,1992 to a depth of 100 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

Lexington Dam CDMG Station No. 57180 Page 5 UJLPE BCSICUREe

SITE: LEXINGTON DAM DATE: 7/22/92

(fl -J X 0- W 00 X 0- -J 0 < )- 03 U_ (f) DESCRIPTION

SILTY LOAM, brown SHALE, dark grey, thinly bedded (< 5cm), very slightly *weathered, stiff interbeds of dark greyish green medium sandstone

very stiff

SANDSTONE, dark greyish green, fine to medium grained, HO unweathered, hard —\-SHALE, dark grey, softer 4q-SANDSTONE, dark greyish green, harder `SHALE, dark grey, softer 5-1\ SANDSTONE, greenish grey, medium grained, harder "SHALE, dark grey, softer

SANDSTONE, greenish grey to dark greenish grey, medium —30 grained, widely (> 30cm) bedded, harder

10-

tt-1 SHALE, dark grey, softer

12- 0

13- seams of light greenish grey silty clay 14-

SANDSTONE, dark greenish grey, fine grained, harder ts--\. 50 harder, calcite veins (< 2cm thick) Table 1 - Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on July 22, 1992 (Ref 3).

Lexington Dam CDMG Station No. 57180 Page 6

UJLPE BCSICUREe

SITE: LEXINGTON DAM DATE: 7/ 22/92

(f) -J a_ Lij a_ 00 CD -J 0 <>- CC 0 CD 1.1- tf) I— CD DESCRIPTION

50 SILTSTONE, dark grey, softer 6 --\EHALE, dark grey with calcite veins, slightly harder 'SILTSTONE, dark grey, softer 17- SHALE, dark grey, with seams of light greenish grey silty clay; softer 18- -60 SILTSTONE, dark grey

19-

20-

SANDSTONE, light greenish grey, medium grained, harder 2fr—\-SILT5TONE, dark grey, softer •`-70 SANDSTONE, dark greenish grey, medium grained, harder 22-

13 SILTSTONE, dark grey, softer

24- —60 25-

26- SANDSTONE, dark greenish grey, medium grained, harder 27- -90

28- SILTSTONE, dark grey, softer

29-

very hard "—SANDSTONE, dark greenish grey, fine grained, very hard 100

Table 1 (continued)

Lexington Dam CDMG Station No. 57180 Page 7 UJLPE BCSICUREe

0 1 ' 1 "

• 10

20 L.

30 I.

70 4.

90 1 SUSPENSION 3-WAVE SUSPENSION P-WAVE DOWNHOLE 3-WAVE CURVE FIT --4-- DOWNb101.1 P.WAVE CURVE FIT 100 1 1 1 I L 0 2000 4000 6000 8000 10000 12000 14000 16000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on July 26, 1992 to a depth of 85 feet in an uncased hole drilled in rock. A conductor casing prevented suspension measurements in the upper 10 feet. Damping calculations at the site were attempted but the depth was insufficient for the spectral slope method. (Ref. 1).

Lexington Dam CDMG Station No. 57180 Page 8 UJLPE BCSICUREe

Figure 4 Location sketch for shear-wave refraction survey line. (Ref. 5)

Lexington Dam CDMG Station No. 57180 Page 9 UJLPE BCSICUREe

0.18 LEXONOTON DAM ((5718 0

0.16

0.14 Vtrue = 1600 ft/sec

Arbitrary reference 0.12 line

D'K

0.06

. • • . • • • . • • • . • • 0.04

0.02

0 20 40 60 80 100 DISTANCE - Feet

Figure 5 Shear wave arrival times versus distance for refraction survey at Lexington Dam. (Ref. 5)

Lexington Dam CDMG Station No. 57180 Page 10 UJLPE BCSICUREe

0 20 40 60 80 100 I 1 I 1 I 1 I 1 I 1 I 1

4-4-4-150 ft @ 1700 to SAAR 10°444

o -- _ 1600 Us 10- _

20—. LEXINGTON DAN —

Figure 7 Shallow shear-wave velocity sections based on intrepretation of refraction surveys. (Ref. 5)

References

Agbabian Associates Inc., Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Dibblee, Thomas W. and Earl Brabb, "Preliminary Geologic Map of the Los Gatos Quadrangle" U.S. Geological Survey,Open File Report 78-453, 1978.

Redpath Geophysics, Murphys, California, "Shear-Wave Refraction Surveys at Strong Motion Sites," November, 1992.

Lexington Dam CDMG Station No. 57180 Page 11 10 UJLPE BCS/CUREe Sub-Surface Site Conditions at Martinez Veterans Administration Medical Center USGS Strong Motion Station No. 1448

The strong motion instrument is located in the basement of the main hospital building.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. i fIJLPE BCSICUREe

SITE NAME: MARTINEZ VETERANS ADMINISTRATION MEDICAL CENTER

Address: VAMC Northern California Instrument location: In the basement System of Clinics, 5500 between of the main hospital East 2nd St., Benicia, building. California Site surficial geology: Tds, Domengine Latitude: 37.993 ° N Sandstone Longitude: 122.115° W Depth to bed rock: Instrument located Instrument owned by: United States on rock Geological Survey (USGS) Depth to water table: Variable, 180- Site number: 1448 200 feet

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 101 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: September 15, 1992 Subsurface Geophysics: P and S wave velocities and spectral slope Performed by: Agbabian Associates, Pasadena, CA. Date: September 15, 1992.

Boring 2 (Borehole 90-4) Investigations for additions to the medical center Depth: 26 ft. 6 in. Drilled by: Woodward-Clyde Consultants Date: August 22, 1990 Geotechnical log by: Susan Chang, WCC, Oakland, CA Subsurface Geophysics: None

Boring 3 (Borehole 90-7) Investigations for additions to the medical center Depth: 50 ft. 6 in. Drilled by: Woodward-Clyde Consultants Date: August 21, 1990 Geotechnical log by: Susan Chang, WCC, Oakland, CA Subsurface Geophysics: None

Boring 4 (Borehole 90-8) Investigations for additions to the medical center Depth: 55 ft. 3 in. Drilled by: Woodward-Clyde Consultants Date: August 16, 1990 Geotechnical log by: Susan Chang, WCC, Oakland, CA Subsurface Geophysics: None

Boring 5 (Borehole 90-12) Investigations for additions to the medical center Depth: 45 ft. 11 in. Drilled by: Woodward-Clyde Consultants Date: • August 16, 1990 Geotechnical log by: Susan Chang, WCC, Oakland, CA Subsurface Geophysics: None

Martinez V.A. M.C. USGS Station No. 1448 Page 2 UJLPE BCSJICUREe

Boring 6 (Borehole 3) Investigations for additions to the medical center Depth: 31 ft. 6 in. Drilled by: Woodward-Clyde Consultants Date: August 22, 1990 Subsurface Geophysics: None

TABLE OF CONTENTS

Figure 1 Regional map showing the instrument site and six boring locations. 4 Figure 2 Regional geological map for the Walnut Creek Quadrangle 5 Figure 3 P and S wave velocities determined by suspension and downhole methods for Boring 1. 20 Figure 4 An estimate of damping obtained between 50 and 120 feet using the spectral slope method. 21

Table 1 Geotechnical Log of Boring 1. 7 Table 2 Boring Log Legend Sheet for Borings 2 - 6. 10 Table 3 Geotechnical Log of Boring 2(Borehole 90-4). 11 Table 4 Geotechnical Log of Boring 3(Borehole 90-7). 13 Table 5 Geotechnical Log of Boring 4 (Borehole 90-8). 15 Table 6 Geotechnical Log of Boring 5 (Borehole 90-12). 17 Table 7 Geotechnical Log of Boring 6 (Borehole 3). 19

References 22

Martinez V.A. M.C. USGS Station No. 1448 Page 3 UJLPE BCSJICUREe

Figure 1 - Regional map showing the instrument site and six boring locations. Borings were drilled by Woodward-Clyde Consultants.

Martinez V.A. M.C. USGS Station No. 1448 Page 4 UJLPE BCSJICUREe

Figure 2 - Regional geological map for the Walnut Creek Quadrangle (see following page for description of map units) (Ref. 4).

Martinez V.A. M.C. USGS Station No. 1448 Page 5 UJLPE BCSICUREe

Symbol Description Qa Surficial deposits, alluvium (Quaternary) Surficial deposits, landslide debris (Quaternary) Qoa Unconformity; older alluvium (Quaternary) Tps Non-marine sedimentary rocks, weakly indurated greenish clay, silt sand and pebble gravel(Pleistocene ) Tb Non-marine sedimentary rocks, basalt (Pleistocene) Tpt Non-marine sedimentary rocks, tuff breccia(Pleistocene ) Tmss Marine sedimentary rocks, sandstone, locally pebbly, fossiliferous south of Shell Ridge, upper part may include non-marine rocks (Miocene) Tms1 Marine sedimentary rocks, siltstone, massive sandy to argillaceous (Miocene) Tmsh Marine sedimentary rocks, shale, silty to siliceous (Miocene ) Tmso Marine sedimentary rocks, Sobrante sandstone (Miocene) TSr Marine sedimentary rocks, San Ramon formation, fine-grained sandstone (Oligocene) Tkcs Kreyenhagen Formation, claystone (Eocene) Tkm Kreyenhagen Formation, Markley Sandstone Member, arkosic sandstone, minor interbedded siltstone (Eocene) Tkn Kreyenhagen Formation, Nortonville Shale Member, clay shale (Eocene) 11) Tds Domengine Sandstone, tan, thick interbedded arkosic sandstone (Eocene) Tmg Meganos (?) Formation, claystone, thin sandstone at base (Eocene) Tmz Martinez Formation, claystone and siltstone, minor arkosic sandstone Paleocene Sandstone, tan, thick interbedded arkosic sandstone (Eocene) Kps Panoche Formation, buff, bedded arkosic sandstone, minor micaceous shale (Upper Cretaceous) Kp Panoche Formation, shale, micaceous to argillaceous to silty, minor thin interbeds of sandstone (Upper Cretaceous)

Figure 2 (continued) Description of Map units of first portion of Fig. 2. Instrument site condition is noted by the bullet.

Martinez V.A. M.C. USGS Station No. 1448 Page 6

UJLPE BCSICUREe

SITE: MARTINEZ V. A. HOSPITAL DATE: 9/15/92

LLI o_ w 0_ 0 0 I0 4:t ••••• 0 < >- CC 0 CO W 0 0 DESCRIPTION

0 SOIL, black --\TLAY, orange --\'SANDY CLAY, orange, sand is fine grained

CLAY, dk gray —deep brown

0. 0 0, CLAY WITH GRAVEL, It brown, gravel is fine grained 0 0 CLAY, It gray

mottled It grey and orange

orange

SANDY CLAY, gray, sand is fine grained

slightly harder, sandier

- -

- --.7 7 7 —40 •

softer, less sandy

—•

•••••

Table 1— Geotechnical Log of Boring 1, see Fig. 1 for location.

Martinez V.A. M.C. USGS Station No. 1448 Page 7 UJLPE BCSICUREe

SITE: MARTINEZ V. A. HOSPITAL DATE: 9 /15/ 92

DESCRIPTION

16-

17- greyer, sand is fine to coarse grained

16-

22-

23- sand is fine grained

It brown

gray

Table 1 (continued)

Martinez V.A. M.C. USGS Station No. 1448 Page 8

UJLPE BCSICUREe

SITE: MARTINEZ V. A. HOSPITAL DATE: 9 /1 5/ 92

DESCRIPTION

100 31-

32-

33- -110 34-

35-

36- -120 37-

38-

39- -43 0 40-

41-

42-

-140 4-3-

44-

45-

-150 Table 1 (continued)

Martinez V.A. M.C. USGS Station No. 1448 Page 9 UJLPE BCSICUREe

Pi oiec t: VETERANS ADMINISTRATION MEDICAL CENTER Martinez, California Boring Log Legend Sheet - Date Drilled: Remarks: Type of Boring: Logged by: Hammer Weight: Location:

s LABORATORY TESTS

le Z s. e h s z >. t lin i DESCRIPTIONRIPTION re ng s p C) on 0 Samp . El 0 0 c5. M (-) Stre Comp Surface Elevation: Mean Sea Level Datum Unc

- 1 2-inch I.D. Modified California Sampler - - _ 5— - _ [I _ MIN 1-3/8-inch I.D. Standard Split-Spoon Sampler _ - _ 10 — - U 28 Blow count with a 140-lb hammer falling 30 inches - - - _ - - - LIQUID LIMIT (l1) AND PLASTICITY 15 — INDEX (PI). RESULTS ARE II= 32 — - PRESENTED IN FIGURE 15. PI =14 - - _ - - _ PERCENTAGE BY WEIGHT PASSING 16% passing _ #200 SIEVE (0.074 mm OPENING). No. 200 sieve 20 — RESUT1S ARE PRESENTED _ - IN FIGURES 16 THROUGH 18. - _ - - - - 25— — - - - - - ''. WATER LEVEL MEASURED: - _ ATD ' At time of drilling - 30 — — 3 Hrs. --46— In hours or days after drilling - _ - _ - - _ - 35— — - - - - _ - _ - 40 — —

Table 2 - Boring Log Legend Sheet for Borings 2 - 6.

Martinez V.A. M.C. USGS Station No. 1448 Page 10 UJLPE BCSICUREe

PI oiect VETERANS ADMINISTRATION MEDICAL CENTER Martinez, California Log of Boring No. 90-4 .., Date Drilled: August 22, 1990 Remarks: Type of Boring: 5-inch solid stern auger Logged by: Susan Chang Hammer Weight: 140 pounds/30 fall Location: Proposed Parking Garage

s LABORATORY TESTS

s. .0 0 e t h s >. t fin i re

MATERIAL DESCRIPTION ture ten 0 v m s

a — % is p Samp co o 0 a. 0 mp Con Streng Mo Co Surface Elevation: 215 feet Uncon

- SILTY SAND (SM) - - Very dense, moist, gray, with substantial orange staining, - _ fine- to medium-grained sand - - -

5 — 1 EI 50/6" — — — _ 26% passing _ No. 200 sieve _ - - - SILTY CLAY (CH) - Hard, damp to moist, brown, with orange staining — 10 — - 2 g .51 (Weathered Claystone) 22 99 16,900 - - - - 15— — _ 3 g 78 , — — — _ T Becomes red-orange, with some gray pockets of silty clay _

- - 20 — q — _ 4 81 _ 20 106 17,800

- _ - - 25 — — - 5 0 86 A'TD 'c7_ _ _ Bottom of boring at 26 feet 6 inches. - - , - - 30 — — - _ _ - - - - - 35— — - - _ - - _ - _ 40— —

Table 3 - Geotechnical Log of Boring 2(Borehole 90-4) reproduced from Ref. 2, see Fig. 1 for location.

Martinez V.A. M.C. USGS Station No. 1448 Page 11 UJLPE BCSICUREe

PIMP= VETERANS ADMINISTRATION MEDICAL CENTER Log of Boring No. 90-7 Martinez, California

Date Drilled: August 21. 1990 Remarks: Type of Boring: 5-Inch solid stem auger Logged by: Susan Chang Hamer Weight: 140 pounds/30 tall Location: Near main etUrance otfluildincti \- LABORATORY TESTS : 0 - -o • .C.: . -a. . 0 w = e E =>. C 9) •••-• 0‘L •z"-: E . MATERIAL DESCRIPTION -3 t'- e = R al Ea 00 0 is 2 0 Sunace Elevation: 219 feet 8 (4 _ . - CLAYEY SAND (SC-CL) - Medium dense, moist, tan and gray, with orange staining. - . , I 0 9 and trace of roots - 21 98 — - - 5 — SILTY CLAY (CL-CH) _ 16 112. 17.000 - 2 0 19 LL . 51 Hard, moist, dark brown and black. PI . 32 _ - with tan stains, and trace of gravel _ - _ - SILTY CLAY (CL-CH) — 10 — Hard, damp, brown, with red-brown and white mottling 19 106 9900 _ 3 0 38 (Weathered Claystone) ------15 — SANDSTONE - 4 55 _ — — — g Damp. tan and gray, with orange stains, highly - weathered and fractured - _ CLAYSTONE - _ Darr4;: dark brown, highly weathered and fractured - 20— — - 20 106 17,900 - - - - - With gray streaks 25 — -{ — _ 6 0 61 " 20 106 8400 - - .. - - - — 30 —- „ i 77 Becomes dark gray _ _ — - , -T ------With Increasing hardness — 35 — 8 ISI 50/6' 17 109 4900 - T - _ T Becomes dark brown, with gray and tan stains - - _ - T Becomes dark gray -, _ — ao — 9 El SOM. — —

Table 4 - Geotechnical Log of Boring 3 (Borehole 90-7) reproduced from Ref. 2, see Fig. 1 for location.

Martinez V.A. M.C. USGS Station No. 1448 Page 12 UJLPE BCSICUREe

Plr©PCII: VETERANS ADMINISTRATION MEDICAL CENTER Log of Boring No. 90-7 Martinez, California (Continued) V • ). . .. ,. 0:, 7 0 CD al Z..i0. .. t '' MATERIAL DESCRIPTION a 2 0 zr, fn co 3 0 7 0 -. -) _ CLAYSTONE...Continued - _ - -, - — 45 — Drilling more difficult ... - T - -1 , - _ 50 — io Ri 50/6' — — _ • — - Bottom of boring at 50 feet 6 inches. - - (Dry at time of drilling) -

- _ 55 — _ ------60 — — ------65 — — - _ ------70 — — ------" _ 75 — — - - - - . -

80 —1 — - _ -, _ - - - -.

Table 4 (continued)

Martinez VA. M.C. USGS Station No. 1448 Page 13 UJLPE BCSICUREe

P? o 1 ec t • VETERANS ADMINISTRATION MEDICAL CENTER Martinez, California Log of Boring No. 90-8

Date Drilled: August 16, 1990 Remarks: Type of Boring: 5-Inch solid stem auger Logged by: Susan Chang Hammer Weight: 140 pounds/30- fall Location. Existing loading dock_ south of Building 1

1 s

LABORATORY TESTS

. e le

0 s.

h i t e s =,.. t fined I

MATERIAL DESCRIPTION tur ten t• 4, Ti S °A is P on Samp a) 0 0 & 0 Con Streng Mo Comp Surface Elevation: 217 feet Unc _ 6-inch Concrete Slab

- SILTY SAND (SM) - Very dense, damp, tan, fine- to medium-grained sand _ _ (Weathered Sandstone) _ 5 — 1 0 50/4- — — — - _ _ - _ - - 1.-- Becomes gray, with orange stains — 10 — 2 0 50/4 ' — — — - - 20% passing - No. 200 sieve - _ - - 15— _ - \/_ - - - 3 hours - - _ _ 20 — 4 0:1 51/5" SILTY CLAY (CL) — — — _ LL = 36 - Hard, damp, gray, with orange staining PI = 13 • - (Weathered Sittstone) - - - _

5 im 50/6 SILTY SAND (SM) 13 106 1400 - - Very dense, damp, yellow-brown, with red-brown streaks - - (Weathered Sandstone) - - _ -

30 — 6 0 50/3' — — — - - SANDSTONE _ - Tan-gray, highly weathered and fractured - - _ - 35 — 'S7' 7 in 50/3" — — — - ATD - _ - - - _ - --i- Becomes mottled with tan and gray, with orange staining _ _ — — 40 — 8 VI 50i3-

Table 5 - Geotechnical Log of Boring 4 (Borehole 90-8) reproduced from Ref. 2, see Fig. 1 for location.

Martinez V.A. M.C. USGS Station No. 1448 Page 14 UJLPE BCSICUREe

Pi ojec I° :VETERANS ADMINISTRATION MEDICAL CENTER Martinez, California Log of Boring No. 90-8 , (Continued)

t h

>, t les /ft.

d ess. fine i

— s r ture ten CL MATERIAL DESCRIPTION f‘d Ti s is eng p low con

Con io Str Samp B Mo Comp Un

_ _ SANDSTONE...Continued _ - - - — 45 — 9 03 50/3' _ _ ___ - - - - _ - .., _

50 - _ - _

_ - 10 50/3- — — — 55— n _ - Bottom of boring at 55 feet 3 Inches. - _ - _ - - 60 -: — ------65— — -1 ------70 — — ------75 — — - - - _ - _ - - 80 - _

_ - -

Table 5 (continued)

Martinez V.A. M.C. USGS Station No. 1448 Page 15 UJLPE BCSICUREe

Pi °led VETERANS ADMINISTRATION MEDICAL CENTER Martinez, California Log of Boring No. 90-12

Date Drilled: August 16, 1990 Remaits- Type of Boring: 5-Inch_solid_stem_ataer Logged by: Susan Chang Hamer Weight- 140 pounds/30 fall Location: Proposed Clinic Addition

LABORATORY TESTS

.e les

t ›, h t re n tIne f

MATERIAL DESCRIPTION ress. tu

. te s Samp ls . p con Con Streng

Mo a Comp Surface Elevation: 218 feet Un 2-Inches asphalt concrete over 6-inches base rock - - SILTY SAND (4-SC) Loose, damp,, tan, with oo:asional _ 1 g 4 30% passing _ 10 103 — coa gravel No. 200 sieve - - 9 99 -- _ - - _ - _ - - 10 — , 0 19 — - a - 13 110 6800 SANDY CLAY (CL) - - _ Very stiff, damp, brown, mottled gray, with trace of gravel - - SILTY SAND (SM) - Very dense, damp, light orange-tan, fine- to medium- 15 — — 4 t33 50/6' grained sand (Weathered Sandstone) - _

- _ - - 20 --' — 5 El 50/4" — — _ - — - T I3ecomes tan - - - _ - 25— 6 1:1 50/4" _ — — — - - Becomes tan to gray-orange - T - - - - CLAYSTONE _ 30 — 7 ES 50/5' Damp to mo,st tan-gray,with sandy layers, 18 99 2600 - - highly weathered and fractured - - SANDSTONE - - Moist, tan to dark brown, highly weathered and _ fractured 35 — 8 b 50/4" — _ _ _ - - - - _ - - - 40 — 9 ri sobs- T Be:omes gray, with orange staining — — — —

Table 6 - Geotechnical Log of Boring 5 (Borehole 90-12) reproduced from Ref. 2, see Fig. 1 for location.

Martinez V.A. M.C. USGS Station No. 1448 Page 16 UJLPE BCSICUREe

Pi olect• VETERANS ADMINISTFIAT1ON MEDICAL CENTER Martinez, California Log of Boring No. 90-12 (Continued)

t e h ss.

>, t in h. les f t i re ture ten

ft. MATERALI DESCRIPTION is

; p . 0 0 Dep 0 Con Streng Mo Samp CO Comp Uncon _. .. - SANDSTONE...Continued - - i/ - 3 hours - - — 45 — 10 11:1 50/5- — - - - Bottom of boring at 45 feet 11 inches. - - - _ -

50 - _ - _ - _ - - 55— — _ - _ - _ - _ - 60 — — ------65— — ------70 -- — ------75 — — - - -, ------

80 _ - _ - -

Table 6 (continued)

Martinez V.A. M.C. USGS Station No. 1448 Page 17 UJLPE BCSICUREe

Project: MODULAR EDUCATION BUILDING VETERANS ADMINISTRATION HOSPITAL Log of Boring No. 3 Martinez, California Date Drilled: April 27, 1978 Remarks: Type of Boring: 6" Auger Hammer Weight: 140 lbs. _ LABORATORY TESTS

E N MATERIAL DESCRIPTION

Surface Elevation: 215 (Approx.) FILL (SC-CL) - _ Mottled brown clayey sand - 'C - 1 \i8 . 4570 - }Dark gray-brown sandy clay 18 III . - SILTY CLAY (CL): Stiff, dark gray

5— 07' — . 2 \', 37 CLAYSTONE and SILTSTONE - 18 109 4530 . .

- Alternating, steeply dipping claystone and . - siltstone layers. Highly weathered and . fractured. Rocks altered to very stiff to 10— hard, silty and sandy clays, mottled -- brown and gray. . ,7 . - 3 \39 .21 104 16,020 ,] . - / - - 15— — _ -

- - 4 7.1 16 114 10,110 - ,16“ . - _____ Water Level at Completion of Drilling .

20— - SANDSTONE ‘ - Light orange-brown. fine to medium grained, . \ weathered and friable . . - - _ - 5 6].4g- . . - "--Seepage at time of drilling . 25— -.. - . ' . Drills harder - . SHALE: Gray, silty, weathered and . fractured 30— -. 6 \,66 - - - ' \ BOTTOM OF BORING e 31.5' . Table 7 - Geotechnical Log of Boring 6 (Borehole 3) reproduced from Ref. 2, see Fig. 1 for location.

Martinez V.A. M.C. USGS Station No. 1448 Page 18 UJLPE BCSICUREe

SUSPENSION S-WAVE - - SUSPENSION P-WAVE - 10 DOWNHOLE S-WAVE --4--- DOWNHOLE P-WAVE

...... 30 . 1L

I .1 40 414-

Lt. 60 1 a.

70 • Id

so .1 111 1. I. -- • 90 • • i 100 -1-I di • • 110

120 0 2000 4000 6000 8000 10000 VELOCITY, FT/SEC

Figure 3 —P and S wave velocities determined by suspension and downhole methods for Boring 1. Measurements were carried out by Agbabian Associates on September 15,1992 to a depth of 118 feet. The borehole was drilled in soft rock and was uncased (Ref. 1).

Martinez V.A. M.C. USGS Station No. 1448 Page 19 UJLPE BCSICUREe

CALCULATED SPECTRAL SLOPE Martinez VA, (120'150')

120'/50' Best Ft slope • -.0065 -1 ) io t l Ra a

tr 2 ------ ------ec (Sp

Ln -3

-4 0 10 20 30 40 50 60 70 80 90 100 FREQUENCY, Hz

Depth Interval Spectral Slope Avg. SH Velocity Attenuation Damping (ft) (sec) (ft/sec) (Q) (D%) 50 - 120 -0.0063 1500 23 2.2

Figure 4— An estimate of damping obtained between 50 and 120 feet using the spectral slope method. The important parameters for the damping calculations are given in the table above (Ref. 1).

Martinez V.A. M.C. USCS Station No. 1448 Page 20 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Dibblee, Thomas W., "Preliminary Geologic Map of the Walnut Creek Quadrangle" U.S. Geological Survey, Open File Report 80-351, 1980.

Martinez V.A. M.C. USGS Station No. 1448 Page 21 11 UJLPE BCS/CUREe Sub-Surface Site Conditions at Menlo Park Veterans Administration Hospital USGS Strong Motion Station No. 1230

The strong motion instrument is located in the basement of the southwest wing of building 137.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. (TAPE BCS/CUREe

SITE NAME: MENLO PARK VETERANS ADMINISTRATION HOSPITAL

Address: Veterans Administration Site number: 1230 Hospital, 3801 Miranda Avenue, Instrument location: In the basement of Palo Alto, California the southwest wing of Latitude: 37.468° N building 137. Longitude: 122.205° W Site surficial geology: Instrument owned by: United States Depth to bed rock: Variable; see Fig. 3. Geological Survey (USGS) SUBSURFACE INFORMATION:

Boring 1 (Borehole B-1) Performed by EPRI Depth: 220 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: December 9-11, 1991 Geotechnical log by: Phil Respess, WCC, Oakland, CA Subsurface Geophysics: P and S wave velocities and Spectral Slopes Performed by: Agbabian Associates, Pasadena, CA. Date: October 6, 1992.

Boring 2 (Well No. V-1) Depth: 620 ft. Drilled by: Precision Drilling Company. Date: May 1961 Subsurface Geophysics: None

Boring 3 (Well No. V-2) Depth: 572 ft. Subsurface Geophysics: None

Boring 4 (Well No. V-3) Depth: 575 ft. Date: Oct. 31-Nov. 30, 1928 Subsurface Geophysics: None

Boring 5 (Well No. V-22) Depth: 600 ft. Subsurface Geophysics: None TABLE OF CONTENTS Figure 1 Regional map for the instrument site and contours for depth to bedrock. 3 Figure 2 Site map showing the location of the instrument site and borings 1 and 3-6. 4 Figure 3 P and S wave velocities determined by suspension and downhole methods for Boring 1 (Borehole B-1). 15 Figure 4 Estimates of damping obtained at depths of 105, 157.5, and 210 feet using 52.5 feet as a reference for Boring 1 (Borehole B-1). 16 Table 1 Geotechnical Log of Boring 1 (Borehole B-1). 5 Table 2 Geotechnical Log of Boring 2 (Well No. V-1 ). 11 Table 3 Geotechnical Log of Boring 3 (Well No. V-2). 12 Table 4 Geotechnical Log of Boring 4 (Well No. V-3). 13 Table 5 Geotechnical Log of Boring 5 (Well No. V-22). 14 References 17

Menlo Park V.A. Hospital USGS Station No. 1230 Page 2 UJLPE BCS/CUREe

Figure 1 - Regional map for the instrument site and contours for depth to bedrock.(Ref. 4)

Menlo Park V.A. Hospital USGS Station No. 1230 Page 3 UJLPE BCS/CUREe

Figure 2 - Site map showing the location of the instrument site and borings 1 and 3-6 Boring 1(Borehole B-1) was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants between December 9 and 11, 1991 to a depth of 220 feet. Mr. Phil Respess of WCC logged the boring. (Ref. 3).

Menlo Park V.A. Hospital USGS Station No. 1230 Page 4

UJLPE BCS/CUREe

Piolect EPRI FIELD EXPLORATION ' . MENLO PARK, CALIFORNIA Log of Bonng No. B-1

Date Drilled: December 9, 1991 Remarks: Type of Boring: Mud Rotary Logged by: P. Respess Hammer Weight: N/A Location: VA Hospital (Menlo Park)

LABORATORY TESTS

.. fl. les c /

t h ss.

>. t ne

e fI i r ture

MATERIAL DESCRIPTION ten lows s

3 — % is Samp B o 0 5. P 0 Con Streng Mo Comp Surface Elevation: Uncon - CLAYEY SAND (SC) Dense, moist, brown, slightly plastic, very fine to medium- - - grained, silty - - . _ 5 — SILTY SAND (SM) — -I Dense, moist, light brown, orange mottling, black - - inclusions, very fine to fine-grained - - - -1 - 10 — — - - - - ' . - - with subangular gravel up to 3/8" in diameter 15 — — - - _ -, SILTY CLAY (CL) - - Stiff, olive-brown, little medium to coarse-grained - sand, trace fine gravel 20 — — - - _d - _ SANDY GRAVEL (GW) _ Loose, brown, fine, up to -1/2-inch to 5/8-inch in dia- _ - meter, subrounded, fine to coarse-gLained sand, trace of silt 25 — SILTY SAND (SW) — - Medium dense, brown, fine to coarse-grained - _ - - SANDY GRAVEL (GW) - - Loose, brown, fine up to -1/2-inch in diameter, - 30 — subrounded, fine to coarse-grianed sand, trace of silt — - - - - - SILTY CLAY (CL) _ Stiff, blue-gray, black inclusions _ - 35— — _ - SILTY SAND (SM) - Medium dense, brown, fine-to medium-grained - _ --• - - SILTY CLAY (CL) Stiff, gray-brown, little fine-grained sand - 40 —

Table 1 - Geotechnical Log of Boring 1 (Borehole B-1). This boring was logged by Phil Respess of WCC on December 9-11 1991. See Fig. 2 for Borehole location. (Ref. 3).

Menlo Park V.A. Hospital USGS Station No. 1230 Page 5 UJLPE BCS/CUREe

Pi oiect* EPRI.FIELD EXPLORATION MENLO PARK, CALIFORNIA Log of Boring No. B-2 (Continued)

d 1

, s t h

›. t

z le 0 fine i ress. ture ten Ifi.-: s n MATERIAL DESCRIPTION is 13 81R p Co Streng Mo Samp co Comp , Uncon

- SILTY CLAY (CL-CH) - - Stiff, blue-gray, little fine-grained sand, occcasional shells - - - — 45_ - - _ - - - - - _ 50 — ------) Fine gravel lense 55— — ------60 — — ------65— — - - - - - SILTY CLAY (CH) - - Stiff, greenish-gray, little fine to medium-grained - sand, occasional shells, fine gravel _ 70 — - - - - _ - - SANDY SILT (ML) - 75 — Medium dense, olive-brown — ------80 — — ------

Table 1 (continued) Menlo Park V.A. Hospital USGS Station No. 1230 Page 6 UJLPE BCS/CUREe

Pi olect. EPRI FIELD EXPLORATION MENLO PARK, CALIFORNIA Log of Boring No. B-1

- (Continued)

d I

t z.. h re t

z les ine

f i ress. tu ten 5,1, . • s % is eng P El R on 8 = 0 MATERIAL DESCRIPTION

Con u Str Samp co Comp Unc Mo — 1 85 — _ T SANDY SILT (ML) as above ------90 — ------95— — ------— 100— - _ - _

_ SILTY SAND (SM) 105— Medium dense, gray-brown, fine to medium-grained — - - .. - - - -, SANDY GRAVEL (GP) - 110— Medium dense to dense, gray-brown, fine up to -5/8-inch — -I in diameter, subrounded, little fine to coarse-grained - sand, trace of silt - - - - - SILTY CLAY (CH) - 115 — Stiff, blue-gray, little fine-grained sand — - - SANDY SILT (ML) - Medium dense, olive, with fine gravel • - - - - — 120 — - - - - - } with gravel - - - — 125— - • - - - - } with gravel -

Table 1 (continued) Menlo Park V.A. Hospital USGS Station No. 1230 Page 7 UJLPE BCS/CUREe I

Ptr©I}Ge:

EPRI FIELD EXPLORATION o 1

Log of Boring No.9 c MENLO PARK, CALIFORNIA 0 0 2 a

1 1 I_

t h e ft. ss. t les / ity .c- . f fine i s re tur ten rY c ng s n % is p MATERIAL DESCRIPTION p p ri= con De Blows Con Samp Stre Mo Comp Un 1 1

SANDY SILT (ML) as above 130 — — gravel - _ 1 - - - - - 135— — - SILTY CLAY (CL-CH) _ - Stiff, olive-gray, little fine-grained sand, trace fine gravel - - - - - _ 140 .--' - - - -

- 1 gravel - 145— — - i - - - - . - — 150 — - - - _ - -

155— — - - - CLAYEY SAND (SC) - - Dense, olive-brown, fine to coarse-grained, little sift - - , _ 160 a SILTY CLAY (CH) Stiff, blue-gray, little fine-grained sand, shells, occasional - - gravel - - - - SILTY SAND (SM) - 155— Medium dense, brown, fine to coarse-grained — ------SILTY SAND (SP) - Medium dense, brown, fine to medium-grained, little silt, _ 170 — trace fine gravel - _ - -

Table 1 (continued) Menlo Park V.A. Hospital USGS Station No. 1230 Page 8 UJLPE BCS/CUREe

Pi oject. EPRI FIELD EXPLORATION Log of Boring No. MENLO PARK, CALIFORNIA B-1

(Qontinuec) I

I s t It. / .0 le 11 ture

ten F- % is o g a. 8 - MATERIAL DESCRIPTION 5 tz a Con Blows Samp Mo 38 0 _ SILTY CLAY (CL) - - _ Stiff, olive-gray, little fine-grained sand, trace - fine gravel, occasional shells , — — 175 — - CLAYEY SILT (ML) - - Dense, olive-brown, moderately plastic, little fine to - medium-gralned sand, occasional shells _ - - SILTY CLAY (CL-CH) - — Stiff, olive-brown, little fine grained sand, shells — 180 - - _ - - - - with gravel - 185— T — - -

_ - - _ _ 190 — - T with gravel - _ _ - SILTY CLAY (CH) - - Stiff to very stiff, yellow-brown, little fine-grained sand - 195 — — - _ _ T with gravel _ _ - - Sandy tense, medium to coarse -grained - T _ 200— - - - with gravel - _ T - - CLAYEY GRAVEL (GC) - Medum dense to dense, yellow-brown, moderately _ 205 — plastic, fine, up to -5/8-inch in diameter, little line to - — coarse-grained sand — - - - _ SANDY GRAVEL (GW) - Medium dense to dense, brown, fine rounded to sub- - - rounded, some medium to coarse-grained sand, trace 210 : — of silt — --- - - SILTY CLAY (CH) - - Stiff to very stiff, yellow brown, little fine-grained sand _ - - 215— — - -

Table 1 (continued) Menlo Park V.A. Hospital USGS Station No. 1230 Page 9 UJLPE BCS/CUREe

Ploject• EPRI FIELD EXPLORATION , MENLO PARK, CALIFORNIA Lo g of Boring No .B-1 (Continued) ez ,- ..-= MATERIAL DESCRIPTION le m 0 - SILTY CLAY (CH) as above - - - - 1 Occasional gravel - 220— _ BOTTOM OF BOREHOLE AT 220 FEET. - - - - _ - _ 225— — - - . _ - - - _ 230 — — ------235— —_ - _ - - - 240 — — - - - - - _ 245— - — - - _ - - 250 — — - . - - _ - - _ 255 — — - _ - _ - _ - 260 — -

Table 1 (continued) Menlo Park V.A. Hospital USGS Station No. 1230 Page 10 UJLPE BCS/CUREe

_ Precision Drirling Company May 1961

Log for Well No. 1, U. S. Veteran's Hospital

Depth in Feet 30- ho coarse sand and a little yellow clay ho- 50 coarse sand and clay qo- 6o coarse sand and small rock Go- 30 coarse sand 8o- 90. coarse sand and a little clay 9o-loo coarse sand'and clay 1007110 clay With a trace of sand 110-120 gray clay with a trace of coarse sand 120-130. coarse sand 130-140 coarse sand and rock 146-150 ,and and a few rocks 150-160 gray clay and ground rock 160-17a shell and rock 170-18a yellow clay, shell and rock 180-190. yellow clay and rock 190-210 yellow clay 210-230 gray clay 23o-25o yellow clay and coarse sand Cs 250-26o coarse sand 260-280 yellow clay and rock c 280-290 yellow clay and coarse sand 290-300 coarse sand 6.:2.o 300-,320 coarse san4 traces of clay 320-330. - gray clay and rock 330-340 gray clay with traces of sand and rock 340-360 gray clay and coarse sand 360-370 coarse sand with traces of yellow clay . 370-380 coarse sand and yellow clay 380-400 Gray clay and coarse sand 400-420 yellow clay and coarse sand 420-430 coarse sand 4307450 gray clay and coarse sand 450,460 yellow clay and coarse sand 460-47C coarse sand and gray clay 470-490 gray clay and coarse sand 490-500 gray clay and rock 500-510 gray clay and rock and traces of sand - 510-530 yellow clay and coarse sand 530-540 coarse sand 540-56C yellow clay and coarse sand 560-57C red clay and coarse sand 570-600 blue shale 600-620 blue shale and clay Depth reached 12 May 1961

Table 2 - Geotechnical Log of Boring 2 (Well No. V-1 ). This boring was drilled in May 1961. See Fig. 2 for Borehole location. (Ref. 3).

Menlo Park V.A. Hospital USGS Station No. 1230 Page 11

UJLPE BCS/CUREe

WELL LOG

Name: WELL NO. 2 - U. S. Vet. HOSPITAL Looation: Cor. Willow Rd. & Bay Rd. Palo Alto. Date Drilled: 0 ft. to 19 It. .... Top Soil 19 ft. to 46 It. Hard Pan 46 ft. to 54 ft. Blue Clay 54 ft. to 60 ft. Black sand 60 ft. to 76 ft. Blue clay 76 ft. to 108 ft. Sandy blue clay 108 ft. to 116 ft. Gravel water-bearing 116 ft. to 160 ft. ..., Blue clay 160 ft. to 168 ft Clay & gravel 168 ft. to 210 ft. Yellow clay 210 ft. to 252 ft Blue Clay 252 ft. to 268 ft. Yellow clay 268 ft. to 270 ft Blue Clay 270 ft. to 280 ft Hard yellow clay 280 ft. to 304 ft. Blue clay 304 ft. to 326 ft. Yellow clay 326 ft. to 358 ft. Hard Blue clay 358 ft. to 364 ft. Hard yellow clay 364 ft. to 400 ft. Soft yellow clay 400 ft. to 410 ft. Hard gravel 410 ft. to 440 ft. Soft yellow clay 44o ft. to 470 ft. Blue 470 ft. to 480 ft. Blue sandy clay 480 ft. to 490 ft. Yellow sandy clay 490 ft. to 510 ft. Blue clay 510 ft. to 528 ft. Yellow clay 528 ft. to 536 ft. • Green clay 536 ft. to 560 ft. Sandy clay & gravel 560 ft. to 572 ft. Green olay

Table 3 - Geotechnical Log of Boring 3 (Well No. V-2). (Ref. 3).

Menlo Park V.A. Hospital USGS Station No. 1230 Page 12 UJLPE BCS/CUREe

WELL LOO Name: WELL NO. 3 - U. S. VET. HOSPITAL Location: Cor. Willow Rd. & Bay Rd. Palo Alto. Date Drilled: Oct. 31, 1928 1 ft. to 8 ft. Top soil 8 ft. to 50 ft. OOO 11.1 O .•.• Yellow clay 50 ft. to 61 ft. Cement water-gravel 61 ft. to 75 ft. Blue clay & some gravel 75 ft. to 94 ft. 'Yellow sandy clay. 94 ft. to 100 ft. Blue sandy clay 100 ft. to 130 ft. Blue clay 130 ft. to 135 ft. Cement mater-gravel 135 ft. to 160 ft. Blue clay & oysters 160 ft. to 185 ft. Cement water -gravel 185 ft. to 200 ft Yellow clay 200 ft. to 225 ft. 00011. 1000 Cement water-gravel 225 ft. to 234 ft. Yellow clay 234 ft. to 270 ft. Water -bearing gravel & clay 270 ft. to 300 ft Yellow sandy clay As of Nov! 15, 1928 300 ft. to 312 ft. Yellow clay 312 ft. to 350 ft Blue clay 350 ft. to 355 ft. Water-bearing cement gravel al ft. 418 ft Yellow clay t°to 45o ft. Blue clay & some sand As of Nov, 30, 1928 450 ft. to 485 ft Blue clay & some sand 485 ft. to 486 ft Water-bearing cement gravel 486 ft. to 540 ft Yellow clay & sand 540 ft. to 5/5 ft Blue clay

Table 4 - Geotechnical Log of Boring 4 (Well No. V-3 ). This boring was drilled in October 31 - November 30, 1928. See Fig. 2 for Borehole location. (Ref. 3).

Menlo Park V.A. Hospital USGS Station No. 1230 Page 13 UJLPE BCS/CUREe

WELL IA0 Name: WELL NO. 1 r U. S. VET HOSPITAL Location Cor. Willow Rd. & Bay Rd. Palo Alto Date Drilled: 0 ft. to 4 ft. Surface soil 4 ft. to 35 ft. Sandy clay 35 ft. to 37 ft. Clay 37 ft. to 43 ft Sandy clay 43 ft. to 51 ft.:: Gravel 51 ft. to 60 ft. , Tough clay 60 ft. to 85 ft. Sandy clay 65 ft. to 100 :t. Sand - P 100 ft. to 105 ft. Clay & gravel 105 ft. to 175 ft. Sandy clay 175 ft. to 180 ft. Sand - P 180 ft. to 224 ft. Sandy clay 224 ft. to 254 ft Clay 254 ft. to 308 ft. Sandy clay — 308 ft. to 315 ft Sand - P 315 ft. to 410 ft Sandy clay 410 ft. to 414 ft Gravel - P 414 ft. to 485 ft. Sandy clay 485 ft. to 488 ft. Hard clay & gravel 488 ft. to 493 ft Gravel - P 493 ft. to 510 ft Sandy clay 510 ft. to 530 ft. Clay & gravel 530 ft. to 540 ft Clay & sand 540 ft. to 545 ft. ...,_ Clay & Gravel 545 ft. to 565 Clay & gravel with thin 565 ft. to 580 Sandy clay (strata gral 580 ft. to 590 ft - Hard clay & gravel 590 ft. to 595 ft. Sandy. clay 595 ft. to 600 ft. Hard clay & gravel

Table 5 - Geotechnical Log of Boring 5 (Well No. V-22). See Fig. 2 for Borehole location. (Ref. 3).

Menlo Park V.A. Hospital USGS Station No. 1230 Page 14 UJLPE BCS/CUREe

EPRI/CUREE MENLO PARK VA VELOCITY LOGGING P- AND S- WAVE VELOCMES; DATA COLLECTED OCTOBER 6,1992

SUSPENSION S-WAVE SUSPENSION P-WAVE 20 • DOWNHOLE S-WAVE ...... DOWNHOLE P-WAVE r ••.... 4. 40

120 Ire a: • • . • 140 I.

160

a: •• 180

200 0 2000 4000 6000 8000 10000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by suspension and downhole methods. for Boring 1 (Borehole B-1). Measurements were carried out by Agbabian Associates on October 6, 1992 to a depth of 197 feet. This existing borehole had been drilled in alluvium and then cased with 4-inch diameter PVC tubing. (Ref. 1).

Menlo Park V.A. Hospital USGS Station No. 1230 Page 15 UJLPE BCS/CUREe

MENLO PARK VA Spectral Slopes, Downhole Damping Measurements (Reference=1 6m)

0 ) io t Ra l a

tr -1 ec (Sp

In 32m data Slope..-.0091 48m data Slope--.0112 64m data Slope--.0202

3 20 40 60 80 100 Frequency

Depth Interval Spectral Slope Avg. SH Velocity Attenuation Damping (ft) (sec) (ft/sec) (Q) (D%) 52.5-105 -0.0091 800 23 2.2 52.5-157.5 -0.0112 800 37 1.4 52.5-210 -0.0202 800 31 1.6

Figure 4 - Estimates of damping obtained at depths of 105, 157.5, and 210 feet using 52.5 feet as a reference for Boring 1 (Borehole B-1). The important parameters for the damping calculation are shown in the table above. (Ref. 1).

Menlo Park V.A. Hospital USGS Station No. 1230 Page 16 UJLPE BCS/CUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

"Depth to bed rock contour map, Menlo Park-Atherton area," U.S. Geological Survey, Open File Report 90-74, 1990.

Menlo Park V.A. Hospital USGS Station No. 1230 Page 17 12 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Mission San Jose Fire Station CDMG Strong Motion Station No. 57064

The strong motion instrument is located near the east side of the truck bay.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCS/CUREe

SITE NAME: MISSION SAN JOSE FIRE STATION

Address: Anza at Ellsworth, Site number: 57064 Fremont, CA Instrument location: Near the east side of Latitude: 37.5300 N the truck bay. Longitude: 121.919° W Site surficial geology: Qpa, Late Instrument owned by: California Division Pleistocene Alluvium. Variable; see Fig. 3. of Mines and Geology (CDMG) Depth to bed rock:

SUBSURFACE INFORMATION:

Boring 1 (Borehole B-1) Performed by EPRI Depth: 254 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: December 26-30, 1991 Geotechnical log by: Phil Respess, WCC, Oakland, CA Subsurface Geophysics: P and S wave velocities and Spectral Slopes Performed by: Agbabian Associates, Pasadena, CA. Date: September 28, 1992.

TABLE OF CONTENTS

Figure 1 Regional map for the instrument site and contours for depth to bedrock. 3 Figure 2 Site map showing the location of the instrument site and boring. 4 Figure 3 Regional contour map showing the depth to bedrock. 5 Figure 4 P and S wave velocities determined by suspension and downhole methods for Boring 1 (Borehole B-1). 12 Figure 5 Estimates of damping obtained at depths of 100, 150, 200, and 240 feet using 50 feet as a reference for Boring 1 (Borehole B-1). 13

Table 1 Geotechnical Log of Boring 1 (Borehole B-1). 6 References 14

Mission San Jose Fire Station CDMG Station No. 57064 Page 2

UJLPE BCS/CUREe

' . N N..... N '. c .' -- / I . . 8" t( .. : 1 "..,------,\J-J-V\-/ -7-N, ;<;" • ;„,--, ..0\, -, • • i , MISSION. .;,, S 77N4,.C 0 _.:E. F14 11T2,;.c 4f.10::N.: .7.:... /0 0000:` ' 4- , ,. _• _#5:,I '- - 1 — c 1 A. N, c• . .3.j• .., 5 -.. , -

. • ..,...:„..., }

e.--ss • ,

N N.._, N . ,% ' 4;'' --!a?. N,:• • ..1 • • ...%.„ c.• , ,,,, e • • .. i.. 00 . ,>„ fan° '",..,•4"‹ r . . N (3, , • ..P.. . i',1q . N N., — - . . ------— N ' " • 4" / _9° 1 z ;u....c -...,,,, NC) t - o . .6 '>.' <1 , / 43 •• ....._ -....„

**F. -'• A 0.' 0 'F- ' 0 / 4- 0 ' 4' ' r a ,., .! 0 4.4 ... . f / '•)N ''' '''''' -7.•''' 0 ,N ..,,c) f,; -4 ,_ -9,o° ci - .- . , ,- e 03?÷-_-, t5 "4") fr -,-,-. . . 1 0, 'L•c-T-- 0- /_..„.„..0"."'" ,,.\ ' 0 - ,, /.4,‘ 0 N /•i ' ... •?7'. e / ../' . ...... ''- 0 - . .e A o • O . _ 4 0 . • - -;'-•''''S 0" 4,24 ,0 0 N 0..1..--•' ,P -- ' •' . o .,!,0 ., I-2 ft --' ..---',--- 1 .:;"' . , ° ,...' .----'4'-'•..' 0 ' . Oct4, 4, ...'''' F. .33. 0 S' ,?, , _.•:.26.... . 0.) 0 4,'' ,....e..:..- •-''''7'...... 7....1.___..3 _. ..._ A,_____. / q/ sH, .- , ...), ...... -- . t- ... ------00 ,..0 , t—• ,__ , o / -t- ' .:' 4v, . '(b/- --' •.-. ....„-- _.• . o ---

Figure 1 - Regional map for the instrument site and contours for depth to bedrock.(Ref. 3)

Mission San Jose Fire Station CDMG Station No. 57064 Page 3 UJLPE BCS/CUREe

1 i:\ < r \ a ril• < ka 1 '0 . < 1 .*r4,1-,1.snovv.:47 6 Z , i "\ZI, 0 044 r- :A .0 01

0 • ,z

1 •••t„, TH R 2 (*./...t • ...7)

Ssno<1 kJ WO

balmy-la S coo,..naz L -a4 COY*0•60 A.

a EL Tal 00 WC 0 -0 I

, Ii 1.. Is It • 1: s 1. ttIV 4=1 k

is VZN V

Figure 2 - Site map showing the location of the instrument site and boring. Boring 1(Borehole B-1) was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants between December 26 and 30, 1991 to a depth of 254 feet. Mr. Phil Respess of WCC logged the boring. (Ref. 2).

Mission San Jose Fire Station CDMG Station No. 57064 Page 4 UJLPE BCS/CUREe

GNEWS STATE HOSPITAL

Figure 3 - Regional contour map showing the depth to bedrock. (Ref. 2) .

Mission San Jose Fire Station CDMG Station No. 57064 Page 5 UJLPE BCS/CUREe

ITAM,Gait: EPRI FIELD EXPLORATION Log of Boring No. B-1 SAN JOSE, CAUFORNIA - Date Drilled: December 26, 1991 Remarks: Type of Boring: Mud Rotary Logged by: R. ResPess Hammer Weight: N/A Location: Mission San Jose Fire Station

LABORATORY TESTS _

les

t h ss. t fln i re

MATERIAL DESCRIPTION ture ten . 1 0 s n 9

3 — is p Samp

Co 0 Streng Mo Comp Surface Elevation: Uncon 3- inches asphaltic concrete over 1-inche aggregate base - - _ - SILTY CLAY (CH) _ - Stiff, gray-brown, little very fine gravel - - 5— — - _ - - - SILTY CLAY (CH) - 10 — Stitt, yellow-brown, highly plastic, trace tine-grained sand — - -

-1 - -, _ _ 15—' - _ _ - SANDSTONE - _: Medium hard, orange-brown, moderately weathered, very - fine to fine-grained, silty 20 —1 --t ------25— — _ T becomes harder, gray-brown, slightly weathered - .. .4 ... - -1 30 — — _ - _ - - - - T becomes gray-brown - 35— _ - _ ------, 40 —

Table 1 - Geotechnical Log of Boring 1 (Borehole B-1). This boring was logged by Phil Respess of WCC on December 26-30 1991. See Fig. 2 for Borehole location. (Ref. 2).

Mission San Jose Fire Station CDMG Station No. 57064 Page 6 UJLPE BCS/CUREe

PI oject° EPRI FIELD EXPLORATION

SAN JOSE, CAUFORNIA Log of Boring rn 10 I

t e ft. les .e / •-• c 0 f tur ten = e E._ O. ....: c

ws MATERIAL DESCRIPTION is P Dry & Con Blo Samp Mo

- I SANDSTONE - - Medium hard, gray-brown, moderately weathered, very - - fine to fine-grained, rounded to subrounded, well sorted, _ ---\ silty, dark inclusions (Mg) /— - 45 — SANDSTONE — - Medium hard, gray-brown, moderatley plastic, - - moderatley to highly weathered, very fine to fine- - _ grained - - - 50_ — - - " - _ - SANDSTONE - 55 —' Hard, orange-light brown, moderately plastic, — - moderately weathered, very fine to fine-grained, little - -4 silty clay - - - -, - 60 — _ - -I - -I - - - 65— — - - - _ - _ - - _ 70_ - _ - _ - T becomes harder, less weathered - _ _ _ 75— - _ _ - - _ - - 80 — — ------

Table 1 (continued)

Mission San Jose Fire Station CDMG Station No. 57064 Page 7 UJLPE BCS/CUREe

Pt ojec t• EPRI FIELD EXPLORATION • SAN JOSE, CAUFORNIA Log of Boring No. B-1 (Continued) l

s ,, = c - - le /ft. .d ture ten

9._.: 14. MATERIAL DESCRIPTION is g `A. R I 1 r-g. 6 se' pi — Con o Mo Samp Blows m 8 —

.... 1 85 — SILTY CLAY Stiff, reddish-gray, fragments of black shale, serpentine (?) - _ - - _ - _ — 90— _ - _ SANDSTONE _ - Medium hard to hard, gray-brown, moderately weathered, - very fine to fine-grained, well cemented - — 95 -- SANDSTONE - Medium hard, gray-brown, moderately weathered, very - - fine to fine-grained, clayey, less cemented with some - - harder, more cemented zones - - — 100— . - _ - _ - - — 105 - - - - - very weathered, clayey - . T - 110— — - - . - - - - - — 115' _ - _ - _ - - - _ 120 — _ -

- - - - — 125— - - _ - -

Table 1 (continued)

Mission San Jose Fire Station CDMG Station No. 57064 Page 8

UJLPE BCS/CUREe

Project. EPRI FIELD EXPLORATION 3 5 Log of Boring 5 P

. SAN JOSE, CAUFORNIA P 2 :7

d I

t h & t Ity ess. les i fine

z ..., r s ture ten ng s % is e P D 0 MATERIAL DESCRIPTION ser C Con Str

g— Mo Samp a3 Comp Uncon

1 1 - - SANDSTONE as above _ 130— - - - -

- - _ 135— -, - -, -

- — 140— SERPENTINE Stiff, blue-green gray, moderately to highly plastic, highly - - weathered, little fragments of shale, clayey - _ - -I - — 145—' - _ - _ - _ SERPINT1NIZED SANDSTONE — 150 — Medium hard to hard, blue-green, moderately weathered, - - very fine to fine-grained, little clay , - - SERPENTINE -i Stiff, blue-green, highly weathered, clayey with shale - fragments 155 ' — - - _ - _ - - -^ --, 160"

. . -J .. SHALE - - Stiff, gray-black. clayey, highly weathered, less weathered 165 — fragments, some serpentinized clay —, - .

_ - SANDSTONE - - • Medium hard, orange-brown, moderately weathered, _ 170 very fine to tine-grained with some interbedded - serpentinized shale, highly weathered, clayey -

Table 1 (continued) Mission San Jose Fire Station CDMG Station No. 57064 Page 9 UJLPE BCS/CUREe

F't oject. EPRI FIELD EXPLORATION Log of Boring No. 13-1

SAN JOSE, CALIFORNIA • (qontinued)

t h e t r ft.

l'• ine / i les f z ress. tu ten s % is p mp MATERIAL DESCRIPTION lows o Con Streng

a - Mo B Sa Comp Uncon

_ - I 1 SANDSTONE as above _ - — 175— _ - _ - _ _ SERPENTINE - Stiff, blue-green, highly weathered, clayey with fragments — _ of black shale 180 - - SANDSTONE - - Medium hard, light brown, weathered, very fine to - - fine-grained with interbedded serpentinized clay - - — 185— - SERPENTINE -, - Stiff, blue-green, highly weathered, clayey - SANDSTONE (Serpentinized) - - Medium hard, blue-green, slightly to moderately — 190 — weathered, clayey serpentine - - - - SERPENTINE - - Very stiff, blue-green, clayey highly weathered, - some brown-gray clay _ 195 — - _ _ - - _ - _

200 —' __ -1 _ - _ - -1 - _ 205 ------210— — ------215— — r - -

Table 1 (continued) Mission San Jose Fire Station CDMG Station No. 57064 Page 10 UJLPE BCS/CUREe

PI oiect• EPRI FIELD EXPLORATION Log of Boring No.B-1 SAN JOSE, CALIFORNIA (continued)

t u, • h t z 4, g ity

fine f ress. ture ten d g- g s % is P Dry MATERIAL DESCRIPTION P Dens Con Streng 0 CCI Mo Comp Uncon . : _ T SERPENTINE as above - - - — 220—- - _ - _ - - _ 225 — _ - - _ - - - - - _ 230 --* _ - - - - . - 235—d _ - - - -

— 240 —'_ - - - 245 —_ T becomes harder —_ - _ _ - - - 250 — — - - - - 255— BOTTOM OF BOREHOLE AT 254 FEET. — - - - - _ - _ - 260 —

Table 1 (continued) Mission San Jose Fire Station CDMG Station No. 57064 Page 11 UJLPE BCS/CUREe

EPRI/CUREE MISSION SAN JOSE VELOCITY LOGGING P- AND S- WAVE VELOCITIES; DATA COLLECTED SEPTEMBER 28,1992 0

4 —4-- SUSPENSION S-WAVE • -U.— SUSPENSION P-WAVE DOWNHOLE S-WAVE CURVE FIT DOWNHOLE P-WAVE CURVE FIT

11; OOOOOOOO OOOOOOOOOO 50 41.4- r. 1

100

150 —a

200

250 2000 4000 6000 8000 10000 VELOCITY, FT/SEC

Figure 4 - P and S wave velocities determined by suspension and downhole methods• for Boring 1 (Borehole B-1). Measurements were carried out by Agbabian Associates on September 28, 1992 to a depth of 236 feet. The borehole was drilled in alluvium and then cased with 4-inch diameter PVC tubing. (Ref. 1).

Mission San Jose Fire Station CDMG Station No. 57064 Page 12 UJLPE BCS/CUREe

CALCULATED SPECTRAL SLOPES Mission San Jose Fire Station

—*-- 1 00'/50' Bost Fit, slope . -.0063 1 50'150' Best Fit, slope-.01 6 — -A— — 200'/50' Best Fit, slops.-.021 ) — --i°r — • 240./50' io

t Best Fit. slopr-.031 l Ra

tra , — ec (Sp

41, L

10 20 30 40 50 60 70 80 90 100 FREQUENCY, Hz

Depth Interval Spectral Slope Avg. SH Velocity Attenuation Damping (ft) (sec) (ft/sec) (Q) (D%) 50 - 100 -0.0063 1400 18 2.8 50 - 150 -0.016 1400 14 3.6 50 - 200 -0.021 1450 15 3.2 50 - 240 -0.031 1500 13 3.9

Figure 5 - Estimates of damping obtained at depths of 100, 150, 200, and 240 feet using 50 feet as a reference for Boring 1 (Borehole B-1). The important parameters for the damping calculation are shown in the table above. (Ref. 1).

Mission San Jose Fire Station CDMG Station No. 57064 Page 13 UJLPE BCS/CUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

"Depth to bedrock contour map, South San Francisco Bay area," Department of Water Resources Bulletin No. 118-1, State of California.

Mission San Jose Fire Station CDMG Station No. 57064 Page 14 13 UJLPE BCS/CUREe Sub-Surface Site Conditions at Monterey City Hall CDMG Strong Motion Station No. 47377

The strong motion instrument is located in the basement on the northwest side of Monterey City Hall.

This report was prepared under the sponsorship of the Building Contractors Society ofJapan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: MONTEREY CITY HALL

Address: Montery, Califonria Instrument location: In the basement on Latitude: 36.597 0 N the northwest side of Monterey Longitude: 121.8970 W City Hall. Instrument owned by: California Division Site surficial geology: gdp, Grandiorite, of Mines and Geology (CDMG) porphyritic. Site number: 47377 Depth to bed rock: instrument located on rock.

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 100 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: July 20, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: July 21 and 27 1992.

TABLE OF CONTENTS

Figure 1 Regional geological map for the Monterey and Seaside Quadrangles. 3 Figure 2 Map showing the instrument site and boring location 5 Figure 3 P and S wave velocities determined by suspension and downhole methods. 8

Table 1 Geotechnical Log of Boring 1, see Fig. 1 for location. 6

References 9

Monterey City Hall CDMG Station No. 47377 Page 2 UJLPE BCSICUREe

MoNTEREY CITY I-VtLL

PRELIMINARY GEOLOGIC MAP OF THE MONTEREY AND SEASIDE 7.5 - MINUTE QUADRANGLES, MONTEREY COUNTY, CALIFORNIA WITH EMPHASIS ON ACTIVE FAULTS 97 T.11.11461“ Jr, Itt innee. oul IL SOWN h. Ma 4

Figure 1 - Regional geological map for the Monterey and Seaside Quadrangles. (see following page for description of map units) (Ref. 4).

Monterey City Hall. CDMG Station No. 47377 Page 3 UJLPE BCSICUREe

DESCRIPTION OF MAP uNITS

SURFICIAL SEDIMENTS Qbs Beach sand; near Carmel Beach includes (near-there) sands just offshore

Q9 River sand and gravel

Qd Dune sand 111 Alluvium Qls LANDSLIDE DEBRIS Some or parts of scme may be very young and possibly actively waving. Half arrows show direction of downslope movement OLDER SURFICIAL SEDIMENTS (DISSECTED) Qod Older dune sand

gos Older alluvium and terrace gravel and sand; at Monterey contains Photos-bored pebbles at base and into underlying Monterey Shale Marine terrace sand and gravel ARCMAS SAKI (Pleistocene) Aromas Red Sands of Allen (1946) and Bowen (1965). Nonmerine; yellowish- brown to grayish-orange fine send PASO ROBLES FORMATION (Pliocene(?) and Pleistocene) Old alluvium deposited in a valley. Light-gray gravel, sand, and clay SEDIMENTARY DEPOSITS Seismic characteristics suggest poorly bedded sands and gravels; stratigraphic position unknown

Ts 'SEDIMENTARY ROCKS Mudstone and coarse-grained, arkosic sandstone; marine; middle or late Tertiary

Tam SANTA MARGARITA(?) SANDSTONE (Miocene) Marine and brackish-marine, white, friable, fine- to coarse - grained. arkasic sandstone; upper Miocene, possibly lower Pliocene MONTEREY SHALE (Miocene) Siliceous marine deposits Diatomite (Canyon del Rey Diatomite Member of Bowen, 1965). white, soft, punky, commonly silty; Delwomtian szagol/(type) of Kleinpell (1938). upper Miocene Siliceous shale (Aquajito Shale Member of Bowen. 1965), light-brown to white, hard. brittle. Platy; Mohnien Stage. upper Miocene Semi-siliceous shale, thin-bedded, yellowish-brown, foraminiferal; includes interbedded yellowish- brown siltstone; Luisian Stage, middle Miocene MARINE SANDSTONE Buff to light-gray, friable artosic sandstone; locally pebbly; in San Jose Canyon area contains interbedded conglomerate; middle Miocene; possibly in part upper and lower Miocene Sandstone as above, upper part (mapped as Los Laureles Sandstone Member of Monterey Formation by Bowen. 1965)

Tab Volcanic rocks. Flows and flow-breccias of basalt and basaltic &Mesita (csreeloite of Lawson. 1893)

Tls Sandstone as above, lower part (mapped as Los Tularcitos Member of Chamisal Formation by Bowen. 1965)

Trc RED BEDS OF ROBINSON CANYON Robinson Canyon Member of Chamisal Formation of Bowen (1965). Terrestrial; red to gray artosic sandstone. siltstons, and conglomerate; middle and possibly lower Miocene CARMELO FORMATION OF BOWEN (1965) (Paleocene) Carmelo Serifs of Lawson (1893); marine; interbedded sandstone, siltstone. mudstone. and cobble-pebble conglomerate Cobble and boulder cceglomerate, mostly of granitic detritus GRANITIC ROCKS Light-gray crystalline rocks composed of about 2/3 feldspars. 1/3 quartz, and small amounts of biotite and hornblende; age. Cretaceous(?) gdp granodiorite, porphyritic

cod irenodiorite

*cid Quartz diorite

MS METANORPNIC ROCKS Biotite schist-gneiss and mixtures of granitic rocks

Figure 1 (continued) Description of Map units of first portion of Figure 1. Instrument site condition is noted by the bullet.

Monterey City Hall CDMG Station No. 47377 Page 4 UJLPE BCSICUREe

Figure 2 - Map showing the instrument site and boring location.

Monterey City Hall CDMG Station No. 47377 Page 5

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SITE: MONTEREY CITY HALL DATE: 7/ 20/92

C.) U.I I— a_ w o.. 0 0 M <(.D CL 0 <>- CC 0 (LI CCI U_ Cf) f-- CD -J 0 DESCRIPTION

ASPHALT 1-\\GRAVELLY" SAND (fill), yellowish brown, granitic, loose SANDY LOAM, very dark greyish brown

SANDY CLAY, light greyish brown

Li s'-' o'-1 0 < GRAVEL, yellow, siltstone fragments 0 0 0 00 00 10 GRAVEL, grey, quartz fragments, firmer Th-SANDY CLAY, greyish brown, softer AND, light greyish brown, very coarse

GRAVELLY SAND, light grey, weathered granite

xxxx ---,CLAY (gouge), light clay x x x xxxx GRANITE, strong brown, very weathered, very closely fractured, x x x firm x x X 8—slight grey, moderately weathered, very firm xxxx XXX xxxx very closely to closely fractured XXX xxxx 9- X x —3 0 hard, occasional thin gouge seams xxxx

Table 1— Geotechnical Log of Boring 1, see Fig. 1 for location.

Monterey City Hall CDMG Station No. 47377 Page 6

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SITE: MONTEREY CITY HALL DATE: 7/ 20/92

DESCRIPTION

X X X X 50 very closely to closely fractured X X X X X X X X X X X X X X 16- X X X some gouge seams up to 15 cm thick X X X X X X X X X X X X X X 17- X X X X X X X X X X X X X X X X X X 18- X X X X X X X -60 X X X X X X X X X X 19- X X X X X X X X X X X X X X X X X X 20- X X X X X X X X X X X X X X X X X X X X X 21- X X X X X X X -70 X X X X X X X X X X 22- X X X X X X X X X X X X X X X X X X 13- X X X X X X X X X X X X X X X X X 24- X X X X X X X -60 X X X X closely to moderately fractured X X X X X X X 25- X X X X X XX X X X X X X X X X X 26- X X X X X X X X X X X X X X X X X X X X X 27- X X X X X X X —90 X X X X X X X X X X X 28- X X X X X X X X X X X X X X X X X 29- X X X X X X X X X X X X X X X X X X 30- X X X X X X X 100

Table 1 (continued)

Monterey City Hall CDMG Station No. 47377 Page 7 UJLPE BCSICUREe

0 I 1 I

•••••-•-•-- SUSPENSION S-WAVE SUSPENSION P-WAVE 10 - - DOWNHOLE S-WAVE CURVE FIT DOW/U4OLE P-WAVE CURVE FIT

90 1

,I I , I „ 100 0 2000 4000 6000 8000 10000 12000 14000 VELOCITY, FT/SEC

Figure 3 — P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on July 21 and 27, 1992 to a depth of 75 feet in an uncased borehole. Suspension P-wave measurements could not be made above 40 ft. Damping calculations at the site were unsuccessful due to poor signal-to-noise ratios in the data. (Ref. 1).

Monterey City Hall CDMG Station No. 47377 Page 8 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Clark, Dibblee, Greene and Bowen "Preliminary Geologic Map of the Monterey and Seaside Quadrangles" U.S. Geological Survey Miscellaneous Field Studies Map MF- 577, 1974.

Monterey City Hall CDMG Station No. 47377 Page 9 14 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Naval Station Treasure Island CDMG Strong Motion Station No. 58117

The strong motion instrument is located at the northwest corner of the fire truck bay of building 157 which is located at the corner of D and 10th streets.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Pri eta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCS/CUREe

SITE NAME: NAVAL STATION TREASURE ISLAND

Address: Naval Station Treasure Island, Site number: 58117 San Francisco, California. Instrument location: At the northwest Latitude: 37.825° N corner of the fire truck bay of Longitude: 122.373° W building 157. Instrument owned by: California Division Site surficial geology: Qaf, Artificial fill. of Mines and Geology (CDMG) Depth to bed rock: Not Known.

SUBSURFACE INFORMATION:

Boring 1 Drilled by EPRI, Depth: 103 meters. Drilled by: Pitcher Drilling Company, Palo Alto, CA. Date: November 19-30, 1990 Subsurface Geology Thomas Fumal, USGS Subsurface Geophysics: P and S wave velocities Performed by: USGS Subsurface Geophysics: P and S wave velocities Performed by: Redpath Geophysics

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 3 Figure 2 Site map showing the location of instrument site and boring 5 Figure 3 Map showing the .boring location plan 6 Figure 4 Explanation of geologic logs (Ref. 1). 7 Figure 5 S-wave velocity profile for measurements carried out by USGS 12 Figure 6 P-wave velocity profile for measurements carried out by USGS 13 Figure 7 Shear-wave velocity profile for measurements carried out by Redpath Geophysics. 14

Table 1 Geotechnical Log of Boring 8 References 15

Naval Station Treasure Island CDMG Station No. 58117 Page 2

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50'

Elev. 0 ft. 30.6% s; depth 38 It \ Elev. 0 ft. 14 ft water; 34.5 ft soft, slty, bl mud; 3.5 It most., y, very sdy el, 67 clam ski; 2 ft bl try s; urn amount of si 0 Elev. 0 It. 17 It water; 10 It mud, 30% 66 and org mat; 16 ft gy s w streaks of a; 11 ft cl, 10-40% s. Total depth 38 ft. 0 y d; 7 ft hd bl cl; 4 ft tough, bl gn el w pockets of f s; 3.5 ft tough bidl w peaty veg mat; 2.5 It bl el; 4 it dk go '''t . "4 el a some a, mica, f shl; 3 ft same mtl; REASURE ISLAND increase in s; ern pockets of I b s; 2 ft istlsrits very sdy el; 14.5 ft bl cl —some 5; 4 ft bl gn el w pockets of I b a; 0.5 ft bl \ \ gn cl w gr up to 1%18.5 ft moist, bl el; 6 ft soft cl, dk bl; f a in streaks and TREASURE 1 pockets; 2 ft st, compact, bl el; 9.5 It e ISLAND moist 151 ol; occasional streaks of veg mat; lit lid layer dry, go el; lit moist Elev. 0 ft. 17 ft water; 81 f mud, give cohesion. spipra 68 nTowtalonldeypthe°°°153gbft.°1 to 50% •; d, percentage s un own. Total depth 98 It. 0 s 71 sor DGEl 7 Elev. 5 ft. 5 ft fiL br to go a; 42 depth 97 It.

70 ev. 0 ft. 46 It water; 7.5 ft f sdy si, very soft; 6.5 ft hd, sdy el:4 ft firm, ely s; 2 ft hd sharp compacts; 9 ft mixed • 0 and el, el increasing w depth; 13 ft it. city, bl el; 19 It compact bl ci. some 0 veg mat; 13 ft slightly sdy. bl el, w E.* at streaks ofs, and pockets of ahl; 10 ft soft, damp, bl el w increase of s; 3 ft 0 hd ,,some ski; 22 ft soft, damp, bl d, • w a few•• streaks and ski pockets, grading to it bl eL Total depth 155 ft- 31 0AguiNc YERBA BUENA Elev. —21 ft. 47 ft surface muck;.,C ISLAND 30 It soft bl el; 30 ft.; 5 ft it bl el; Sits; 55 ft soft bl cl; 61 ft st gy and el; 59 Its. Total depth 292 ft.

Lighthouse

71,0 MIDDLX HAR3OR Elev. 0 ft. 95 ft water; 52 ft surface / N. 1./ muck consisting of bl d w some fairly s; 14.5 ft it bl el; shattered rk flag in y 0, el. Total depth 151.5 ft. RE

r5.ir"

SCALE 1:24 COO 0 1501.1

i o i z soca moo /IS

4730" I 55L055E7C5

Figure 1 - Regional geological map for the instrument site. (Ref. 4) (see following page for description of map units).

Naval Station Treasure Island CDMG Station No. 58117 Page 3 UJLPE BCS/CUREe

EXPLANATION

L:(;)15

Landslide debris Clayey, silty sand that has moved down deep slope on Yerba Buena

Qaf

Artificial fill Sand, clay, or nuseelkaseous refuse.

Reworked colluvium

Silty, clayey sand derived from under ying sandstone of the Franciscan group; mooed downtime by wager and gravity;

in places reworked by wind. ARY RN

Qbm ATE U Q Bay mud Sandy, clayey silt with shells and ether organic staterial. Underlies most artificial fill.

Qtc

Merritt sand Temescal formation Beach or near-share deposit of slightly clayey, Alluvial-fan deposit comprising inierfingtring Silty sand. lenses of clayey gravel, sandy silty clay, and sand-day-rile mixtures.

Alameda formation Upper erposed few feet composed of sandy, silty clay with few pebbles; lower part consists of continental and marine sand, clay, gravel. Maximum known thickness. 1,050 feet.

Knoxville formation (Jurassic) Franciscan group Shale with some beds of pro ywacke. (Jurassic and Cretaceous) Graywacke with small amounts of shale.

Contact

Indefinite contact includes gradational contacts. inferred contacts, and indefinwe boundaries of surificial deposits.

Approximate boundaries of former shores, ponds, tidal flats, and streams now filled or concealed After unpubitshed U. S. Coast and Geodetu Surrey ptanetable sheets nos. XX/V and XXV, U. S. Coast Surrey. San Francisco Bay, Calif., 1856.

•• ------

Figure 1 - (continued) Description of Map units for the first portion of Fig. 1. Instrument site condition is noted by the bullet.

Naval Station Treasure Island CDMG Station No. 58117 Page 4 UJLPE BCS/CUREe

Figure 2 - Site map showing the location of instrument site and boring (Ref. 3).

Naval Station Treasure Island CDMG Station No. 58117 Page 5

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AVENUE D

M No. Depths of Boring 4+ WCC1 340 ft NHI 4, 4- NH1 14511 NH2 6011 NH3 102 ft NH4 5111 NH5 24 ft X X X

+ Boring made by WCC (1990) 443- Borings made by the University of New Hamshire (1990)

Figure 3 - Map showing the boring location plan (Ref. 3).

Naval Station Treasure Island CDMG Station No. 58117 Page 6 UJLPE BCS/CUREe

Rock hardness: response to hand and geologic Texture: the relative proportions of clay, silt, and hammer: (Ellen et al.. 19721 sand below 2mm. Proportions of larger particles are indicated by modifiers of textural class names. hard - hammer bounces off with solid sound Determination is made in the field mainly by feeling firm - hammer dents with thud, pick point dents or the moist Soil (Soil Survey. Staff, 19511. penetrates slightly sort - pick points penetrates friable material cart be crumbled into individual grains by hand.

Fracture spacing: (Ellen et a)., 1972)

= t Irecture soacinq

0-1 0-1/2 v. close

1-5 1/2-2 close 1 5-30 2-12 moderate

30-100 12-36 wide I >100 >36 v. wide

&Mat

Weathering: Fresh no visible signs of weathering Slight no visible decomposition of minerals, slight Color: Standard Munsell color names are given for discoloration the dominant color of the moist soil and for Moderate: slight decomposition of minerals and dis- prominent mottles. integration of rock, deep and thorough discoloration Deep: extensive decomposition of minerals and complete disintegration of rock but original Types of samples structure is preserved. SP - Standard Penetration 1+3/8 in in ID sampler) S • Thin-wall push sampler Relative density of sand and consistency of clay is 0 - Osterberg fixed-piston sampler correlated with penetration resistance: (Terzaghi and P Pitcher Barrel sampler Peck. 19481 CH - California Penetration (2 In ID sampler) DC - Diamond Core

relative Dlowsrft, density blows/ft. ;onsistency

0-4 v. loose <2 V. soft

4-10 loose 2-4 soft

10-30 medium 4-8 medium

30-50 dense 8-15 stiff

>50 v. dense 15-30 v. stiff

>30 hard e i

Figure 4 - Explanation of geologic log (Ref. 1).

Naval Station Treasure Island CDMG Station No. 58117 Page 7 UJLPE BCS/CUREe I 1/ 1 w TREASURE ISLAND DATE: 1 9/90

„. ) T E TH WS/ O PHIC ters OG MPLE O YP

L DESCRIPTION RA FO T DEP (me BL SA G

T•A°.49•164 GRAVELLY SAND (ARTIFICIAL FILL) '•'....f.:i.:.,::z..,::..:.:::;4— Sand, It. olive brown, well sorted, fine to medium -15.E.6...... . ::',— SAND, olive gray, well sorted very fine to fine, loose

6 -S-15—. ... '•::::".- 6 SP S

:::::::::::::::::: very loose S : : ' -°"" Clay pn; : _ SAND, v. dk greenish gray, well sorted fine to medium grained • -. —10 0 :•:•'• • FINE SANDY LOAM, v. dk. greenish gray, loose 0 0 -gr very loose — CLAY, v. dk. greenish gray, soft (HOLOCENE BAY MUD) 1 5 o _ ..z..,

—2 0

with shells 7..-,—

,-2 5

Z'l

;EL

1..07 :::* ...:...... „

SHELLS, 10-50% dk. greenish gray SAND ..'0:s ...%•.•:%u. ..N: 30

Table 1 - Geotechnical Log of Boring. This Boring was drilled between November 19 and 30, 1990. See Fig. 3 for location of the borehole and Fig. 4 for explanation of the geologic log (Ref. 1).

Naval Station Treasure Island CDMG Station No. 58117 Page 8 UJLPE BCS/CUREe

SITE. TREASURE ISLAND DATE: im 0_ .-. I- • 0 0. 0.Lti a. 0 • 0 0 2 ›. < 3 1 ; DESCRIPTION 03 03 0

- 30 52 SP ::" ' SANDY LOAM, v. dk. greenish gray, some shells and gravel

— \-35

CLAY

-- LOAMY FINE SAND, v. dk. greenish gray to olive gray

-i.s:•\— 40

CLAY, dk greenish gray, stiff to v. stiff (PLEISTOCENE BAY MUD)

,;-.:.• .--:::-1=-7--7--- __z_------K'_.---..- -45 ------7. --=. —

SAND

.-,-- -2.--Di ...•.- :e..,i F-‘0—-- 50 --_-_—_---4-, -/---7,--;-- --c- SAND -- — v.:...- -- 7-

;::--`--- ri.7-. . 55

-7...-

Table 1 (continued)

Naval Station Treasure Island CDMG Station No. 58117 Page 9 UJLPE BCS/CUREe 1

w TREASURE ISLAND DATE:

„. w 0 )I T -a ui i0 O WS/

a. ters Ct. M 0 PTH I O O DESCRIPTION F

..r,.. cr DE (me

BL C) 60 -2.7-6. SILTY CLAY, v. dk. greenish gray, stiff to v. stiff --5.-..—..=—.... - 6- ..-..---x- „-s... SAND ;--- - .--. — c.----it,_--- ;4- —

f,:-.-6`.:1

= ...=-..1 = •:._•-T-c.----", '-•=4.4•Z" -.N .7.-1—..'...-'..--_-.4 7 0 —E--w_ ,_-_-,-,-- S —‘*-----7—ZX- ---__-----,...w-- -,. ..,--.-- P1f&74). - F.-,-_--=- --- -_,,.....-----... ,,---..c.1----17- ,...7 5 FINE GRAVELLY SAND, dk greenish gray

-'`.... SILTY CLAY, v. dk greenish gray . --

..e----, 5

WOOD

SHALE, pale olive, deeply weathered, (FRANCISCAN ASSEMBLAGE) texture is SANDY CLAY

Table 1 (continued)

Naval Station Treasure Island CDMG Station No. 58117 Page 10 UJLPE BCS/CUREe

SITE TREASURE ISLAND DATE:

-0 )1

E a rs TH 1 WS/ OT to PE a. 0 P

O < ..., DESCRIPTION AMPLE L FO

TY cc DE (mi S B 0 9O SHALE, It. greenish gray to dk. brownish gray, firm

black, hard, v. closely fractured, fresh

„. SANDSTONE, dk. gray, fine-grained

SHALE

SANDSTONE, dk gray, fine-grained :— ••••,--. 1 00

— _....

— —105 _ _ _ _ —110 _ _ _ _ —115 _ _ _ _ —120

Table 1 (continued)

Naval Station Treasure Island CDMG Station No. 58117 Page 11 UJLPE BCS/CUREe

S Velocity (m/sec) 200 400 600 800 GRAVELLY SAND (ARTIFICIAL FILL)

SAND FINE SANDY LOAM CLAY (HOLOCENE BAY MUD) 20 -

ft SHELLS SANDY LOAM

;12IW CLAY LOAMY FINE SAND CLAY PLEISTOCENE BAY MUD)

SAND

FINE GRAVELLY SAND 80 -

(FRANCISCAN ASSEMBLAGE)

SHALE

47:77: 100 - SANDSTONE

Treasure Island

Figure 5 -. S-wave velocity profile for measurements carried out by USGS. The dashed lines represent plus and minus one standard deviation. The statistics were done on the slope (reciprocal velocity) so that some of the limits will not appear symmetrical. Simplified geologic log is shown for correlation with velocities (Ref. 1).

Naval Station Treasure Island CDMG Station No. 58117 Page 12 UJLPE BCS/CUREe

P Velocity (m/sec) 500 1000 1500 2000 2500 GRAVELLY SAND (ARTIFICIAL FILL)

!,! SAND FINE SANDY LOAM 7. CLAY (HOLOCENE BAY MUD) 20 -

-fer SHELLS SANDY LOAM

MIIF CLAY LOAMY FINE SAND CLAY PLEISTOCENE BAY MUD)

•• SAND

km:It

FINE GRAVELLY SAND 80 -

(FRANCISCAN ASSEMBLAGE)

SHALE

77,17 100 - SANDSTONE

Treasure Island

Figure 6 - P-wave velocity profile for measurements carried out by USGS. The dashed lines represent plus and minus one standard deviation. The statistics were done on the slope (reciprocal velocity) so that some of the limits will not appear symmetrical. Simplified geologic log is shown for correlation with velocities (Ref. 1).

Naval Station Treasure Island CDMG Station No. 58117 Page 13 Naval StationTreasure Island Figure 7- UJLPE DEPTH - ft 100 200 300 400 500 600 0 - _ - _ _ Geophysics. (Ref.2) Shear-wave velocityprofileformeasurementscarried outbyRedpath - 500 SHEAR-WAVE VELOCITY- 1000 - CDMG Station No.58117 I 1500 2000 ft/sec 2500 ECS/CVREe 3000 Page 14 _ — — — UJLPE BCS/CUREe

References

Redpath Geophysics, Murphys, California, "Seismic Velocity Logging in the San Francisco Bay Area", EPRI Agreement No. RP3014-06, for Electric Power Research Institute, August, 1991.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Radbruch, "Areal and engineering geology of the Oakland West Quadrangle," U.S. Geological Survey Miscellaneous Geologic Investigations Map 1-239, 1957.

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Sub-Surface Site Conditions at

Oakland Outer Harbor CDMG Strong Motion Station No. 58472

The strong motion instrument is located in a locked closet towards the back of the Longshoreman's building.

This report was prepared under the sponsorship of the Building Contractors Society ofJapan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCS/CUREe

SITE NAME: OAKLAND OUTER HARBOR

Address: Port of Oakland, Oakland, Site number: 58117 California. Instrument location: At the northwest Latitude: 37.816° N corner of the fire truck bay of Longitude: 122.314° W building 157. Instrument owned by: California Division Site surficial geology: Bay mud. of Mines and Geology (CDMG) Depth to bed rock: Variable, see Fig. 2.

SUBSURFACE INFORMATION:

Boring 1 Drilled by EPRI, and UCD Depth: About 168 meters. Drilled by: Pitcher Drilling Company, Palo Alto, CA. Date: December 10, 1990 Subsurface Geology Thomas Fumal, USGS Subsurface Geophysics: P and S wave velocities Performed by: USGS Subsurface Geophysics: P and S wave velocities Performed by: Redpath Geophysics

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 3 Figure 2 Contour Map showing the depth to bedrock 4 Figure 3 Site map showing the location of instrument site and boring 5 Figure 4 Explanation of geologic log. 6 Figure 5 S-wave velocity profile for measurements carried out by USGS. 13 Figure 6 P-wave velocity profile for measurements carried out by USGS. 14 Figure 7 Shear-wave velocity profile for measurements carried out by Redpath Geophysics. 15

Table 1 Geotechnical Log of Boring. 7 References 16

Oakland Outer Harbor CDMG Station No. 58472 Page 2 UJLPE BCS/CUREe

Figure 1 - Regional geological map for the instrument site. (Ref. 4)

Oakland Outer Harbor CDMG Station No. 58472 Page 3 UJLPE BCS/CUREe

Figure 2 - Contour Map showing the depth to bedrock (Ref. 3).

Oakland Outer Harbor CDMG Station No. 58472 Page 4 UJLPE BCS/CUREe

Light _

SCALE 1:24000 1 MILE

1000 0 1C00 2000 3000 40:0 5000 WOO 70:0 FEET 0 1 KILOMETER

CONTOUR INTERVAL 20 FEET

Figure 3 - Site map showing the location of instrument site and boring (Ref. 3).

Oakland Outer Harbor CDMG Station No. 58472 Page 5 UJLPE BCS/CUREe

Rock hardness: response to hand and geologic Texture: the relative proportions of clay, silt, and hammer: alien et al.. 19721 sand below 2mm. Proportions of larger particles are indicated by modifiers of textural class names. hard - hammer bounces off with solid sound Determination is made in the field mainly by feeling firm- hammer dents with thud, pick point dents or the moist soil (Soil Survey, Staff, 1951). penetrates slightly soft - pick points penetrates friable material can be crumbled into individual grains by hand.

Fracture spacing: (Ellen at at., 1972)

= t fracture spacing'

0-1 0-1/2 v. close

1-5 1/2-2 close

5-30 2-12 moderate

30-100 12-35 wide I >100 >36 v. wide

Weathering: Frestu no visible signs of weathering Slight no visible decomposition of minerals, slight Color: Standard Munsell color names are given for discoloration the dominant color of the moist soil and for Moderate: slight decomposition of minerals and dis- prominent mottles. integration of rock, deep and thorough discoloration Deep: extensive decomposition of minerals and complete disintegration of rock but original Types of samples structure is preserved. SP - Standard Penetration 1+3/8 in in ID sampler) S - Thin-wall push sampler Relative density of sand and consistency of clay is 0 - Osterberg fixed-piston sampler correlated with penetration resistance: (Terzaghi and P Pitcher Barrel sampler Peck. 1948/ CH - California Penetration (2 in ID sampler) DC - Diamond Core

relative _blows/ft. Ilensity blows/ft. consistency

0-4 v. loose <2 v. soft

4-10 loose 2-4 soft

10-30 medium 4-8 medium

30-50 dense 815 stiff

>50 v. dense 15-30 v. stiff >30 hard J

Figure 4 - Explanation of geologic log (Ref. 1).

Oakland Outer Harbor CDMG Station No. 58472 Page 6 UJLPE BCS/CUREe

SITE: OAKLAND OUTER HARBOR WHARF DATE: 12/10/90

S/ E cp PLE I W OT tors

PE I a. < 0 PTH I O O Y DESCRIPTION F T DE (mo SAM BL 0

GRAVELLY SANDY LOAM, brown (ARTIFICIAL FILL)

Sand, olive brown, Well sorted, fine to medium grained, loose

v.dk. greenish gray WI .: S S '.' ..• CLAY, v.dk. greenish gray, some shells, v. soft (HOLOCENE BAY MUD)

S SAND, olive gray to olive, well sorted (MERRITT SAND) 15 wil fine to medium grained, medium dense 11 Lid 32 ri3 yellowish brown, medium dense to dense 11 SP 10 S LOAMY SAND to FINE SANDY LOAM, yellowish brown 13 Mra 31 F:12

1 5 s SAND, brown to dk grayish brown, well sorted, fine grained

50/ e 20 ----- CLAY, v.dk. greenish gray, stiff (PLEISTOCENE BAY MUD)

S :::.::. SAND,•v.dk.greenish gray, well sorted, very fine to fine grained .....-- _.:7-__L-_ CLAY, v.dk. greenish gray . --..----- S 25 SAND, v.dk. greenish gray, well sorted, very fine to fine grained

..—..—._—.....,--..--, CLAY, v.dk. greenish gray, stiff S -- 7

Table 1 - Geotechnical Log of Boring. This Boring was drilled on December 10, 1990. See Fig. 3 for location of the borehole and Fig. 4 for explanation of the geologic log (Ref. 1).

Oakland Outer Harbor CDMG Station No. 58472 Page 7 UJLPE BCS/CUREe

SITE. OAKLAND OUTER HARBOR WHARF DATE:

) E I T

18/ I', O tors PE I gi' 0 PTH MPL DESCRIPTION l FO gc TY DE (mo SA El

=n , 0 3 0 1-&-`41fi--N.-

4redi.

u,.... ;35 ---..----, .5---'"E-P-

t1'...... P..-171 sp_--._-e-•• - _____,..5 i...... --715' ao _.._- griC-=. , .=.....C.7:4-

4- ..,-....-..7. .., -,s•-ii• '

SAND, v.dk. greenish gray -y.4-i-- 45 s ---4.7.7-4 -

...._..-.--- .. -_- ---- .E...-=6... 4. Vt---4-'- --- F-!."--Th--.7-=, ------GRAVELLY SAND, v. dense

CLAY to SANDY CLAY LOAM, v.dk. greenish gray .±•-- S ...2-_.,----L-.7.P.-- —PO.v--311F; 0-=`:!--- ,•--%;z-=,:4;- _ ..: ---,- _.C -.=--.•- .- ,.. g 5 ----.7, --"!

'-;,_-- --1-.."--- ..---,F=Li--.-- - • 4- 60

Table 1 (continued)

Oakland Outer Harbor CDMG Station No. 58472 Page 8 UJLPE BCS/CUREe

SITE: OAKLAND OUTER HARBOR WHARF DATE:

0 )

E 0 rs WS!I OT te PE I IL o PTH DESCRIPTION FO TY

el -, DE (me BLO SAMPLE I a

------.,•.ii.._:-..-„... k-=-2 - 60 —e , . , _,• .F i .,--f.-. -., 9 , - v7.1 - t-r...4t1-a.J k '.. ._ .4 SAND

5-±i---•"-- -

FTL-t-A'.4

.---66...1,- ---7-- 70 SAND, fine to medium grained - SILTY CLAY, v.dk. greenish gray, v. stiff :_,-..-a•--7.--1..0- SAND "-L_ 7.-. ----:- --,71- SAND — — 4' ••••_,...77.- 7' -, e ,71--.7., '- -t i..1 -.-._74 - A' ,5 7•!‘- • SAND • v.dk. greenish gray, v. stiff

..:-.1--.-.

=1- 6-- ---_,. t_,.------p, -.. - p.-_------1.--.4;----

,--1..,...- ---,-:4..k ,.....-At.. A... ! -

t.-tr7li.: _„_.....,e1 - --7.--2-5 90

Table 1 (continued)

Oakland Outer Harbor CDMG Station No. 58472 Page 9 UJLPE BCS/CUREe

SITE: -OAKLAND OUTER HARBOR WHARF DATE:

o )1 CI S/ T LE I E a E 1 O W a. tors < ° PTI DESCRIPTION LO AMP FO TYP DE (mo S B 0 _ 90

...... -::::f•\_. SAND, dk. greenish gray, v. line to line grained, v. dense Mil-i: ' ...... -:::::.:.. ...... 95 :f':f:.*:•:::1':i: _ ...:::;•:..:•,:, ,:••:-.-:;iFil:•::. ,1---?,: n7 SANDY CLAY LOAM, yellowish brown — GRAVEL, pale brown to brown, siliceous shale fragments

• CLAY, dk. grayish brown, hard

-----f--100 dk. greenish gray --..-r .-- .. .., .7.,..' . ..:.. ::: ,.... FINE GRAVELLY SANDY LOAM, brown, v. noorly sorted, —., pale brown siliceous shale, dense P '.:1-.• —1 05 . . - ..

fr_ -7•;-. SILTY CLAY, olive gray ...... F---E--7---1.,„_, gu -----,.-..— k 1-f ----.-z9.7-

LOAMY SAND to SAND, brownish yellow, some fine gravel

:.\-115 . • - .....65p,._ CLAY, dk. greenish gray, mottled greenish gray P -,3—....-- 1.-&1-*4--g— ,,,, . :-..- N 120

Table 1 (continued)

Oakland Outer Harbor CDMG Station No. 58472 Page 10 UJLPE BCS/CUREe

SITE: OAKLAND OUTER HARBOR WHARF DATE:

uj >. DESCRIPTION < CO 120

FINE GRAVELLY SAND SANDY LOAM to SANDY CLAY LOAM, yellowish brown, v. poorly sorted, occasional pebbles

125

130

GRAVEL

135

140

olive

—145 GRAVELLY SAND

SANDY LOAM

150

Table 1 (continued)

Oakland Outer Harbor CDMG Station No. 58472 Page 11 UJLPE BCS/CUREe

SITE: OAKLAND OUTER HARBOR WHARF DATE:

) I E I T E _ G W8/1 PH P ters PTH MPL

LO DESCRIPTION FOO TY DE (me BLO SA GRA 150 SHALE, dk. grayish brown, moderatley weathered (FRANCISCAN ASSEMBLAGE) black, fresh

:::::::::`155 SANDSTONE, dk gray, hard, some black SHALE ...... —

e.— .. :i-- .. -:•)-160:,

...-165 , DC .. _ —170 _ — _ — —175 — — _

—180

Table 1 (continued)

Oakland Outer Harbor CDMG Station No. 58472 Page 12 UJLPE BCS/CUREe

S Velocity (m/sec) 200 400 600 800 GRAVELLY SANDY LOAM {ARTIFICIAL NW 1. SAND n AY SANO FARR= WAN

CLAY IIPLEJSTOCI SAY MUD,

CLAY

50 -

) s r te me

SAND h ( t - AloanY CLAY I CLAY

100 - RN! GRAVELLY SANDY LOAM Dep SILTY CLAY

LOAMY SAND TO SAND CLAY

SANDY LOAM to SANDY CLAY LOAM

GRAVELLY SAND

SHALE. FRANCISCAN ASSEMSLAGEI 150 - mo*Newly YAINFAHR SANDSTONE. Assn

Oakland Outer Harbor Wharf

Figure 5 - S-wave velocity profile for measurements carried out by USGS. The dashed lines represent plus and minus one standard deviation. The statistics were done on the slope (reciprocal velocity) so that some of the limits will not appear symmetrical. Simplified geologic log is shown for. correlation with velocities (Ref. 1).

Oakland Outer Harbor CDMG Station No. 58472 Page 13

UJLPE BCS/CUREe

P Velocity (m/sec) 500 1000 1500 2000 2500 GRAVELLY LUCY LOAM MRTIIRCIAL MLL) SAM 2•AND MERRITT SANDI ; • Wk.

Dal ClAr (PLEISTOCENE MY MCP

CLAY

50 - T-

) rs te

h (me SAND t

%LEIDY CLAY I SAM 100 - CLAY FINE GAAVSLLY SANDY LOAM Dep

SILT' CLAY

LOAMY SAND TO SAND CLAY

SANDY LOAM Pe SANDY CLAY LOAM

""r)•••••—•T5 MAVELLY SAND

MALE. (MANCISCAN ASSEPABLAGE) 150 - moderNely NmIPPIPNIA SANDSTONE. MAP

Oakland Outer Harbor Wharf

Oakland Outer Harbor CDMG Station No. 58472 Page 14

UJLPE BCS/CUREe

SHEAR-WAVE VELOCITY - ft/sec o 500 1000 1500 2000 2500 3000

t - 100 r -

200

300 TH - P E D _ _

400

1_ -

500

600

Figure 7 - Shear-wave velocity profile for measurements carried out by Redpath Geophysics. (Ref. 2)

Oak/and Outer Harbor CDMG Station No. 58472 Page 15 UJLPE BCS/CUREe

References

Redpath Geophysics, Murphys, California, "Seismic Velocity Logging in the San Francisco Bay Area", EPRI Agreement No. RP3014-06, for Electric Power Research Institute, August, 1991.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Rogers, David and Figuers, "Sructural Contour Map on Top of Bedrock, Greater Oakland Area," Rogers Pacific Company, Pleasant Hill, 1991.

Oakland Outer Harbor CDMG Station No. 58472 Page 16 16 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Oakland Two-Story Site CDMG Strong Motion Station No. 58224

The strong motion instruments are located on the ground level, Second Floor and the Roof of the Building.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research hzstitute. UJLPE BCS/CUREe

SITE NAME: OAKLAND TWO-STORY SITE

Address: 1700 Webster Street, Oakland, Site number: 58224 California Instrument location: On the Ground level, Latitude: 37.806° N Second floor and Roof of the Longitude: 122.267° W building. Instrument owned by: California Division Site surficial geology: Qm, Merritt Sand. of Mines and Geology (CDMG) Depth to bed rock: Not Known.

SUBSURFACE INFORMATION:

Boring 1 (Borehole B-1) Performed by Purdue University Depth: 391 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: July 20-23 1992 Geotechnical log by: S. Guha, Purdue University Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: July 23, 1992.

Boring 2 (Borehole B-2) Performed by Purdue University Depth: 97.5 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: July 24 1992 Geotechnical log by: S. Guha, Purdue University Subsurface Geophysics: None

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 4 Figure 2 Site map showing the location of the instrument site and boring 6 Table 1 Geotechnical Log of Boring 1 (Borehole B-1). 7 Figure 3 P and S wave velocities determined by the suspension method for Boring 1 (Borehole B-1). 20

Table 2 Geotechnical Log of Boring 2 (Borehole B-2). 17 References 21

Oakland Two-Story Site CDMG Station No. 58224 Page 2 UJLPE BCS/CUREe

OAKLAND TWO-STORY . BUILDING -

Figure 1 - Regional geological map for the instrument site. (Ref. 3) (see following page for description of map units).

Oakland Two-Story Site CDMG Station No. 58224 Page 3 UJLPE BCS/CUREe

EXPLANATION

Qls

Landslide debris Clayey, silly sand that has mooed down sleep slope on Yerba Buena Island.

Qaf

Artificial fill Sand, clay, or miscellaneous refuse.

Reworked colluvium Silty, clayey sand derived from URGER ping sandstone of the gravity; Franciscan group; moved downslope by water and RY

in places reworked by wind. A ATERN

Qbm' U Q Bay mud Sandy, clayey sill with shells and other organic material. Underlies most artificial fill. • Qtc Merritt sand Temescal formation Beach or near-shore deposit of slightly clayey, Alluvial-fan deposit comprising interfingering silly sand. lenses of clayey gravel, sandy silty clay, and sand-clay-sill mixturcl.

Alameda formation Upper exposed few feel 4:imposed of sandy, silty clay with few pebbles; lower part consists of ccnainental and marine sand, S clay, gravel. Maximum known thickness, 1,050 feet. EOU TAC E R

Knoxville formation (Jurassic) Franciscan group

Shale with some beds of graywacke. ASSIC C

(Jurassic and Cretaceous) R

Gray-goodie with small amounts of shale. JU

Figure 1 - (continued) Description of Map units for the first portion of Fig. 1. Instrument site condition is noted by the bullet.

Oakland Two-Story Site CDMG Station No, c8224 Page 4

UJLPE BCS/CUREe

_1 I IL 19TH STREET

DIVERSIFIED PARKING

PARKING LOT

PARKING LOT \ E

DOUGLAS PARKING NH II: NU

PARKING LOT H: NOS

ER AVE ;1-11— APPROXIMATE

-°' BORING LOCATION 3AV APARTMENT. 311N WEBST 4-1-20 feet \ AK f \ ../.°°..° OAKLAND TVVO-STORY OFFICE , / _....„, BUILDING BUILDING -•...... \ / ..."--°— \ , ZL1 \ / " INSTRUMENTS o / N / N / N / N / _* N STORE 1700 •••......

17TH STREET

NOT TO SCALE 1

Figure 2 - Site map showing the location of the instrument site and borings. Boring 1(Borehole B-1) and Boring 2 (Borehole B-2) drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants between July 20 and 24, 1992 to depths of 391 feet and 97.5 feet respectively. Mr. S. Guha of Purdue University logged the borings. (Ref. 2).

Oakland Two-Story Site CDMG Station No. 58224 Page 5 UJLPE BCS/CUREe

PI oject* EPRI FIELD EXPLORATION OAKLAND, CALIFORNIA Log of Boring No. B-1

Date Drilled: July 20-23, 1992 Remarks: Type of Boring: Wash Boring (Drao Bit) Logged by: S. Guha Hammer Weight: Location: Oakland 2-Story Building

LABORATORY TESTS

ft. d

/ les .d t h e =... t fine f ress. tur

MATERIAL DESCRIPTION ten 2 R s % is

A' eng p Blows Samp 0 0 mp con

Con o Str Mo Co Un SANDY GRAVEL (GM) (topsoil) - _ Dark brown, weathered, silt fines - SANDY SILT (ML) - _ Brownish yellow - _ 5 — SILTY SAND (SM) Yellowish brown, poorly graded ------— 10 — - - - - -1 - - Grades yellowish gray - 15 — _ A El 69 ------i - 20 —, — - - --, - -1 - - - 25 — CLAYEY SILT (MH) - - Greenish gray, stiff ------• 30 — — _ SANDY SILT (ML) - Yellowish brown - - _ - _ SAND (SW) 35 — — Very stiff, well graded, interbedded with gravel, little or no - fines - _ B 0 18 _

- SANDY CLAY (CL) - - Yellowish gray, stiff, fine to medium gravels - _ 40— Table 1 - Geotechnical Log of Boring 1 (Borehole B-1). This boring was logged by S. Guha of Purdue University on July 20-23 1992. See Fig. 2 for Borehole location. (Ref. 2). Oakland Two-Story Site CDMG Station No. 58224 Page 6 UJLPE BCS/CUREe

PI cnect EPRI FIELD EXPLORATION o c Log of Boring No.P L i

OAKLAND, CALIFORNIA . _ . . 0 4. 2 & - ,..

1 1 I

_ d

I t h e ss. t ity fine f re s les tur

.e 0 ten rY d s n n n %. is P eng p MATERIAL DESCRIPTION D mp

0 De Co 3 Str Sa Com Comp ap Unco Mo - .! I _ - SILTY CLAY (CL) - Yellowish gray, stiff, some fine gravels - - — - 45_ - - _ - - - - - — 50 — - - - - _ -

55 — Grades with sand lenses — T - C E 22 - Grades with brownish stains (mottlings) - T - - — 60 —1 Grades with fine to medium gravel - -1 T - -1 - - _ Grades with yellowish gray stains 65 — T — - - -, - - - - - 70 — Grades with fine to medium gravel — - T ------, — 75_ - - _ Grades with yellowish fine silt seams _ _ T _ - 80— — — Grades with brownish-yellow stains - — T — — - — _

Table 1 (continued) Oakland Two-Story Site CDMG Station No. 58224 Page 7 UJLPE BCS/CUREe

I I A. Ploject EPRI FIELD EXPLORATION 3 :_ Log of Boring No.9 9

OAKLAND, CALIFORNIA . _ k 0 5 dr

t h ss. 0 t ity ft. f ' flne i re

a) / s

.d ture rI ten c s n % is P eng p p ws

MATERIAL DESCRIPTION con De lo Con Str 8 Mo B Comp a Un

1 I I 85 — SILTY CLAY (CL) - - Dark brownish gray, medium stiff ------— 90— - - . - - - - — 95— - - -, - -m - - - — 100 — Grades to yellowish-gray, medium stiff, fine sands - T - - - _ - - SANDY SILT (SC-ML) — 105 — Yellowish brown, intermixing clay and gravel ------— 110— - - - 7 . - - - _ 115— - SILTY CLAY (CL) - - Light gray, very stiff, fine to medium gravels - - PT1 - - — 120— e Grades with fine to medium gravels, very sittf - PT2 - / T - Grades without gravels, very stiff -PT3_ .. T - — 125 — - - - I - Grades sandier, very stiff _ PT4 0 T - '

Table 1 (continued) Oakland Two-Story Site CDMG Station No. 58224 Page 8 UJLPE BCS/CUREe

I 1

Pi ojec 1* EPRI FIELD EXPLORATION . P ... . P C .

OAKLAND, CAUFORNIA Log of Boring No.

J r 2 d

t h & ss. t ity e les i

.e fine ture ten f. s d If is P p I Dry

o MATERIAL DESCRIPTION con Dens Con — Streng

8 Mo Samp co cow Un

I 1 -PT4 - — 130 — pi-5 Grades with fine sand seams, very sitft - T - - - - - _ - — 135— ... _ - - - N Grades with fine sand, very stiff - - PT6 T

------— 145--' - Grades olive green, very stiff - "PT7 - - s.. - - _ PT8 — 150 \ _ - - - - H — 155 - -1 - -1 - , - —. 160- Grades with silt fines and gravels, very stiff - PT9 T - _ - - 7 -, — 165— - - - - Grades with yellowish brown SILTY CLAY (CL), with _ T some fine sands - - 170 — F. SANDY SILT (ML) - -PT10 Yellowish brown, very stiff, some clay fines and gravels - -

Table 1 (continued) Oakland Two-Story Site CDMG Station No. 58224 Page 9 UJLPE BCS/CUREe

Ploject° EPRI FIELD EXPLORATION - OAKLAND, CALIFORNIA Log of Boring No. B-1 (continued) I

t les

ture ct...: ten % 8 - 0 MATERIAL DESCRIPTION is Con co Mo ° c o a _ 1 Samp - - - 175 — _ - SILTY CLAYEY GRAVEL (GC) _ Greenish brown, (poorly graded mix), some weathered _ sittstone flakes - - - - - —• 180 SILTY CLAY (MH-CH) -IPT11 - - Dark greenish gray, very stiff, with some silt fines and _ gravel , - - - 185— — - _ _ - _ - -, -

190 — E — --,PT12 Grades olive green to dark gray with some yellowish fine - T sands, very stiff (CH) _ , _ - - - 195 — — - - - _ ' - - - 200 — — Grades with some weathered shells (whitish fragments), IPT13 T very stiff (CL-CH) - _ _ - - - - 205 — — • - - - - - _ - - 210— — Grades dark gray to black, very stiff (CL-CH) — PT14 T - _ - - . _ - _ 215— — - I -

Table 1 (continued) Oakland Two-Story Site CDMG Station No. 58224 Page 10 UJLPE BCS/CUREe

PI off' t- EPRI FIELD EXPLORATION OAKLAND, CAUFORNIA Log of Boring No. B-1 (Continued) 1 1

.. d

t h t les fine f

.c- ress. ture ten

t s n is eng p on

MATERIAL DESCRIPTION mp 0 0 c Co Str Mo

:i.. Samp Co Un -_ SILTY CLAY (MH-CH) - - - — 220 — -PT15 T - _ Grades dark gray to black, very stiff (CL-CH) - - - SILTY CLAY (CL) - - Olive green, hard 225— — - - -, - - -

230 -1 i - -\PT-1 - -i - -I - - . 235— — ------Grades less sitff — 240 — i -IPT-1 T - -, - -, - - , 245— — Grades with brownish sandy silty seams - . T - - - - Grades with yellowish brown sandy seams 250—, T — -PT-18 Grades greenish gray, hard - - T - - - - - 255— — . - - - - } SILTY CLAY (CL) pocket, brown - 7 .. 26O-T-19

Table 1 (continued) Oakland Two-Story Site CDMG Station No. 58224 Page 11 UJLPE BCS/CUREe

Ptoject• EPRI FIELD EXPLORATION OAKLAND, CALIFORNIA Log of Boring No. B-1 (Continued

t ›. n ft. les / ture te % 0....; is gl .2. .. VI". MATERIAL DESCRIPTION 8 ,; g Con 8— Mo a

Samp Blows - 0

_ I

- SILTY CLAY (CL) continued - - Grades greenish gray with sands, very stiff - j p-r.l i _ 265 — _ SANDY SILTY CLAY (CL-ML) - Brownish yellow, very stiff, sandstone fragments _ - - SILTY CLAY (CL) -, - Greenish gray, very stiff, fine sand seams 270— — ------1 275— — - - - Grades with brownish gray SILTY CLAY (CL) and sand - _ T fines - - - 280— — _ T Grades with greenish gray SILTY CLAY (CL) - -, - - _ - - T Grades with brownish gray silty SANDY CLAY (CL-ML) 285— — _ ------

290— — ------— 295— _ _ Grades with greenish gray SILTY CLAY (CL-ML), with T _ _ sand fines - - 1 _ - 300— — - - - _ _

Table 1 (continued) Oakland Two-Story Site CDMG Station No. 58224 Page 12

UJLPE BCS/CUREe

EPRI FIELD EXPLORATION PI oic ct 0 3 • ( OAKLAND, CALIFORNIA Log of Boring No.. . .G • L peu s

liB sei t ft.

ity Uuo les / f u

. z sd ck ture ten c Q. ..: o is P uo Dry o u s MATERIAL DESCRIPTION u Dens 9 Con n Mo Samp Blows _ - SILTY CLAY (CL) continued - - — 305 — - —1— Grades with dark greenish gray to black SILTY CLAY (CL) . - - # very stiff - _ - - - — 310 - SANDY SILTY CLAY (CL) - Yellowish brown, soft, gravelly , - - - - - — 315—

SANDY SILTY CLAY (CL) - _ Yellowish brown, very sitff - - Grades with brownish gray SILTY CLAY (CL) — 320 — - T - -, - _ - - — 325 — SILTY CLAY (CL-ML) - Brownish gray, very stiff, silt fines and some gravels - - - _ - - -, 330 - - -1 Grades with brownish gray , very stiff, SANDY SILTY -1 T CLAY (CL-ML), intermixed with some gravels - - - 335_ — _ - _ -1 _ - - _ _ 340 — Grades with greenish gray silty clay and brownish sandy - T silty mix, with some gravels, (CL-ML) - - - _ - - - 345— — - -

Table 1 (continued) Oakland Two-Story Site CDMG Station No. 58224 Page 13

UJLPE ECS/CUREe

P t olec t° EPRI FIELD EXPLORATION Log of Boring No. B-1 OAKLAND, CALIFORNIA (Continued) v • ,.. ca 0 2 E 2 2 . t•fo "B = 1.). 2 - 1 .S2ca, p c p. c¢4eS. MATERIAL DESCRIPTION m 8 - _ SANDY SILTY CLAY (CL) continued - - - -

350 -- CLAY (CL-CH), mixed Grades with greenish gray SILTY - T with yellowish brown SANDY SILT and gravel • ------, - - 355-- - ' Grades with brownish SANDY SILTY CLAY (CL-ML) T and some gravels, stiff - - - - - 7 - 360- - - Grades with brownish SANDY CLAY (CL-ML) and some _ silt fines and gravels, stiff - T - - - - - 365-i Grades with brownish SANDY SILTY CLAY (CL), very - T stiff ------a - 370 -h 1- _ Greenish gray SANDY SILTY CLAY (CL-CH) with some - gravels, stiff _ a - _ - - 375 - Greenish gray SILTY CLAY (CL), with fine to medium ' - a T sands, very stiff - - _ - Harder stratum of sand mixed GRAVEL and SILTY - _ T CLAY (CL), stiff _ 380- _ - -_Grades with brownish yellow SILTY CLAY (CL-CH),hard Brownish SILTY CLAY (CL) with some sandstone _ - fragments, hard _ - 385-_ with more sandstone - - Brown gray SILTY CLAY (CL-CH), T fragments - - - - stratum with clay - - Predominantly SANDY GRAVELLY sandstone fragements 390- -1— fines, intermixed with weathered

Table 1 (continued) Page 14 Oakland Two-Story Site CDMG Station No. 58224 UJLPE BCS/CUREe

Pi oject° FIELD EXPLORATION AT Log of Boring No. 6-1 OAKLAND 2-STORY SMIP SITE (Continued)

t e h s t ft. /

les fin i re ture ten n s n % a ...: is ws MATERIAL DESCRIPTION P co lo

Co u

8 — Streng Mo B Samp Comp Un

1 _ - BOTTOM OF BORING AT 391 FEET. - - - 395— — - - - - _ - - - — 400 — - - -1 - SAMPLER LEGEND - — 405 — 0 3-INCH I.D. SHELBY SAMPLER - - I 3-INCH I.D. SPLIT SPOON SAMPLER - - N ....____ _ — 410 —I I - . Water Level Measured .. - at Time of Drilling _ '1 - .. - 415— — - - -, - - - - _ 420 — - - - - _ - - - 425— — - - - - _ - - 430— — - - - _ - - - - 435 —

Table 1 (continued) Oakland Two-Story Site CDMG Station No. 58224 Page 15 UJLPE ECS/CUREe

F'ioject° EPRI FIELD EXPLORATION OAKLAND, CAUFORNIA Log of Boring No. B-I

Date Drilled: July 24, 1992 Remarks: Type of Boring: Wash Boring (Drag Bit) Logged by: S. Guha Hammer Weight Location: 2-Story Building

LABORATORY TESTS

ft. c / les Z

s t l h

t o lne — = f i K > DJ 5 —I rn r a m 0 a) ii -i z c 5 ress. ture ten ng low a — s % is p Samp B 0 Con Stre Mo Comp Uncon _ SANDY GRAVEL (GM) _ _ Dark brown, (topsoil), weathered with silt fines _ SANDY SILT (ML) - Brownish yellow _ - 5 — " SILTY SAND (SM) . Yellowish brown, poorly graded _ . - - - - _ 10 — - -

- _ ..: _ 15— _ - _ _ - - - _ - _ 20 - -

-1 - -, - 25 — CLAYEY SILT (MH) - - Greenish gray, soft - - - _ - _ 30 — — T SANDY SILT (ML) - -' Yellowish brown - . - - - 35 — SAND (SW) — Well graded sand interbedded with gravel, little or no fines -4 - - - - - SANDY CLAY (ML) _ Yellowish gray, with fine to medium gravels 40 — _

Table 2 - Geotechnical Log of Boring 2 (Borehole B-2). This boring was logged by S. Guha of Purdue University on July 24 1992. See Fig. 2 for Borehole location. (Ref. 2). Oakland Two-Story Site CDMG Station No. 58224 Page 16 UJLPE BCS/CUREe

PI oject° EPRI FIELD EXPLORATION OAKLAND, CAUFORNIA Log of Boring No. B-(1

(Continued)

c d

t e h t

. ft. in I" ess. / les f i r ture ten ng . z s % is a ..: • MATERIAL DESCRIPTION P con lows Con Stre 8 - Mo B Samp Comp Un

. _ I I

SILTY CLAY (CL) - - Yellowish gray, with some fine gravels - - — 45_ - - - -

- _ 50 -4 - -1 - - - Grades with sand lenses — 55 — - T - - Grades with brownish strains (mottlings) - _ T - - - — 60 — Grades with fine to medium gravel -, - T _ _ - - - Grades with yellowish gray stains (CL) 65 — — T - - - - -1 - - — 70 — Grades.with fine to medium gravel (CL) - - T - - - -

75 — U -ST 20 - - SILTY CLAY (CL) - Yellowish brown, very stiff - -

— 80 —' Grades sandier, very stiff "ST 21 " _ T - - - - -

Table 2 (continued) Oakland Two-Story Site CDMG Station No. 58224 Page 17

UJLPE BCS/CUREe

AVIOga: EPRI FIELD EXPLORATION OAKLAND, CALIFORNIA Log of Boring No. B-1 (Continued) ., a a l- d 2 E 'r- .12 11-,7. Ac4-OcEr,, Q..Es. MATERIAL DESCRIPTION 2 U) co D w , ...., 85 — I ' "ST 2 —, . — : — 90 — { T SILTY-SANDY CLAY (CL) - - ST 2 Yellowish brown, very stiff - . - - - 95 — i — Grades with sand pockets, very stiff - — ST 2 T - - . BOTTOM OF BORING AT 97.5 FEET. - - - _ 100— - _ - -1 _ -, , .., _ 105— ... . - - -, - - - 110— — - - - - -, - - — 115— -1 ------_ 120— _ - _ - _ - — 125— _ - - -

Table 2 (continued)

Oakland Two-Story Site CDMG Station No. 58224 Page 18 UJLPE BCS/CUREe

EPRI/CUREE OAKLAND 2-STORY SUSPENSION LOGGING P- AND S- WAVE VELOCMM DATA COLLECTED JULY 23,1992

0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by the suspension method for Boring 1 (Borehole B-1). Measurements were carried out by Agbabian Associates on July 23, 1992 to a depth of 374 feet in an uncased borehole drilled in clay. Downhole measurements were not done because of the soft soil. No attenuation data were available at this site, as downhole method measurements were not made. (Ref. 1).

Oakland Two-Story Site CDMG Station No. 58224 Page 19 UJLPE BCS/CUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Radbruch, "Areal and engineering geology of the Oakland West Quadrangle," U.S. Geological Survey Miscellaneous Geologic Investigations Map 1-239, 1957.

Oakland Two-Story Site CDMG Station No. 58224 Page 20 17 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Palo Alto Veterans Administration Hospital USGS Strong Motion Station No. 1227

This report was prepared under the sponsorship of the Building Contractors Society ofJapan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: PALO ALTO VETRANS HOSPITAL MEDICAL CENTER

Address: Palo Alto, California Instrument location: The strong motion Latitude: 37.4000 N instrument is located in the Longitude: 122.140W basement of the main hospital Instrument owned by: United States building. Geological Survey (USGS) Site surficial geology: Holocene bay Site number: 1227 mud Depth to rock: 435' Depth to water table: unkown

SUBSURFACE INFORMATION:

Boring 1 Performed by USGS Depth: 487 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: August 29-September 13, 1990 Subsurface Geophysics: P and S wave velocities Performed by: Redpath Geophysics Date: October 9, 1990

TABLE OF CONTENTS

Figure 1 Regional map showing the instrument site and boring locations 3 Figure 2 Map showing the thickness of young bay mud, southern San Francisco Bay, California 4 Figure 3 S wave velocities determined by downhole methods by the USGS. Dashed lines represent plus and minus one standard deviation. 12 Figure 4 P wave velocities determined by downhole methods by the USGS. Dashed lines represent plus and minus one standard deviation. 13

Table 1 Geotechnical log of boring 6 Table 2 Boring log legend sheet 11

References 13

Palo Alto VA. USGS Station No. 1227 Page 2 UJLPE BCSJICUREe

Io IVERSI , , ,:opweistrel • . p 7. 0. Pr' ar7 • iv . • •-•• • • f C eiFe" s, (AT P7 464•4 74 • ito so, .

sta.

' #1, . -..,,, • • -

- e"' ", - , ___...,-ev - • \ • ,-,\ '„ c- 4 ^ ' . • _4 Quatrain ecoh 7.4R6c110 1 aFjcilItY _TFMT*7 'a itanLe- ' E4‘..tv F\ \ .4 ) \-'•'‘ Z vr - I 01Thi'7 ' "-•-.44,2 ,", ..'-'•

SCALE 1 24 000 I MILE

IOCC I 000 2000 3030 4000 5000 6000 7000 FEET 5 I KILOMETER

Figure 1 - Regional map showing the instrument site and boring locations. The boring is located within 15 meters of the strong motion recorder.

Palo Alto VA. USGS Station No. 1227 Page 3 UJLPE BCSJICUREe

Figure 2 - Map showing the thickness of young bay mud, southern San Francisco Bay, California. (See following page for description of map units) (Ref. 4).

Palo Alto VA. USGS Station No. 1227 Page 4 UJLPE BCSICUREe

Explanation

Generalized thickness contours , in feet, of younger bay mud. Contour interval is 10 ft. (3 m) or 20 ft (6 m). Hachures point towards areas where mud is thinner than the value of the surrounding contour.

Uncertainty in thickness generally less than or equal to one-half the local contour interval.

Uncertainty in thickness generally less than or equal to the local contour interval.

Uncertainty in thickness may be greater than the local contour interval.

Soft gray clay, probably young bay mud, located landward of historic tidal marshes

Locations of boreholes

Borehole from which young bay mud was not reported

Borehole from which top and bottom of young bay mud was reported

Borehole from which top, but not bottom, of young bay mud was reported

Figure 2 (continued) Description of map units of first portion of Fig. 2.

Martinez V.A. M.C. USGS Station No. 1448 Page 5 UJLPE BCSICUREe

SITE: PALO ALTO VETERANS HOSPITAL DATE: 8/ 29/90

0 • T ; Z PE I ° DESCRIPTION FOO

TY cc a E SAMPLE

' 0 0 CLAY. dk. grayish brown, v. stiff (LATE PLEISTOCENE ALLUVIUM)

24 DEM ------.._-- mottled brown and yellowish brown ,i-..---__—.E.....____ ...... --..-- 30 MI '

SANDY CLAY LOAM, yellowish brown, (SANTA CLARA FORMATION) 50/ --1,--: - 5 some fine gravel 5 . fl 'ti= ' • FINE GRAVEL 52 SANDY CLAY, pale brown

31 10 .•-"'‘..f.". FINE GRAVEL SANDY CLAY LOAM, yellowish brown, up to 40% fine gravel 5 0 / ... • 4•

.. et .,3, : 15

x, 50/; SANDY GRAVEL, clic yellowish brown, poorly sorted 0. °•.°.•v,:tc 3 • 4 al31.;i439 0.‘39.;$:; 20

oNg .. • ..e. i

o,....-.0 . . o.,..6.-,••• .. .. .-. SANDY CLAY LOAM, mottled pale brown and yellowish brown 25

hirtnIr. 6- SANDY GRAVEL

strong brown 30

Table 1— Geotechnical Log of Boring; see Fig. 1 for location; see Table 2 for legend.

Martinez V.A. M.C. USGS Station No. 1448 Page 6

UJLPE BCSICUREe

SITE: PALO ALTO VETERANS HOSPITAL DATE:

)1 E I I0 TH I OT WS/ ters

PE I a. 0 P

MPL ‹ DESCRIPTION FO TY DE (me SA BLO 0 30 73 C ,...

yellowish brown 35

100 CA strong brown •

P yollowish brown .-

45 — ,

LOAM to SILTY CLAY LOAM, yellowish brown 54 50

, FINE GRAVEL

SANDY CLAY LOAM, poorly sorted, 10-20% fine gravel e t-55 .14

......

Table 1 (continued)

Martinez V.A. M.C. USGS Station No. 1448 Page 7 UJLPE BCSICUREe

SITE: PALO ALTO VETERANS HOSPITAL DATE:

C.) ) E 0 PE ters t'• o PTH MPLE 1 OWS!1 < , DESCRIPTION FOOT 1 TY

c DE (me BL SA o 60 SANDY CLAY LOAM 4-

.---e

...... 4 -65 FINE GRAVELLY SANDY CLAY LOAM, yellowish brown, v.dense

,-- 60/ CA 6' '• -70 -1

P ... 32 75

FINE GRAVEL

k•- -80 50/ C .1- 5'

F.-4;—‘-- Le-2-85 rw---••••••••••••'n

, P—...

' 90

Table 1 (continued)

Martinez V.A. M.C. USGS Station No. 1448 Page 8

UJLPE BCSICUREe

SITE: PALO ALTO VETERANS HOSPITAL DATE:

CO 0.. ...I la O. 0. 00 DESCRIPTION < CD 90

"-95

50/ "trf r• 4.

v--1 00

105

L110 GRAVELLY SAND

15 SANDY CLAY LOAM, strong brown • No-

0 120.

Table 1 (continued)

Martinez V.A. M.C. USGS Station No. 1448 Page 9 UJLPE BCSICUREe

SITE: PALO ALTO VETERANS HOSPITAL DATE:

) 0,- E 1 IC1 ters 0 PE APH

00 LOG DESCRIPTION R TY DEPTH (me SAMPL to G 120

r-125 , . 0 . — _ ... 130 —

SILTSTONE, greenish gray, firm (MERCED FORMATION?)

135

—,.....-- — 140 GRAVELLY ,

145

DC —

—150

Table 1 (continued)

Martinez V.A. M.C. USGS Station No. 1448 Page 10 UJLPE BCSICUREe

Rock hardness: response to hand and geologic Texture: the relative proportions of clay, silt, and hammer: (Ellen et al.. 1972) sand below 2mm. Proportions of larger particles are indicated by modifiers of textural class names. hard - hammer bounces off with solid sound Determination is made in the field mainly by feeling firm - hammer dents With thud, pick point dents or the moist soil (Soil Survey, Staff, 19511. penetrates slightly soft - pick points penetrates 00 friable material can be crumbled into individual grains by hand.

Fracture spacing: (Ellen at at., 1972)

I cm fracture snacinct i . b 1 0-1 0-1/2 v. close SANDY Cl.•/ 1-5 1/2-2 close I SANDY CL AY 5-30 2-12 moderate LOAN

30-100 12-36 wide

>100 >36 v. wide

Weathering: Fresh: no visible signs of weathering Slight: no visible decomposition of minerals, slight Color: Standard Munsell color names are given for discoloration the dominant color of the moist soil and for Moderate: slight decomposition of minerals and dis- prominent mottles. integration of rock, deep and thorough discoloration Deep: extensive decomposition of minerals and complete disintegration of rock but original Types of samples structure is preserved. SP- Standard Penetration 1+3/8 in in ID sampler) S - Thin-wall push sampler Relative density of sand and consistency of clay is 0 - Osterberg fixed-piston sampler correlated with penetration resistance: (Terzaghi and P. Pitcher Barrel sampler Peck, 1948) CH - California Penetration (2 in ID sampler) DC - Diamond Core

1relative blows/ft. ;tensity plowstft. consistency - 0-4 v. loose <2 v. soft

4-10 loose 2-4 soft

10-30 medium 4-8 medium

30-50 dense 8-15 stiff

>50 v.. dense 15-30 v. stiff

>30 hard

Table 2 - Boring log legend sheet.

Martinez V.A. M.C. USGS Station No. 1448 Page 11 UJLPE BCSICUREe

S Velocity (m/sec) 200 400 600 800 1000

CLAY (LATE PLEISTOCENE ALLUV(UM)

SANDY CLAY LOAM (SANTA CLARA FORMATION) SANDY CLAY

GRAVELLY SANDY CLAY LOAM

SANDY GRAVEL

SANDY CLAY LOAM

50 - FINE GRAVEL

•••• ••• SANDY CLAY LOAM

GRAVELY SANDY CLAY LOAM a)

_c a) 100

GRAVELLY SAND

SILTSTONE MERCED FORMATION?)

150 -

Figure 3 —S wave velocities determined by downhole methods by the USGS. Dashed lines represent plus and minus one standard deviation. The statistics are done on the slope (reciprocal velocity) so that some of the limits do not appear symmetrical. Simplified geologic log is shown for correlation with velocities. (Ref. 1).

Martinez V.A. M.C. USGS Station No. 1448 Page 12 UJLPE BCSICUREe

P Velocity (m/sec) 500 1000 1500 2000 2500 3000

SANDY CLAY LOAM ISANTA CLARA FORMATION) SANDY CLAY

GRAVELLY SANDY CLAY LOAM

50 -

150 -

• I • I I • I fl-g lir '11,11111 II 1 I II 1 11.

Figure 4—P wave velocities determined by downhole methods by the USGS. Dashed lines represent plus and minus one standard deviation. The statistics are done on the slope (reciprocal velocity) so that some of the limits do not appear symmetrical. Simplified geologic log is shown for correlation with velocities. (Ref. 1).

Martinez V.A. M.C. USGS Station No. 1448 Page 13 UJLPE BCSJICUREe

References

Gibbs, J.F., T.E. Fumal, D.M. Boore, W.B. Joyner, "Seismic Velocities and Geological Logs from Borehole Measurements at Seven Strong Motion Stations that Recorded the 1989 Loma Prieta Earthquake," U.S. Geological Survey Open-File Report 92-287, Menlo Park, 1992.

Redpath Gephysics, Letter Report to Lelio Mejio, Woodward Clyde Consultants, Oakland, California, October 12, 1990.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

"Depth to bed rock contour map, Menlo Park-Atherton area," U.S. Geological Survey, Open File Report 90-74, 1990.

Palo Alto VA. USGS Station No. 1227 Page 14 18 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Patterson Pass Road USGS Strong Motion Station No. 1225

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSJICUREe

SITE NAME: PATTERSON PASS ROAD

Address: Patterson Pass Road, Instrument location: On Patterson Pass Livermore, Caifornia Road in Livermore. Latitude: 37.700 ° N Site surficial geology: To Cierbo Longitude: 121.671 0 W Sandstone Instrument owned by: United States Depth to bed rock: Instrument is located Geological Survey (USGS) on rock Site number: 1225

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 121 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: September 14, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities and Spectral slope Performed by: Agbabian Associates, Pasadena, CA. Date: September 15,1992.

TABLE OF CONTENTS

Figure 1 Regional geological map of the Las Positas, Greenville and Verona Faults, Eastern Alameda County 3 Figure 2 P and S wave velocities determined by suspension and downhole methods for Boring 1. 8 Figure 3 Estimate of damping obtained between 50 and 10 feet using the spectral slope method for Boring 1. 9

Table 1 Geotechnical Log of Boring 1, see Fig. 1 for location 5

References 10

Patterson Pass Road. • USGS Station No. 1225 Page 2

UJLPE BCSJICUREe

APPROXIMATE • BORING 1,OCAT1ON

11,41.6

afli IQ er, • TER PI TA

Oo; 2 ;01A Ap. , LABORATORY; — .7. 1.1 V.! OMB • 8M 6. , Li „p ••=,4•••_.‘ • ....C 71:••11.1WqicL1111770.71 .7:. 1X4 /-0;.ri .,:= 747. • A •1 ..4741: • / I4Ráb-i_.. 4

/ .1' • ' .9o. o 2 .1• I

SCALE 1 24 COO I MIL:

It:00 0 10:0 3000 4 6000 7000 71E1

50 0t.ORETC17 -N -

Figure 1 - Regional geological map of the Las Positas, Greenville and Verona Faults, Eastern Alameda County (see following page for description of map units) (Ref. 4)

Patterson Pass Road USGS Station No. 1225 Page 3 UJLPE BCSJICUREe

()so RECENT STREAM GRAVEL

010 RECENT FLOOD PLAIN ALLUVIUM

OLDER ALLUVIUM, divided incn:

Unit I

Unit 2

0003 Unit 3

Unit 4 0004

LIVERMORE GRAVELS OF CLARK (1930) (Pliocene and Pleistocene) --Brown tolightgray OhI and greenish -blue silty cla y or clayscone.. Contains scattered vertebrite fossils GREEN VALLEY AND TASSAJARA FORMATIONS, UNDIVIDED, OF CLARK (1943) (Plio- OTgt cene and Pleistocene)—Red and maroon conglomerate, brown sandstone, blue, gray, brown, and red siltstone and claystone with minor gray limestone, lignite, and tuff

NEROLY SANDSTONE (Miocene)--Blue sandstone, brown shale, and minor To brown siltstone. andesitic tuff, and conglomerate

Tc CIERBO SANDSTONE (Miocene)--Gray, brown, and white sandstone with minor conglomerate, brown tuff, and carbonaceous brown shale. • Ostrea and Modiolus shells common near base BR1ONES SANDSTONE (Miocene)--Gray, calcareous sandstone with pebbly Tb she'll, conglomerate near middle and minor yellow limestane. Abundant Ostrea shells in conglomerates

OURSAN(?) SANDSTONE (Miocene)--Brown sandstone with minor shelly Tot and pebbly conglomerates

TESLA FORMATION (Paleocene and Eocene) --Uhite,and buff sandstone and Tt carbonaceous shale with minor lignite and white to light-blue clay

GREAT VALLEY SEQUENCE (Jurassic and Cretaceous)—Brown, massivm,.. KJII• places concretionary sandstone, brown thinly bedded siltstone and shale with scattered conglomerate lenses, grayish-brown carbonaceous shale, and dark-gray to black concretionary shale with minor fossiliferous sandstone •

FRANCISCAN ASSEMBLAGE (Jurassic and Cretaceous)--Gray-green sandstone KJf and shale and red and green chert with minor greenstone, conglomerate, diabase, serpentinitc, limestone, and blueschist

Figure 2 (continued) Description of Map units of first portion of Figure 2. Instrument site condition is noted by the bullet.

Patterson Pass Road USGS Station No. 1225 Page 4 UJLPE BCSJICUREe

SITE: PATTERSON PASS ROAD DATE: 9/14/92

,_ w cn _, x — Q- w 0 0 in_ ..j0 < >- CO LL U) i- DESCRIPTION

SILTY LOAM, white, loose --\•SANDSTONE, white to gray, very weathered, fine grained, soft

slightly harder, less weathered, yellow to white

brown, fairly weathered, widely fractured

I- CLAYSTONE, grey, very weathered, soft

slightly harder, some fine sand

SAMPLE 1 7:\-SAN0ST0NE, deep brown to orange, very weathered, fine grained

CLAYSTONE, deep brown, soft

.\-30

dk gray, slightly harder

"s-40 SAMPLE 2 (5 int)

N. L3- SANDSTONE, dk gray, unweathered, moderately fractured, fine grained, hard 14. "CLArSTONE, dk gray, soft (gets progressively harder)

Table 1— Geotechnical Log of Boring 1, see Figure 1 for location.

Patterson Pass Road USGS Station No. 1225 Page 5

UJLPE BCSJICUREe

SITE: PATTERSON PASS ROAD DATE: 9/14/92

(.3 ...... Li 0.1 U, ..,J = I ... 0_u CL. 00 X 0- < CD _J 0 <>- CC ID 03 li. (I)- CD _1 DESCRIPTION

16-

17-

18-

19-

20-

22-

23-

24- -80 25- SHALE, dk grey, closely fractured, soft

slightly harder

27- 0 •

28-

29-

30- 00

Table 1 (continued)

Patterson Pass Road USGS Station No. 1225 Page 6 UJLPE BCSJICUREe

SITE: PATTERSON PASS ROAD DATE: 9/14/92

DESCRIPTION

100

slightly softer

32-

33- 110 34-

35-

36- -120 37-

38-

39- -130 40-

41-

42- -140 43-

44-

45-

-150

Table 1 (continued)

Patterson Pass Road USGS Station No. 1225 Page 7 UJLPE BCSJICUREe

EPRI/CUREE PATTERSON PASS VELOCITY LOGGING P. AND S- WAVE VELOCMES; DATA COLLECTED SEPTEMBER 15,1992

—•— SUSPENSION S-WAVE - • l• • • SUSPENSION P-WAVE DOWNHOLE S-WAVE CURVE FIT 10 -- 4- DOWNHOLE P-WAVE CURVE FIT

[

70 7

80 J

90 ri

100 2000 4000 6000 8000 10000 VELOCITY, FT/SEC

Figure 3 — P and S wave velocities determined by suspension and downhole methods for Boring 1. Measurements were carried out by Agbabian Associates on September 15, 1992 to a depth of 95 feet in an uncased borehole drilled in soft rock. (Ref. 1).

Patterson Pass Road USGS Station No. 1225 Page 8 Ln (Spectral Ratio) UJLPE Patterson Pass Road -3 -2 -1 0 spectral slopemethodfor Boring1.Theimportantparametersforthedamping 0 102030405060708090100 Depth Interval Figure 4— 50 -100 (ft) CALCULATED SPECTRALSLOPE Estimate ofdampingobtained between50and10feetusingthe Spectral Slope calculation aretabulated above..(Ref.1). (sec) -0.013 Patterson Pass,(1007501 USGS StationNo. 1225 Avg. SHVelocity FREQUENCY, Hz (ft/sec) 1000 Attenuation (Q) 12 Damping BCSJICUREe (D%) 4.1 Page 9 UJLPE BCSJICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Herd, "Geologic Map of the Las Positas, Greenville and Verona Faults," US Geological Survey Open File Map 77-689, 1977.

Patterson Pass Road USGS Station No. 1225 Page 10 19 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Piedmont Jr. High School Grounds CDMG Strong Motion Station No. 58338

The strong motion instrument is located on Piedmont Jr. High School grounds, west of the basketball court.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: PIEDMONT JR. HIGH SCHOOL GROUNDS

Address: Piedmont Unified School Instrument location: On the School District, 760 Magnolia Avenue, grounds west of the basketball Piedmont, California court. Latitude: 37.823° N Site surficial geology: KIS, Sandstone Longitude: 122.233° W and Shale Instrument owned by: California Division Depth to bed rock: Instrument located on of Mines and Geology (CDMG) bed rock Site number: 58338

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 100 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: July 27-28, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: July 28 and August 28, 1992.

TABLE OF CONTENTS

Table 1 Geotechnical Log of Boring. 6

References 10

Piedmont Jr. High School CDMG Station No. 58338 Page 2 UJLPE BCSICUREe

Figure 1 - Regional geological map for the instrument site. (Ref. 4) (see following page for description of map units).

Piedmont Jr. High School CDMG Station No. 58338 Page 3 UJLPE BCSICUREe

Tor

.777 r:

Onnda Formation roman...rote, •ilisione.

'lowlier.. Stip** indicetbm mud- TIARY R 51000 mosolper sit Imxt TE imcorrroftwire

Tice Shale

uNcourowm, Tr

Claremont Shale Stipple indiasles /sandstone member

Tao

Sobrante(?) Formation Snnelearne and MlUtone

Sandstone and shale

Pinehurst Shale

Pinehurst Shale and Redwood Canyon Formation Redwood Canyon Formation Predominantly Redeemed Canyon Predominantly mistletoe.* Formation. with minor amount. of Pine/aunt Skate too small to those on map S

Shepherd Creek Formation U O

Ku Predominantly aka,* E

Upper Cretaceous rocks, undivided Ko A • moo p peel. Iwrty indeed. Joaquin VOrmotiorro. Sksielenrd Creek V', motion. lseo0,I Co vt woo Oakland Conglomerate CRETAC rot motion. nod moombly on rerft• meted Eocene rock.

Joaquin Miller Formation Artie. mendsione. and ',lifter raroplomora to

so lb Valet .XLA Serpentine Gabbro

Kits Kitt tfl

ALI Odolone and shale Chert and shale Greensione Metamorphic rock Inrleide• .moll MOM /WI loci melte eilien•torboneele eo rh•re. o mmmmm 101., Er, rock probably derived It I pe•tioe. lend 'seinen*, from serpentine pkir rock• toe. •neoll to ' *knee on to. weep. or e •kno.o hp I.o ',non (toll)

Figure 1 - (continued) Description of Map units for the first portion of Figure 1. Instrument site condition is noted by the bullet.

Piedmont Jr. High School CDMG Station No. 58338 Page 4 UJLPE BCSICUREe

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on July 27-28, 1992 to a depth of 100 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

Piedmont Jr. High School CDMG Station No. 58338 Page 5 UJLPE BCSICUREe

SITE: PEIDMONT JUNIOR HIGH SCHOOL DATE: 7/27-28/92

...., w cr) -J X I— 0- uj 00 X o_ j0 < >- CD DESCRIPTION

SANDY LOAM, dark brown, approx. 2cm thick --\INTERBEDDED SANDSTONE AND CLAYSTONE: sandstone is fine to medium grained: claystone is yellow to grey: sandstone is typically harder than claystone ANDSTONE is yellow, very highly weathered, soft ....CLAYSTONE is dark grey, highly weathered, soft firm —10

SANDY CLAYSTONE is yellow, very weathered, firm -'-`very firm, yellowish grey, fairly weathered —harder 5t-\-1 hard softer 20 6-

dark grey to grey, slightly weathered 7

8- grey, unweathered

• i-30

14-

50 Table 1 - Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on July 27-28, 1992. See Fig. 2 for Borehole location. (Ref. 3).

Piedmont Jr. High School CDMG Station No. 58338 Page 6 UJLPE BCSICUREe

SITE: PEIDMONT JUNIOR HIGH SCHOOL DATE: 7/ 27-28/92

LLI-J 1-- 0_ Lu 0- ..- 0 0 X 0_ < CO 0- -•-• -.1 0 < >- Cr 0 w CO LL Li) C-0 DESCRIPTION

0 moderately to closely fractured

16- moderately fractured

17-

19-

20- closely fractured 21- very hard, moderately fractured —70

22-

23-

24-

25-

27- --GO " 28-

29-

30- 100

Table 1 (continued)

Piedmont Jr. High School CDMG Station No. 58338 Page 7 UJLPE BCSICUREe

SITE: PEIDMONT JUNIOR HIGH SCHOOL DATE: 7/27-28/92

E 8 •••.• •••.••• -J DESCRIPTION

. • . • . 100 . ' • . • • . • . 31-

• . . • . . . . . • . 32- •

• . . • - . • . . . . • • . • •

. . . 33- 110 34-

35-

36-

-120 37-

38-

39-

-130 40-

41-

42-

-140 43-

44-

45-

-150

Table 1 (continued)

Piedmont Jr. High School CDMG Station No. 58338 Page 8 UJLPE BCSICUREe

0 T' el SUSPENSION 3-WAVE SUSPENSION P-WAVE DOWNHOLE &WAVE CURVE FIT DOWNHOLE P-WAVE CURVE FIT 10 I I

20 A

30 _

60 1

70 1

90 4j

100 0 2000 4000 6000 8000 10000 12000 14000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on July 28 and August 28, 1992 to a depth of 92 feet in an uncased borehole drilled in rock. A conductor casing prevented suspension velocity measurements above 12 feet. 5- wave velocities could not be measured below 40 feet using the suspension method because of poor signal quality. Damping analysis was not successful due to high background noise. (Ref. 1).

Piedmont Jr. High School CDMG Station No. 58338 Page 9 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Radbruch, "Areal and engineering geology of the Oakland East Quadrangle," U.S. Geological Survey Miscellaneous Geologic Investigations Map GQ-769, 1969.

Piedmont Jr. High School CDMG Station No. 58338 Page 10 20 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Point Bonita CDMG Strong Motion Station No. 58043

The strong motion instrument is located in the Red Fire Hose House Number 12 north of the housing quarters.

This report was prepared under the sponsorship of the Building Contractors Society ofJapan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: POINT BONITA

Address: Point Bonita Instrument location: In the Red Fire Hose Latitude: 37.82° N House Number 12 north of the Longitude: 122.52° W hoysing quarters. Instrument owned by: California Division Site surficial geology: KJs, Sandstone and of Mines and Geology (CDMG) Shale Site number: 58043 Depth to bed rock: Instrument is located on rock

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 100 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: August 6, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: . August 7, 1992.

TABLE OF CONTENTS

Figure 1 Regional map showing the site location. 3 Figure 2 Regional geological map for the instrument site. 4 Figure 3 Site map showing the location of the instrument site and boring. 6 Figure 4 P and S wave velocities determined by suspension and downhole methods. 9

Table 1 Geotechnical Log of Boring 7 References 10

Point Bonita CDAIG Station No. 58043 Page 2 UJLPE BCSICUREe

Figure 1 - Regional map showing the site location.

Point Bonita CDMG Station No. 58043 Page 3 UJLPE BCSICUREe

Figure 2 - Regional geological map for the instrument site. (Ref. 4) (See following page for description of map units).

Point Bonita CDMG Station No. 58043 Page 4 UJLPE BCSICUREe

Symbol Description Oaf Surficial deposits, artificial fill (Quaternary) Oa Alluvium; unconsolidated deposits of clay, silt, sand, and gravel underlying the bottom lands of the main stream valleys, consisting of materials transported and deposited by the stream. (Quaternary) Qm Bay mud; marshlands, former marshlands, and mud flats bordering San Francisco and San Pablo Bays. thick deposits of unconsolidated, low-density, semi-fluid, highly compressed, highly impermeable silty clay. (Quaternary) Qc Colluvium; unconsolidated and unsorted soil material and weathered rock fragments accumulated on or at the base slopes by natural gravitational or slope wash processes. (Quaternary) Tv Volcanic rocks, undifferentiated; small exposures of andesite, decite, and rhyolite, most of which are dikes, but some of which may be remains of lava flows similar to those found near Novato on Burdell Mountain. (Tertiary) Sandstone and shale, with very minor amounts of conglomerate (Cretaceous) Sandstone and shale, predominantly thickly bedded, medium to coarse- grained graywacke composed of unsorted angular to subangular grains of quartz, feldspar, and dark rock fragments, with abundant fine-grained, clayey matrix (Cretaceous) KJch Chert, principally thinly bedded , hard, brittle, radiolarian chert; typically beds are one to a few inches thick sand segregated from one another by thin films or layers of shale. (Cretaceous) Kjg Basaltic volcanic rocks, all more or less altered; predominantly greenstone, originally basalt erupted in a submarine environment, and exhibiting pillow structure in places where well exposed (Jurassic) fm Franciscan melange, a tectonic mixture consisting of small to large masses of resistant rock types, principally of sandstone, greenstone, chert, and serpentine, but including various exotic metamorphic rock types embedded in a matrix of pervasively sheared or pulverized rock material (Jurassic)

Figure 2 - (continued) Description of Map units for the first portion of Figure 2. Instrument site condition is noted by the bullet.

Point Bonita CDMG Station No. 58043 Page 5 UJLPE BCSICUREe

Figure 3 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on August 6, 1992 to a depth of 100 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

Point Bonita CDMG Station No. 58043 Page 6 UJLPE BCSICUREe

SITE: POINT BONITA DATE: 8/6/92

-..... LU V) __I z - a. w 00 I a_ __10 < >- CO ll. (1) DESCRIPTION

0 •17 17 GRAVELLY SILTY LOAM (fill), strong brown, soft

.0 -o 0 0 a 0 0

SANDSTONE, brownish grey, medium to coarse grained, closely 2^ fractured, very weathered, firm harder, dark grey, moderately weathered

hard

20 SHALE, black, unweathered, very firm -\SANDSTONE, dark grey, medium to coarse grained, closely fractured, hard 7-,

SHALE, black, closely fractured, very firm

• --.30 6"-\SANDSTONE, dark grey, medium to coarse grained, closely fractured, hard

It-

slightly harder, closely to very closely fractured

50 Table 1 - Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on August 6, 1992. See Fig. 3 for Borehole location. (Ref. 3).

Point Bonita CDMG Station No. 58043 Page 7 UJLPE BCSICUREe

SITE: POINT BONITA DATE: 8/ 6 /92

LU C/3 Xi— 0- w cL. I— 0 0 X a_ < CD 0 < >- CC 0 UJ Smo• CO LI_ (f) CD _s DESCRIPTION

16-

17,

18- .. —6 0

19- CLAY (gouge), steel grey, soft 20_—SANDSTONE, dark grey, medium to coarse grained, hard

2t- -70

23-

24- --80

25- CLAY (gouge), grey, soft

SANDSTONE, dark grey, medium to coarse grained, moderately fractured, hard 27-

28-

29-

30- 100

Table 1 (continued)

Point Bonita CDMG Station No. 58043 Page 8 UJLPE BCSICUREe

SUSPENSION S-WAVE --a— SUSPENSION P-WAVE DOWNHOLE S-WAVE CURVE FIT 10 DOWNHOLE P-WAVE CURVE FIT

80 I. ------

4 100 _L L 0 2000 4000 6000 8000 10000 12000 14000 16000 VELOCITY, FT/SEC

Figure 4 - P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on August 7, 1992 to a depth of 98 feet in an uncased borehole drilled in rock. Due to poor coherence in the data, attenuation calculations were not performed for this site. (Ref. 1).

Point Bonita CDMG Station No. 58043 Page 9 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

2. Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588,_ for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Rice and Smith, "Geology of the Lower Ross Valley, Corte Madera, Homestead Valley, Tamalpais Valley, Tennessee Valley and Adjacent areas," California Division of Mines and Geology, 1976.

Point Bonita CDMG Station No. 58043 Page 10 21 UJLPE BCS/CUREe

Sub-Surface Site Conditions at Richmond City Hall Parking Lot CDMG Strong Motion Station No. 58505

The strong motion instrument is located at the northwest corner of the city library parking lot just west of McDonald Avenue and south of Civic Center Plaza.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: RICHMOND CITY HALL PARKING LOT

Address: Off McDonald Avenue, Instrument owned by: California Division between Street and Civic Center of Mines and Geology (CDMG) Plaza, Richmond, CA Site number: 58505 Latitude: 37.935° N Instrument location: Seated in a standard Longitude: 122.342° W bluish green instrument hut. Site surficial geology: Alluvium Depth to bed rock: About 231 feet

SUBSURFACE INFORMATION:

Boring 1 (Borehole B-1) Performed by EPRI Depth: 243 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: December 2, 1991 Geotechnical log by: Phil Respess , WCC, Oakland, CA. Subsurface Geophysics: P and S wave velocities and spectral slopes Performed by: Agbabian Associates, Pasadena, CA. Date: October 4, 1992.

TABLE OF CONTENTS

Figure 1 Regional map showing the site location 3 Figure 2 Depth to bedrock map. 4 Figure 3 Site map showing the location of the instrument site and boring. 5 Figure 4 P and S wave velocities determined by suspension and downhole methods. 12 Figure 5 Estimates of damping obtained at depths of 105, 160 and 200 feet using 50 feet as a reference. 13

Table 1 Geotechnical Log of Boring 6

References 14

Richmond City Hall Parking Lox CDMG Station No. 58505 Page 2 UJLPE BCSICUREe

Figure 1 - Regional map showing the site location.

Richmond City Hall Parking Lot CDMG Station No. 58505 Page 3 UJLPE BCSICUREe

10114m. . WNW -.4124.7:4104,. '`'Ariatkv,-0 a. rzanink'T'77PFFVA'I'f

I1!!I!.!I!-, !II,g 7.1114141. RICHMOND CITY HALL PARKING LOT d ailiammiruummiort, ,45.a.Mtk-frvev.z. OWN .11111111191i 111111110 fak1M11111IN Mill11111111 Nir-91,81tWd% 111011d1.164 -- =_JR15/11 k

11.7ak 111111M_Ii "14

Figure 2 - Depth to bedrock map (Ref. 3).

Richmond City Hall Parking Lot CDMG Station No. 58505 Page 4 UJLPE BCSICUREe

BARRETT AVENUE

CITY HALL T REE ST MEMORIAL TH

AUDITORIUM 27

NEVIN AVENUE

A PARKING LOT AZ PL UBLIC P R D TE

STREET >- cr CEN TER IC ICHMON N R CE C CIVI

MACDONALD AVENUE

Figure 3 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on December 2, 1991 to a depth of 243 feet. Mr. Phil Respess of WCC logged the borings (Ref. 2).

Richmond City Hall Parking Lot CDMG Station No. 58505 Page 5 UJLPE BCSICUREe

Priojecte EPRI FIELD EXPLORATION MENLO PARK, CALIFORNIA Log of Boring No. B-1

Date Drilled: December 2, 1991 Remarks* Type of Boring: Mud Rotary Logged by: P. Respess Hammer Weight: N./A Location: Richmond City Hall

LABORATORY TESTS

ft. c h, les /

s. t

s t i h t re

ft. ity i fine i res

MATERIAL DESCRIPTION tu ten c s Dep ns % is P Dry P Samp Blow con De Con Streng Mo Comp Un - Surface Elevation: 1 - --. 1-inch Asphaltic Concrete /---- - SILTY SAND (SM) _ - Moist, brown, very fine to coarse-grained, trace fine r _ - gravel and silty clay - SILTY CLAY (CH) - Bay Mud (Fill) — 5 — Moist, blue-gray, trace fine sand medium stiff _ ------SANDY SILTY CLAY (CL) — 10 — Medium stiff, moist, gray-brown, fine- to medium-griained - sand, trace coarse-grained sand and fine angular gravel ... - up to - 3/8-inches in diameter, silty - - "

15— — - - - , - -, - - 20-H — -: - - _ -: - - - 25 — — 1 coarse sand and gravel - - _ - - - - SILTY CLAY (CH) - 30 Stiff, moist, orange-brown, little fine-grained sand, — _ trace medium to coarse-grained sand, black inclusions - - _ - - _ ... 35— — ------40— _

Table 1 - Geotechnical Log of Boring. This boring was logged by Phil Respess of WCC on December 2, 1991. See Fig. 4 for Borehole location. (Ref. 2). Richmond City Hall Parking Lot CDMG Station No. 58505 Page 6 UJLPE BCSICUREe

Project* EPRI FIELD EXPLORATION I

Log of Boring No. B-1

MENLO PARK, CALIFORNIA t _ a . (Continued)

1 E c d 1

s. t h t les

Z es fine f r ture ten c II -; c • cl Ia, l . s

MATERIAL DESCRIPTION % is eng

x on P 8 .- 0

Con 8 Samp Str 03 Mo Comp _ Unc -i _ SILTY CLAY (CH) as above - T - - - 45_ — - - - _ - - - - 50 — — - - - - -1 - - - — 55 — with coarse-grained sand increasing -, T - - - - . - - 60 — — -1 - -, -

- - 65 — — - - - - -, - - - 70 — — - - - - - . -, - 75 —1 — _ ------80 --' — - - - • - - - - -

Table 1 (continued) Richmond City Hall Parking Lot CDMG Station No. 58505 Page 7 UJLPE BCSICUREe

Pi ojecte EPRI FIELD EXPLORATION MENLO PARK, CALIFORNIA Log ofBoring No. B-1 . (Continued) _ u) A al MATERIAL DESCRIPTION 48_ ° cS V8'e 6

85 — — - _ _ . with fine to coarse gravel - _ - _

90 — SANDY CLAY (CL) ^ - Stiff, moist to wet, gray-brown, silty, fine to - - coarse-grained sand, little fine gravel _ - _ - , _ 95 — _ - _ - - _ - . - 100 — - CLAYEY SAND (SC) - - Medium dense, wet, brown, fine- to coarse-grained, - - gravelly - - - 105 — — -1 - - SILTY CLAY (CL) - - Stiff to very stiff, wet, brown-gray, sandy - - - 110 -1 — - - - -

- _ 115— _ - _ - 1 with sandy gravel - - - - - 120 — — ------_ - 125 — — - - - - -

Table 1 (continued)

Richmond City Hall Parking Lot CDMG Station No. 58505 Page 8 UJLPE BCSICUREe

P ojecl° EPRI FIELD EXPLORATION Log of Boring No. B-1

MENLO PARK, CALIFORNIA _ 2 (Continued) I. r

e t h

)- t les f fin z ress. ture ten s n % is eng P mp 0 MATERIAL DESCRIPTION ob co Con 8— Str

Samp co Co Un Mo I 1 - - SILTY CLAY (CL) as above, T — 130— ------— 135— ------140 — - SILTY CLAY (CL) - .., Stiff, wet, olive, sandy, little fine- to coarse gravel up to - -1-inch in diameter - -1 - - — 145 — - - - _ - _ - _ _ 150 — _ ------— 155— - - -, - - ..• -• - — 160-4 - - - CLAYEY GRAVEL (GC) - - Medium dense to dense, wet, olive-brown, - to highly plastic, fine- to coarse-grained sand, - ' occasional gravel layers — 165— - - - - - • - - - — 170 — _ - _ -

Table 1 (continued)

Richmond City Hall Parking Lot CDMG Station No. 58505 Page 9 UJLPE BCSICUREe

Pimpat EPRI FIELD EXPLORATION Log of Boring No. B-1 MENLO PARK, CALIFORNIA (continued) to Es s' ,.. , . = .e 2 f: g- 1 ? ae o 82 -g . -2 MATERIAL DESCRIPTION 0 0 U' co 2 0 D 8 6 - - - SILTY CLAY (CL) - Stiff, wet, olive-brown, with fine-to coarse-grained sand, — 175 —_ occasional gravel - _ - _ - _ - — — 180 ------1 - — 185— ------— 190 — SILTY SANDSTONE - Moderately hard, weathered, orange-brown, slightly - plastic, very fine to fine-grained - _ - - . _ 195— _ -

_ - _ - becomes less weathered, brown, fine to coarse-grained _ 200—, _ -

...... , 205 — _ - _ - _ - - - 210— — - _ - - - _ - - 215— _ - -

Table 1 (continued) Richmond City Hall Parking Lot CDMG Station No. 58505 Page 10 UJLPE BCSICUREe

Pt ()led EPRI FIELD EXPLORATION I MENLO PARK, CALIFORNIA Log of Boring No.8-1 (Continued) to .6 o B. -: 3 ct "- u) MATERIAL DESCRIPTION ... - .. - - SILTY SANDSTONE as above T - 220 — ...11 _ - - - -

225- _ Becomes harder, less weathered, gray-brown with black T inclusions -

- 230' ••••1 ... SHALE Moderately hard, gray-brown, slightly weathered _I - 235 -1 SILTY SANDSTONE - - Hard, gray-brown, very fine to medium-grained, - weathered, massive -

240 - - — -

BOTTOM OF BOREHOLE AT 243 FEET. 245 — - _ - _ - _ - 250—

- - - - 255- _ - -

260—

Table 1 (continued)

Richmond City Hall Parking Lot CDMG Station No. 58505 Page 11

UJLPE BCSICUREe

EPR1/CUREE RICHMOND VELOCITY LOGGING P- AND S- WAVE VELOCITIES; DATA COLLECTED OCTOBER 4, 1992 0

100

150 -1

200

-0- SUSPENSION S-WAVE SUSPENSION P-WAVE DOWNHOLE S-WAVE CURVE FIT DOWNHOLE P-WAVE CURVE FIT

250 0 2000 4000 6000 8000 10000 VELOCITY, FT/SEC

Figure 4 - P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on October 4, 1992 to a depth of 236 feet. The borehole was drilled in clay and cased with 4- inch PVC tubing. (Ref. 1).

Richmond City Hall Parking Lot CDMG Station No. 58505 Page 12 UJLPE BCSICUREe

CALCULATED SPECTRAL SLOPES' Richmond City Hall

0 105/50' Best Flt, slope -.032 -1 160'/50' Best Flt, slope=-.042 — -A- — 200/50' Best Flt, slope--.065

) 2 io t

l Ra -3 a tr

ec -4 (Sp

Ln -5

-6

-7 0 10 20 30 40 50 60 70 80 90 100 FREQUENCY, Hz

Depth Interval Spectral Slope Avg. SH Velocity Attenuation Damping (ft) (sec) (ft/sec) (4) (D%) 50 - 105 -0.032 800 7 7.4 50- 160 -0.042 1000 8 6.1 50 - 200 -0.065 1200 6 8.3

Figure 5 - Estimates of damping obtained at depths of 105, 160 and 200 feet using 50 feet as a reference. The important parameters for the damping calculation are shown in the table above. (Ref. 1).

Richmond City Hall Parking Lot CDMG Station No. 58505 Page 13 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

"Depth to bedrock contour map, Richmond, El Cerrito Area," California Division of Mines and Geology Special Report 19.

Richmond City Hall Parking Lot CDMG Station No. 58505 Page 14 22 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Sago South/Hollister CDMG Strong Motion Station No. 47189

The strong motion instrument is located at the base of the Short Cut Trail slope, north of Chaparral Trail in the Upper Ranch area of the Hollister Hills State Vehicular Recreational Area.

This report was prepared under the sponsorship of the Building Contractors Society ofJapan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: SAGO SOUTH/HOLLISTER

Address: San Andreas Geophysical Site number: 47189 Observatory, Hollister, Instrument location: At the base of the California Short Cut Trail slope. Latitude: 36.753° N Site surficial geology: grd, Grandiorite. Longitude: 121.396° W Depth to bed rock: Instrument located on Instrument owned by: California Division rock of Mines and Geology (CDMG)

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 100 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: July 21, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: July 27, 1992. Subsurface Geophysics: Seismic refraction Performed by: Redpath Geophysics, Murphys, CA.

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 3 Figure 2 Site map showing the location of the instrument site and boring. 5 Figure 3 S wave velocities determined by suspension and downhole methods and P wave velocities by downhole method. 8 Figure 4 Location sketch for shear-wave refraction survey line. 9 Figure 5 Shear wave arrival times versus distance for refraction survey. 10 Figure 6 Shallow shear-wave velocity sections based on intrepretation of refraction surveys. 11

Table 1 Geotechnical Log of Boring. 6

References 11

Sago SouthlHollister CDMG Station No. 47189 Page 2

UJLPE BCSICUREe

s • 14 OTs • . . . • '4-4••••••.4..•...„7. 4.07.i,C• . • .4 V. • I 41.1111/4 : 131-4.r1; •A• ....Pei: •• • • a. ge,••‘• 71• 219 j 4o • • Cuaorsa, ••-• • • - 1170:•LACL I'S. 'T.-F..R..4: • • • 1 • • .... • . gr— • • I. S A , N JUAN.• s Vt.- • • o ril :11 ••• Crietit;:e.ol V•I. : H S •1?' Coll! 19. ••• 214. ? Son J ru• N-11 sap ••;• t n •

14 ..106 •••••• d'••••. 0/•• At, • .011( i 1.NClk- • . 10 '‘ ••••• Tot • . IS 5 \I . SS To, TA • I. I.• 1 TS ars -1"S's *4.r *oz.•\ + Twit 30 So \ N 26 ••-.• Tn 6,_65 • site .16 •••••SO, SO Tus SO 30. '1'40 •• • 53 • 4.% • 4. •••,,K 4/,0 *g• fig / 66 S N., ow? Vt. s TnM I' 11 Tn Oa •• I - To '•11 'ft.... • Is , ,„),% 1.11 ••• . 66) I 5CI 'Nog 4, i‘• 11 111 Sty *T gt 1.0 , •`. V 1 TS 47. Te • 0 I S • 0,- '1 • 4.11 ig O• 44 161mi \ e, •••• '44 %4 50 • 's 1: 44 (VS ‘4„. , giffir ••4„9 0 4„.,3 kz.,s\hg• .\\ '11.N •.,..•••••••••••••4."..- Nyi 5 • \ •?.<2:::. • t' • 1 „ •41••••• +P. *Ay fr 451 s•X-1 6 It. • A 0 1, I \ • a' sk ‘ILX ••• (- L- • OS s •••••• • kg. 19 ts,' X `' • -1, • cr <-,_•-"--; • - Te \ oo ••,‹ ‘ A )- ) / \so- b !uSS, G'icky.,,' • ... , ea xls r r. _ 2,-0110%1X . N HOLLISTER SAGO 1• Ne4 !T4 • P716 • ?A=; Nk10 4 044g mi. I. XerK •••%‘... .717- •• Ct"."- to „, .••••;i:==> • er 9 SAGO SOUTH ir 41,. • f9 • ;•.‘ — r" • /

SCALE 1:62 500 1 5 0 1 2 3 4 SMILES

1 .6 1 2 3 4 6 7 KILOMETERS

Figure 1 - Regional geological map for the instrument site. (Ref. 4) (See following page for description of map units).

Sago South/Hollister CDMG Station No. 47189 Page 3 UJLPE BCSICUREe

S. ii.OF SAN ANDREAS FAULT

Oa •• -• Surficial sediments Alluvium (includes some older 0 dissected alluvium near fault) 1n

13 Ols .Landslide rubble. of volcanic detritus tIVN83.

A Goa Older alluvium of • granitic detritus UNCONFORMITY

Tvd "Unnamed volcanic rocks ( Dacite flows and flow breccia)

690 Tut 0 ,• Unnamed terrestrial sandstone 831 sua3 siltstone and conglomerate

ll11 ti A Unnamed marine sandstone and siltstone ausooM Tug Unnamed terrestrial conglomerate (granitic and marble detritus) - UNCONFORMITY '

stn.: ged.j qd Granitic rocks qm- mostly quartz monz onite grxl.granotliotite •,' ' -' :qd- 15 11 tite quartz diorite • ms • mq Metasedimentary rocks (pendant remnants in granitic rocks) ms-mica-schist-gneiss, includes admixtures of granitic rocks m -marble (limestone 8 dolomite) mq-quartzite

Figure 1 - (continued) Description of Map units for the first portion of Fig. 1. Instrument site condition is noted by the bullet.

Sago South/Hollister CDMG Station No. 47189 Page 4 UJLPE BCSICUREe

HOLLISTER

1.151,1%.4111.5.5 V •

SITE

Limestone Quarry

CDMG INSTRUMENT,

APPROXIMATE.,; BORING LOCATION

111111MIMIMMIIMIN PAVED ROADS

DIRT ROADS

SPECIAL USE AREA

A. CAMPING

—• GATE

1000 2000 print

'SCALE IN FEET

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on July 21 1992 to a depth of 100 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

Sago South/Hollister CDMG Station No. 47189 Page 5

UJLPE BCSICUREe

SITE: SAGO SOUTH DATE: 7/21/92

Cf) LIJ C—▪ w 0 IQ < CD j0 < >- CC cD CO U— (r) CD DESCRIPTION

SILTY SAND (fill), brown

GRAVEL, dark brown, very deeply weathered granodiorite fragments

GRAVELLY LOAM, dark brown, very poorly sorted 2—\GRANODIORITE, greyish-brown, very closely fractured, deeply weathered

hard deeply weathered (texture is loamy sand)

progressively harder and more mafic

MAFIC SCHIST, very dark grey, slightly weathered, very closely -\ to closely fractured 20 - "harder, closely fractured softer, very closely fractured 7—harder, moderately fractured

softer, very closely fractured

9- SILTY CLAY (gouge), yellowish grey, soft z z z ) 30 -"GNEISS, light greenish grey, very closely fractured, hard to-

! it- SILTY CLAY (gouge), yellowish grey, soft

z //-40 GNEISS, dark brownish grey, very closely to closely fractured, hard

harder, more Quartz

/, :50 Table 1 - Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on July 21, 1992. See Figure 2 for Borehole location. (Ref. 3).

Sago South/Hollister CDMG Station No. 47189 Page 6 UJLPE BCSICUREe

SITE: SAGO SOUTH DATE: 7/ 21/92

..., LIJ V) -J X I- CL w 0 0 < CD CL --E- -J o < >- cr 0 UJ CD L. ti) CD 0 DESCRIPTION

5 0 // /// / / / / / / / / / - / 16- slightly harder, less quartz

/ / / A- / / / / / / / / / / / 17- very hard, moderately fractured /// /7////j //////// A. // // // // // // 18- 0 // // / - softer, intermittent yellowish brown clay seams (gouge) // / / /- / // /*/ / // // // / // // I / // // / // // // /// // / / / // // // //7-7 0 , / // // 22-

/ 23- / // / //// // //- / // 24- / I/ —80 / // / / // A- 25- // // // // ////////1- / / // /// ////- // // // 27-

-Wu / 28- SCHIST, black, very closely to closely fractured, very hard

30- 100

Table 1 (continued)

Sago South/Hollister CDMG Station No. 47189 Page 7

UJLPE BCSICUREe

SHEAR WAVE VELOCITY (m/sec)

0 500 1000 1500 2000 0 , i•• 1 • • • • 1 • • • • 1 • • • • f i I i NI@ : 10 : 1

I 01

Vs= 870 n=5 30 —

Figure 3 - S wave velocities determined by suspension and downhole methods and P wave velocities by downhole method. P-wave velocities could not be measured by the suspension method. Measurements were carried out by Agbabian Associates on July 27, 1992 to a depth of 64 feet in an uncased borehole drilled in rock. (Ref. 1).

Sago South/Hollister CDMG Station No. 47189 Page 8 UJLPE BCSICUREe

Figure 4 Location sketch for shear-wave refraction survey line. (Ref. 5)

Sago SouthlHollister CDMG Station No. 47189 Page 9 UJLPE BCSICUREe

0.18 8,A80 'TUNNEL 8 9

0.16

0.14 Na N0 Vtrue = 2340 ft/sec 0.12 — a Arbitrary reference line -t; 0U. N C:. C-1 IN Ce")

17-- 0.08

Vtrue 2520 ft/sec

0.06

4.• . • • 0.04 4...

0.02 ••...... 4. ••'•

0 20 40 60 80 100 DISTANCE - Feet

Figure 5 Shear wave arrival times versus distance for refraction survey. (Ref. 5)

Sago South/Hollister CDMG Station No. 47189 Page 10 UJLPE BCSICUREe

0 20 40 60 80 100 I I r I I I I 1 I I

4- 4- 4- T o portal ShIR

2340 Us 10 — 2520 Os

20 — 0A042 TOME.

Figure 6 Shallow shear-wave velocity sections based on intrepretation of refraction surveys. (Ref. 5)

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Dibble and Rogers, "Geologic map of the Hollister Quadrangle," U.S. Geological Survey Open File Map 75-394, 1975.

Redpath Geophysics, Murphys, California, "Shear-Wave Refraction Surveys at Strong Motion Sites," November, 1992.

Sago South/Hollister CDMG Station No. 47189 Page 11 23 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

San Francisco Diamond Heights CDMG Strong Motion Station No. 58130

The strong motion instrument is located in the basement of the fire station at 80 Digby Street, in the southwest corner of the building.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: SAN FRANCISCO DIAMOND HEIGHTS

Address: Fire Station No. 26, 80 Digby Instrument location: In the basement at Street, San Francisco, CA. the southwest corner of the fire Latitude: 37.74° N station. Longitude: 122.43° W Site surficial geology: Franciscan Instrument owned by: California Division Formation. of Mines and Geology (CDMG) Depth to bed rock: Not Known Site number: 58130

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 90 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: August 4, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: August 5, 1992.

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site 3 Figure 2 Site map showing the location of the instrument site and boring 5 Figure 3 P and S wave velocities determined by suspension and downhole methods. 9

Table 1 Geotechnical Log of Boring. 6

References 10

San Francisco Diamond Heights CDMG Station No. 58130 Page 2 UJLPE BCSICUREe

Figure 1 - Regional geological map for the instrument site. (Ref. 4) (see following page for description of map units).

San Francisco Diamond Heights CDMG Station No. 58130 Page 3 UJLPE BCSICUREe

Symbol Description Oaf Artificial fill Qi Landslide deposits (Quaternary) Oal Alluvium; mostly sand and silt but locally contains clay, gravel, or boulders; generally gray to brown (Quaternary) Ob Beach deposits; predominantly well sorted medium grained loose gray sand; locally consists of sandy gravel and cobbles (Quaternary) Qm San Francisco Bay Mud; soft gray clay and silt; locally contains hell fragments, plant remains, and thin beds of sand ((Quaternary) Od Dune sand; well sorted fine-grained gray sand, loose in most places (Quaternary) Qt Marine Terrace deposits; predominantly friable well sorted fine-grained yellowish-orange to gray sand; includes some gravel and colluvial clay (Quaternary) QS1 Slope debris and ravine fill (Quaternary) Oc CoIma formation; predominantly sand; some silt clay and gravel (Pleistocene) Ou Sedimentary deposits, undifferentiated (Quaternary) ()Tm Merced formation; friable to firm sand, silt and clay; minor amounts of gravel, lignite, and volcanic ash; medium gray to orange (Pliocene and Pleistocene) KJs Franciscan Formation; sandstone and shale interbedded sandstone and shale, hard where fresh and intact, soft where weathered or sheared (Jurassic and Cretaceous) /Usk Franciscan Formation; sandstone generally containing more than two percent potassium feldspar (Jurassic and ,Cretaceous) K c Franciscan Formation; chert interbedded with firm shale; chert layers generally two or three inches thick, shale layers less than one inch thick, generally grayish red (Jurassic and Cretaceous) KJg Franciscan Formation; greenstone; altered volcanic rocks, fine-grained mostly basalt; hard where fresh , but weathered and firm to soft in most exposures (Jurassic and Cretaceous) sp Franciscan Formation; serpentine; hard top soft, generally greenish gray (Jurassic and Cretaceous) KJm Franciscan Formation; metamorphic rock; hard to firm (Jurassic and Cretaceous) KJ u Franciscan Formation; sheared rocks, small to large fragments of hard rocks in matrix of sheared rock (Jurassic and Cretaceous)

Figure 1 - (continued) Description of Map units for the first portion of Fig. 1. Instrument site condition is noted by the bullet.

San Francisco Diamond Heights CDMG Station No. 58130 Page 4 UJLPE BCSICUREe

APPROXIMATE BORING LOCATION

/ Diamond Heights Fire Station No. 26

IMINM1=1.• CDMG MMINONI 1111•1•1•• INSTRUMENT IIMMEME 11•11=1M1.1•1 M.=1=110 .•11•1=ME

1161•IN

6S/cye S. /4-

0 10 20

feet

LOCATION MAP

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on August 4, 1992 to a depth of 90 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

San Francisco Diamond Heights CDMG Station No. 58130 Page 5 UJLPE BCSICUREe

SITE: DIAMOND HEIGHTS FIRE STATION DATE: 8/ 4/92

C_) UJ Cl) -J 3H-- 0- uJ 0- 0 CD 10L a 0 a_ -;•• _J CD -It CC 0 c3 LL u) CD -J 0 DESCRIPTION

—0 CHERT, dark brown, closely to very closely fractured, with quartz veins (<1 cm), very weathered, soft

harder, slightly less weathered —"CLAYSTONE, red, very weathered, very soft 3 _s —10 ANDSTONE, grayish green, medium grained, closely fractured, moderately weathered, firm

CLAYSTONE, red, very soft

CHERT, dark brown, closely fractured, moderately weathered, soft

CLAYSTONE, red, soft v —20 CHERT, dark grey to red, closely fractured, moderately weathered, soft 3 SANDSTONE, dark greenish brown, medium grained, moderately fractured, moderately weathered, hard 'CLAYSTONE, reddish-brown, soft

—30

11- SHALE, black, closely fractured, barely weathered, with quartz veins, hard soft, closely to very closely fractured 12- 0 very hard, unweathered 13-

14-

15- 5 0

Table 1 - Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on August 4, 1992. See Fig. 2 for Borehole location. (Ref. 3).

San Francisco Diamond Heights CDMG Station No. 58130 Page 6

UJLPE BCSICUREe

SITE: DIAMOND HEIGHTS FIRE STATION DATE: 8/ 4 /92

UJ -.J /— a_ ILI 0 0 X -jQ < ›- 1.1.. (.1) 1— DESCRIPTION

16-

17-

18- 60

19-

20-

21- —70

22-

23-

2 SANDSTONE, grey, fine grained, moderately fractured, harder \ —8 0

26-

27- 00 28-

29-

30- -I 0 0

Table 1 (continued)

San Francisco Diamond Heights CDMG Station No. 58130 Page 7 UJLPE BCSICUREe

0 • !

SUSPENSION S-WAVE SUSPENSION P•WAVE 10 DOWNHOLE S-WAVE CURVE FIT DOWNHOLE P-WAVE CURVE FIT - -

20 -t

80 ,

90 • 100 I 0 2000 4000 6000 8000 10000 12000 14000 16000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on August 5, 1992 to a depth of 98 feet in an uncased borehole drilled in rock. A conductor casing prevented suspension velocity measurements in the upper 38 feet. The spectral slope method did not provide good attenuation results at this site. (Ref. 1).

San Francisco Diamond Heights CDMG Station No. 58130 Page 8 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Bonilla "Preliminary Geologic Map of the San Francisco Quadrangle" U.S. Geological Survey Miscellaneous Field Studies Map MF-311, 1971.

San Francisco Diamond Heights CDMG Station No. 58130 Page 9 24 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

San Francisco International Airport CDMG Strong Motion Station No. 58223

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCS/CUREe

SITE NAME: SAN FRANCISCO INTERNATIONAL AIRPORT

Address: San Francisco International Instrument location: In the quality control Airport, San Francisco, room of the Engineering Services California. Building No. 676 which is located Latitude: 37.622° N on the east side of McDonnell Longitude: 122.398° W Road. Instrument owned by: California Division Site surficial geology: Bay mud. of Mines and Geology (CDMG) Depth to bed rock: Variable, see Fig. 2. Site number: 58223

SUBSURFACE INFORMATION:

Boring 1 Drilled by EPRI, UCD and San Francisco International Airport Authority Depth: About 154;5 meters. Drilled by: Pitcher Drilling Company, Palo Alto, CA. Date: February 21, 1991 Subsurface Geology Thomas Fumal, USGS Subsurface Geophysics: P and S wave velocities Performed by: USGS Subsurface Geophysics: P and S wave velocities Performed by: Redpath Geophysics

TABLE OF CONTENTS

Table 1 Geotechnical Log of Boring 7 References 16

San Francisco International Airport CDMG Station No. 58223 Page 2 UJLPE BCS/CUREe

•••••

,C5t)

.b,

FOSTER CITY—MENHADEN CT. --.11.4Awaikw,vAxwm, rn.uf.N.,,vra&cel& 'FOSTER CITY —REDWOOD SHORES (APEEL

APEEL *2 REDWOOD CITY SAO/

37'30 -

SCALE 1:125000

2 0 2 4 6 8 10 MILES

2 0 2 4 6 10 KILOMETERS 1—t 1-1

Figure 1 - Regional map showing the instrument site.

San Francisco International Airport CDMG Station No. 58223 Page 3 UJLPE BCS/CUREe

Figure 2 - Contour Map showing the depth to bedrock (Ref. 3).

San Francisco International Airport CDMG Station No. 58223 Page 4 UJLPE BCS/CUREe

AIRPORT MAIL-

MARRtoTT c- 13 14

20 2-LLAX

13)17 REPUF5LIG MAINT. 2.1 sE.e su. 1.5 (OPO • de..7 • aO IED .;•.,= 3 INSTRUMENT LOCATION 15 SF I A + , 22 ENGIKIEERNC.. I 6) BORINGL0CA11ON 1,.7: I 1(.. . .I. _

Figure 3 - Site map showing the location of instrument site and boring (Ref. 3).

San Francisco International Airport CDMG Station No. 58223 Page 5 UJLPE BCS/CUREe

Rock hardness: response to hand and geologic Texture: the relative proportions of clay. sin, and hammer: /Ellen et al.. 19721 sand below 2mm. Proportions of larger particles are indicated by modifiers of textural class names. hard - hammer bounces off with solid sound Determination is made in the field mainly by feeling firm - hammer dents with thud. pick point dents or the moist soil (Soil Survey, Staff, 19511. penetrates slightly soft - pick points penetrates friable material can be crumbled into individual grains by hand.

Fracture spacing: (Ellen at al., 1972)

= t 'ramie spacing

0-1 0-1/2 v. close

1-6 1/2-2 close

5-30 2-12 moderate

30-100 12-36 wide

>100 >36 v. wide i

Weathering: Fresh: no visible signs of weathering Slight: no visible decomposition of minerals, slight Color: Standard Munsell color names are given for discoloration the dominant color of the moist soil and for Moderate: slight decomposition of minerals and dis- prominent mottles. knegration of rock, deep and thorough discoloration Deep: extensive decomposition of minerals and complete disintegration of rock but original Types of samples structure is preserved. SR. Standard Penetration 1+3/8 in in ID sampler) S - Thin-wall push sampler Relative density of sand and consistency of clay is 0 - Osterberg fixed-piston sampler Correlated with penetration resistance: (Terzaghi and P - Pitcher Barrel sampler Peck. 1948) CH - California Penetration (2 in ID sampler) DC - Diamond Core

relative Plawsrft, clensity blowstft. consistency

0-4 v. loose <2 , v. soft

4-10 loose 2-4 soft

10-30 medium 4-8 medium

30-50 dense 8-15 stiff

>50 v. dense 15-30 v. stiff

>30 hard _

Figure 4 - Explanation of geologic log (Ref. 1).

San Francisco International Airport CDMG Station No. 58223 Page 6 UJLPE BCS/CUREe

—I I DATE: 2/21/91 w S.F. INTERNATIONAL AIRPORT

E 0 rs WS/ OT te PE PTH I

O O < , DESCRIPTION F AMPLE I TY

gre. DE (mo S BL

SANDY CLAY LOAM, mottled dk. grayish brown and olive, poorly sorted SP L-S,3i,c/— occasional pebbles FINE SANDY CLAY LOAM, v.dk. greenish gray (HOLOCENE BAY MUD) S 'E- F-'1-= SILTY CLAY, black, stiff v.dk. greenish gray, soft

s -7._ 5 —c === _ --c:---- S ------:- s V.FINE SANDY LOAM to LOAM, olive to pale olive S

'S1:"..:•:•,.:•:' —10 LOAMY SAND, v.dk. grayish brown, moderately well sorted S P I SAND, v.dk. greenish gray, well sorted, v.fine to fine grained

— is..7 SILTY CLAY, greenish gray, v. stiff (PLEISTOCENE BAY MUD) ---15 IlL=774:, =_------..-_,--

' V.FINE SANDY CLAY LOAM, greenish gray (COLMA FORMATION?) /— V.FINE SANDY LOAM, olive gray —

0 SANDY LOAM GRAVELLY SAND S SILTY CLAY LOAM, dk greenish gray

l:• ••••••'— SAND /-2 5 • c SAND .. SAND LOAM, v.dk. greenish gray - —

LOAMY SAND, olive gray, poorly sorted to v.coarse size

Table 1 - Geotechnical Log of Boring. This Boring was drilled on December 10, 1990. See Fig. 3 for location of the borehole and Fig. 4 for explanation of the geologic log (Ref. 1).

San Francisco International Airport CDMG Station No. 58223 Page 7 UJLPE BCS/CUREe

SITE: S.F. INTERNATIONAL AIRPORT DATE:

7 T

PLE I I. WS/ PE OO O DESCRIPTION AM L F 0 E TY cr

B S 0 30

- V.FINE SANDY LOAM, v.d:c. greenish gray

--35 .: SAND, yellowish brown

—

FINE GRAVELLY SAND

"?---.'-'•--.-r— CLAY, pale olive, v. stiff :--40 V. FINE LOAMY SAND, grayish brown

SAND

LOAM oliveolive, sand is v.fine .. dk greenish gray —45

,--_ if -2-7---_---- -'— SILTY CLAY, dk. greenish gray ...... --,,,-. - \_ 50 LOAM, dk greenish gray, sand is v.fine

SAND, It yellowish brown (COLMA FORMATION)

J-55

..4. FINE GRAVEL • LOAMY FINE SAND to V.FINE SANDY CLAY LOAM, It yellowish brown, v.dense

Table 1 (continued)

San Francisco International Airport CDMG Station No. 58223 Page 8 UJLPE BCS/CUREe

SITE: S.F. INTERNATIONAL AIRPORT DATE:

Zia —a IC 3 0 Q. a. a. 00 2). o w. DESCRIPTION cc 0 E co 0 -• 0

FINE SANDY CLAY LOAM, yellowish brown, paleo sot? SANDY LOAM, strong brown, sand to medium size

yellowish brown

FINE GRAVELLY SAND, yellowish brown, v.dense

5 FINE SANDY LOAM, yellowish brown

SAND, dk. yellowish brown, well sorted, v.fine to medium grained, v.dense

Table 1 (continued)

San Francisco International Airport CDMG Station No. 58223 Page 9 UJLPE BCS/CUREe

SITE: S.F. INTERNATIONAL AIRPORT DATE:

I ) / E I S T E W PHI1 ters P PTH MPL O

LOG DESCRIPTION RA FOO TY DE (me SA BL G 90

1— SANDY LOAM, yellowish brown .., SAND, strong brown, well sorted, v.fine to medium grained, v.dense r 1 00

,.i-- -105 \...

-: -...-110

. brownish yellow "

. 11:.A.. _

115 :,-

, L 120

Table 1 (continued)

San Francisco International Airport CDMG Station No. 58223 Page 10 UJLPE BCS/CUREe

! SITE: S.F. INTERNATIONAL AIRPORT DATE:

0 ) T

E l e, O WS/ ters c, 0 PTH MPLE YP < .., DESCRIPTION FO

T cc (me SA BLO 0 ' DE 120

.: ,

—125

••••

• 130

MUDSTONE, v.dk. greenish gray, soft (MERCED FORMATION)

/-13 5 ,

140

145

150

Table 1 (continued)

San Francisco International Airport CDMG Station No. 58223 Page 11 UJLPE BCS/CUREe

SITE: S.F. INTERNATIONAL AIRPORT DATE:

) C E T rs WS/ PE te PTH MPL O

LOG DESCRIPTION FOO TY (me BL SA GRAPHI DE I 1 ... 150 :•:•:•:•:•:•:. :•:•:•:•:•:•:•' SANDSTONE, It. gray to medium gray, (FRANCISCAN ASSEMBLAGE) -:•:•:•:•:•:•::` fresh, hard ::::::::::: iiii:: .:: Mi:i ;::::::

- . - - - -160 - _ - - -165 - _ - - -170 _ _ - . _ .

-175 _ - - - -180

Table 1 (continued)

San Francisco International Airport CDMG Station No. 58223 Page 12 UJLPE BCS/CUREe

S Velocity (m/sec) 200 400 600 800

Y LOAM (ARTIFICIAL FILL) SILTY CLAY INOLOCENE SAY MUD)

V. FINE SANDY LOAM TO LOAM

77th. SAND

SILTY CLAY PLEISTOCENE BAY FA DI V. FINE SANOY LOAM ICOLMA FORmATION71

77' SAND

7.7 SAND

LOAM sa.re cur 50 - LOAM SAND (COLMA FORMATION)

...

=RS FINE SANDY CLAY LOAM SANDY LOAM

.-..—e. . • FINE GRAVELLY SAND '.....' FINS SANDY LOAM ••••••

SANDY LOAM SAND

MUOSTONE (MERCED FORMATION)

150 - SANDSTONE IFRAAICISCAN ASSEMBLAGE)

San Francisco Airport

San Francisco International Airport CDMG Station No. 58223 Page 13

UJLPE BCS/CUREe

P Velocity (m/sec)

OUU I UUU I DUU LlILI%J C.i.AJV 1 , I I ' . I _Al I .. 4---A• SANDY CLAY L • "'" SILTY CLAY (HOLOCENE BAY MUD} 'a 1 -- V. FINE SANDY LOAM TO LOAM I ' "..7. SAND

SILTY CLAY IPtEISTOCENE HAY V. FINE SANDY LOAM (COLMA FORMATION?) ... ..-

-7 SAND ...—.

7-- sAmo

LOAM .

33ZSILTY LOAM CLAY 50 SAND ICOLMA FORMATION)

=SD FINE SANDY CLAY LOAM SANDY LOAM

,....., • FINE GRAVELLY SAND

FINE SANDY LOAM

SAND

SANDY LOAM SAND

. - MUDSTONE IMERCED FORMATIONI

150 SANOSTONi (FRANCISCAN ASSEMBLAGEI

, , [I . .1111T •

San Francisco Airport

San Francisco International Airport CDMG Station No. 58223 Page 14 UJLPE Figure 7- San Francisco InternationalAirport

DEPTH - ft 100 200 300 400 500 600 0 Shear-wave velocityprofile formeasurementscarriedoutbyRedpath Geophysics. (Ref.2) SHEAR-WAVE VELOCITY-ft/sec 1000 CDMG Station No.58223 1500 2000 2500 BCS/CUREe 3000 Page 15 UJLPE BCS/CUREe

References

Redpath Geophysics, Murphys, California, "Seismic Velocity Logging in the San Francisco Bay Area", EPRI Agreement No. RP3014-06, for Electric Power Research Institute, August, 1991.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

"Depth to bed rock contour map, San Francisco South Quadrangle," U.S. Geological Survey Miscellaneous Field Studies Map MF-334.

San Francisco International Airport CDMG Station No. 58223 Page 16 25 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

San Francisco Pacific Heights CDMG Strong Motion Station No. 58131

The strong motion instrument is located in the center of the west side of the fire station located at 2150 California Street.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: SAN FRANCISCO PACIFIC HEIGHTS

Address: Fire Station No. 15, 2150 Site number: 58131 California Street, San Francisco, Instrument location: In the center of the CA. west side of the fire station. Latitude: 37.79° N Site surficial geology: Ks, Sheared rocks, undifferentiated. Longitude: 122.43° W Instrument owned by: California Division Depth to bed rock: Not Known of Mines and Geology (CDMG)

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 135 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: July 31, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: August 3, 1992.

TABLE OF CONTENTS

Table 1 Geotechnical Log of Boring 6

References 10

San Francisco Pacific Heights CDMG Station No. 58131 Page 2

UJLPE BCSICUREe

MASON I McMnriti ;NI; 25' sartd {TART RES s6.,„ 14,1.... 71' 46' clay 0 49' water _Itir_ (shale) 112' Qin • On (clay) 0 0 71.47 10' sa ' Qu 15° cl aro i.23' d '‘,46 watm Kish (s 98,Qm o 26' sandy day 78' (7{u 43' samg cla:Y\ 9' day \

"sh 31' Qat 86' Qin 4' sand. clay • 45' day nd-c4 0-5; .1-4,a) le)

M.LOING 165' Qu 'Light

der

eg. voionikillgagic... n-0113 400 0.2.-ier11 steT.410411,4_,..=.,501r—V ...... --,.....„woo...0 °,I11411hIssollripllo...-"lik ialt.I1011114,1100, . ItIM111.3.- 11 *101°A ' -021- MI* 3.:3 11.1 larra,r, i V 1-. -;"1"----.--:-1-1 f ..-.>"'• i • • ._-=riiiV, ....:, ;-6__•,42—7:7A ,..,-1-1- }-15'.!..!__. mil lNgii llizIlr"4---_-,f.- __,-k 11111Y O ra,' , -0,:'-' -_ .2 , iirk -- -4 N -4' - li t "''' i le * P411 111 eiLLif: ? AI ' - ricri 2 . ,,,„, 7...,7 .- . I viiN-1,';4 . 4 4 N. Ar- . flail _44.1'b • • . - ;.1 • i Itto.1,1 A X.: 1 m'g. .•tri.m...,_

1 KILOMETER

Figure 1 - Regional geological map for the instrument site. (Ref. 4) (See following page for description of map units).

San Francisco Pacific Heights CDMG Station No. 58131 Page 3 UJLPE BCSICUREe

Symbol Description Oaf Artificial fill Q1 Landslide deposits (Quaternary) Qat Alluvium; mostly sand and silt but locally contains clay, gravel, or boulders; generally gray to brown (Quaternary) Ob Beach deposits; predominantly well sorted medium grained loose gray sand; locally consists of sandy gravel and cobbles (Quaternary) Om San Francisco Bay Mud; soft gray clay and silt; locally contains hell fragments, plant remains, and thin beds of sand ((Quaternary) Od Dune sand; well sorted fine-grained gray sand, loose in most places (Quaternary) Qt Marine Terrace deposits; predominantly friable well sorted fine-grained yellowish-orange to gray sand; includes some gravel and colluvial clay (Quaternary) °sr Slope debris and ravine fill (Quaternary) Oc Colma formation; predominantly sand; some silt clay and gravel (Pleistocene) Ou Sedimentary deposits, undifferentiated (Quaternary) arm Merced formation; friable to firm sand, silt and clay; minor amounts of gravel, lignite, and volcanic ash; medium gray to orange (Pliocene and Pleistocene) Kiss Franciscan Formation; clastic sedimentary rocks; sandstone tick-bedded and • massive graywacke sandstone interbedded with thin layers of shale and fine- grained sandstone Kish Franciscan Formation; clastic sedimentary rocks; shale and thin bedded snadstone; predominantly interbedded and laminated shale and fine-grained graywacke sandstone; beds generally two to five inches thick KJs Franciscan Formation; clastic sedimentary rocks; snadstone and shale undifferentiated; consists of units of KJss or KJsh so poorly exposed that predominant lithology could not be determined KJc Franciscan Formation; chert interbedded with firm shale; chert layers generally two or three inches thick, shale layers less than one inch thick, generally grayish red (Jurassic and Cretaceous) KJg Franciscan Formation; greenstone; altered volcanic rocks, fine-grained mostly basalt; hard where fresh , but weathered and firm to soft in most.exposures (Jurassic and Cretaceous) KJm Franciscan Formation; metamorphic rock; hard to firm (Jurassic and Cretaceous) KJu Franciscan Formation; sheared rocks, small to large fragments of hard rocks in matrix of sheared rock (Jurassic and Cretaceous) Ks Franciscan Formation; sheared rocks, undifferentiated (Jurassic and Cretaceous) sp Intrusive into Franciscan Formation; serpentine; hard top soft, generally greenish gray (Jurassic and Cretaceous) gb Intrusive into Franciscan Formation; grabbo, fine to coarse grained grabbo, includes diabase where texture is subophite Jurassic and Cretaceous)

Figure 1 - (continued) Description of Map units for the first portion of Figure 1. Instrument site condition is noted by the bullet.

San Francisco Rincon Hill CDMG Station No. 58151 Page 4 UJLPE BCSICUREe

APPROXIMATE BORING / r\s, LOCATION Toe of Retaining Wall Footing ///////// /////7-//7///////

/ / / / / / / / / PACIFIC HEIGHTS / / ARE STATION NO. 15 / / / / / / / / / / / / A CDMG / /— INSTRUMENT / / / / / Retaining / / Wall / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / r / / / / / r I /////////////////////////,,,////. Sidewalk

California Street

feel

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on July 31, 1992 to a depth of 135 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

San Francisco Pacific Heights CDMG Station No. 58131 Page 5 UJLPE BCSICUREe

SITE: PACIFIC HEIGHTS FIRE STATION DATE: 7/31/92

-.... li.1 U) ...p x I— cl. uj ••••••• 0 0 X a. ..i0 < ›- uJ CD U. C/3 I- 0 DESCRIPTION

CONCRETE 0 0 0 OAMY CLAY, reddish brown to reddish grey with medium to fine gravel-sized fragments of grey weathered shale, soft 0 SHALE, dark reddish grey to grey, extremely weathered, with varying amounts of clay, progressively (downward) firmer

very firm, very closely fractured, very weathered

20 SANDSTONE, strong brown, medium grained, closely to very closely fractured, moderately weathered, hard

SHALE, black to brown, moderately weathered SANDSTONE, strong brown, medium grained, closely to very closely weathered, moderately weathered, hard HALE —30 SANDSTONE, strong brown to grey, medium grained moderately fractured, slightly weathered, hard

fine grained HALE, black, moderately fractured, slightly weathered, firm ANDSTONE HALE RAYWACKE, grey, moderately fractured, nearly unweathered, very hard

SANDY CLAYSTONE, dark bluish-grey, firm -.- J- 14 -

Table 1 - Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on July 31, 1992. See Fig. 2 for Borehole location. (Ref. 3).

San Francisco Pacific Heights CDMG Station No. 58131 Page 6 UJLPE BCSICUREe

SITE: PACIFIC HEIGHTS FIRE STATION DATE: 7/ 31/92

..... w Cl) ...J x I- ta_ uj 0 0 X is_ _.1 0 < >- CD LI_ V) DESCRIPTION

- _ 0

I6-

GR AYWACKE, dark grey, moderately fractured, unweathered, hard very hard ThiNTERBEDDED SANDSTONE AND SHALE, hard 18- -60 GRAYWACKE, dark grey, moderately fractured, very hard

19-

SHALE, moderately fractured, hard 20- GRAYWACKE, very hard 21- bHALE, hard -70 —GRAYWACKE, very hard 22-

23-

24- SHALE, hard 0

25- GRAYWACKE, very hard HALE, hard 26_,-\-BRAYWACKE, very hard

27- SHALE, very hard -90 18- GRAYWACKE

19- SANDY CLAY, grey, firm, with pieces of graywacke (gouge)

30- GRAYWACKE, hard 100

Table I (continued)

San Francisco Pacific Heights CDMG Station No. 58131 Page 7 UJLPE BCSICUREe

SITE: PACIFIC HEIGHTS FIRE STATION DATE: 7 / 31/92

C..) -J o_ o_ X 0- - CC 0 (1) I— CD DESCRIPTION

00 SHALE, hard RAYWACKE

32- SANDY CLAY, grey, firm, with pieces of shale (gouge)

SHALE, hard

-130 40- GRAYWACKE

41-

42-

Table 1 (continued)

San Francisco Pacific Heights CDMG Station No. 58131 Page 8 UJLPE BCSICUREe

.41r 0 ' I r

•••••••••.• SUSPENSION S-WAVE SUSPENSION P-WAVE 10 DOWNHOLE S-WAVE CURVE FIT DOWNHOLE P-WAVE CURVE FIT

20 — — -4—

7 50 r—

60 _

I- a. ILI• 70

s s 80

90 r s

100

110 a-

120

130 t 0 2000 4000 6000 8000 10000 12000 14000 16000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on August 3, 1992 to a depth of 114 feet in an uncased borehole drilled in rock. A conductor casing prevented S wave velocity measurements above 16 feet using the suspension method. P wave velocities could not be measured above 36 feet with the suspension method. The spectral slope method did not provide good attenuation results at this site. (Ref. 1).

San Francisco Pacific Heights CDMG Station No. 58131 Page 9 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Schocker, "Geology of the San Francisco North Quadrangle," U.S. Geological Survey Professional Paper 782, 1974.

San Francisco Pacific Heights CDMG Station No. 58131 Page 10 26 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

San Francisco Rincon Hill CDMG Strong Motion Station No. 58151

The strong motion instrument is located approximately 40 feet east of the Unocal Building on 425 First Street.

This report was prepared under the sponsorship of the Building Contractors Society ofJapan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: SAN FRANCISCO RINCON HILL

Address: Unocal, 425 First Street, San Instrument location: In the center of the Francisco, CA. west side of the fire station. Latitude: 37.790 N Site surficial geology: I(Js, Sandstone and shale, undifferentiated. Longitude: 122.39° W Depth to bed rock: Instrument located on Instrument owned by: California Division rock of Mines and Geology (CDMG) Site number: 58151

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 92 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: July 29, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: July 31, 1992. Subsurface Geophysics: Seismic refraction Performed by: Redpath Geophysics, Murphys, CA.

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 3 Figure 2 Site map showing the location of the instrument site and boring. 5 Figure 3 S wave velocities determined by suspension and downhole methods and P wave velocitied determined by the downhole method 8 Figure 4 Location sketch for shear-wave refraction survey line. 10 Figure 5 Shear wave arrival times versus distance for refraction survey. 11 Figure 6 Shallow shear-wave velocity sections based on intrepretation of refraction surveys. 12

Table 1 Geotechnical Log of Boring. 6

References 12

San Francisco Rincon Hill CDMG Station No. 58151 Page 2

UJLPE BCSICUREe

itsarp Mymc 't-Je ----1-4nit North ,#0/ FORT MASON .; is herma MILITARY RES ils 90' wat

71' Quusl{h 1,: ildnleai:. ‘ :et? - IIIIIiitz,z,:-.‹. .1 49' water --00111112.11711_2,,Zqj Os (day) 1 0 1 iIMP-1...... •IPTT,, ira'ziatiot,' 7- ....iii smeM141:1,30';:,:lr -7;:-..,-L,- , 0 - , l',_•"_--,___,:t122---4A -,--7,,,.. 74.<114... ....r.7.44% -,.....„,03 Maly . r0,44.1,77,41,14..1.4_,:•it. ,--,..11afiV.-LEIXelen7,-.:!".-s . , --. Qa-{ .---- it+eAlailti,03111.trg:ZIIW:.114,4 n ston .,W1117.167, -tf...gt‘ -....7.17,14,_ .. - ir , - . • NE1•ater_ groundr, 110 e.;.47,-j.j.x.;-„I„.0:1:t.! _....• „•..:.,.,-Ar-cA--s- , 4 - 1 frally:P.c.i;u,- .7.'!" TELEGRAPH HILL _ 421.0111111. .- . I '0 • AI OA '1.1-:•s% ---‘ *- - .- ',' - ...PO" - ••:-.1 --10•_..,11- '"'...,,,,i vor_:011 r-9 o , {26. ''',;'.., 17'141. 4‘j. V • 78 OK 4.3' Sand. da - =4' 0.)."- •iii,ii4.„-.... •-... .-2. 9' day . -" . ' '''''.4 r,,...;•78-4;."2:e-; 1:41i1:1 IA ---- .4 I. AV; , , - - . Kish 1111111"r. a ... - - - --..., - V:itiii.li &I. -1A;.--61-2,?,•-•--.7-1,-,NP•1,-._., .._, 31' Qal aiavt. -1 -!1;'1 4 •• 86' Qm -AIA WI& ) ....iili'',;(011 #22-9111,1 it Z...... :1'n •::,91:‘k..,..c.:17/14, I.Z.Ailalfigir.,1. 7,',C. N. ;111,..... . , -- sand, clay ------..-- .:----- rImalsi-'4,7.%116.1.. 111K=1*".r.,.---• .„.../ . 5' day . MIS g1)-e--1 , .9.0...TP-T•-- • ...."------lert- --.7t4 •-stertlyPiriis 4-4' --rza•ivoismeligemlgsw-.44.--Anotetzz,...... -7"1:= '''''X'-'&1eTZ1111•4 , P -- ,!,-" ' liand-eta -,-.-:--!LA/A-am skuLf.g...--- . — ...."-1-1--.-L-c-- ...... -.....0...,,,_, „ • , ,„,, -,•,... •••••=—_-:•.---- -•'.-Nuabiii---lippur,...i..._ euti• -.- -,-..iir-r-g..qt3W.A.- vi- aiii.-1,,AP. t e) !UN NC II: la A. Us t

li ' , •,--;!;'',J...... -,--,,TF,-, .•'il• tA••1 tklowl2s'_ ._-,- " - •- Ortiagf:Eir .•::.-,.„;-iiir•ru-- Noig , SI; /II 61:1 T ....-,a--j— 110Fr F.;41,SIrz i MI& 't'ais PACIF C. " r,o...... 7l ,I P;4..s4 - 0 • t'- •.- '. ---- •sulti ulf , .1 41,,, . 11.# ....--,.,-- ,aW .'-- - Va$1116a.. • I 0 ., Ai ,1`, . . . . • , p_.• ea j aiet .Inc, L1-umaal11:1 "weak 41y, r‘9...4 .!...-7-'..);:toa- 44 ir,§4-4.4, ,,,,,- %WIN_ -ism.= taw me al% EIMI ; . ir- ii•InA.AL 4 g 4, it ,_ - .. .M411.111 IIMO "we ..40*-r•Lif,•ticV• 411,41.:' ..,7'11•P',./'.A "41 Iriniiraink- , 4 tir.....isn'erati• 1."i .11`,.‘,V404(.4.,'. isl."4',, s."12::: 1.111r7.0-1111, ....-111811,72J111111 1ipaill:kullirsignis irl 'rAllirirell= . -Itegr illtr,PIA 01.,rn: Triti.r= `60.-Irei .01-10-P ''''''''4•-•.liesTY1111W , ••• woo ,s•L'All"-- 4114:07i _-,-. **•:;',1 iltalaesi_mgt*-up -___±. oms ----.....a, .r RINCON HILL --'411 7_,....1.-- 2-a orfor,a9 _,,,, ,.. , . ;:f..,...') . -. .. 4:r! Tolikiiia fillliiim, worailYIN ''..r/e:\::.):1,L;(2.•?ii iiii . . _ $..yle,__—4 , .NR TirlitAP.imm AM.0.11- -r„.„_.w,...,AFI :ram:log.1 tet.-= ---„apissos 401W4 rj 4f). x , - / -;',-" ' ' • soit , __vs: , -. 4. ' • -,,.....--,,,eilrmo 6•001 . #‘74.7„ 01' /e -

,... -Igr400111111Wor 1-51----t4cFriir: ,e-lirer...e.41t.LZ 4,,t4At, r ._.,..,L,...... ,,.,. .. - .ffl27171,"•47, ' r rIgri2Orr:26 tPL.StirjAgf.-s ,,li '.1,ll 1.1.1=.11. .IIIIII.... Pir.12,1 -6.:13911111, - •----- • — . • .Sn fir' )45P/tW

...... ,.. tw.:em,, 4v....q.-- Aiii.

SCALE 1:24000 1/2 0 1 MILE 5 0 1 KILOMETER

Figure 1 - Regional geological map for the instrument site. (Ref. 4) (See following page for description of map units).

San Francisco Rincon Hill CDMG Station No. 58151 Page 3 UJLPE BCSICUREe

Symbol Description Oaf Artificial fill 01 Landslide deposits (Quaternary) Oa! Alluvium; mostly sand and silt but locally contains clay, gravel, or boulders; generally gray to brown (Quaternary) Olo Beach deposits; predominantly well sorted medium grained loose gray sand; locally consists of sandy gravel and cobbles (Quaternary) Om San Francisco Bay Mud; soft gray clay and silt; locally contains hell fragments, plant remains, and thin beds of sand ((Quaternary) Od Dune sand; well sorted fine-grained gray sand, loose in most places (Quaternary) Qt Marine Terrace deposits; predominantly friable well sorted fine-grained yellowish-orange to gray sand; includes some gravel and colluvial clay (Quaternary) °sr Slope debris and ravine fill (Quaternary) Oc Colma formation; predominantly sand; some silt clay and gravel (Pleistocene) Ou Sedimentary deposits, undifferentiated (Quaternary) (;)-Frn Merced formation; friable to firm sand, silt and clay; minor amounts of gravel, lignite, and volcanic ash; medium gray to orange (Pliocene and Pleistocene) Kiss Franciscan Formation; clastic sedimentary rocks; sandstone tick-bedded and massive graywacke sandstone interbedded with thin layers of shale and fine- grained sandstone Ush Franciscan Formation; clastic sedimentary rocks; shale and thin bedded • snadstone; predominantly interbedded and laminated shale and fine-grained graywacke sandstone; beds generally two to five inches thick KJs Franciscan rormation; clastic sedimentary rocks; snadstone and shale undifferentiated; consists of units of KJss or KJsh so poorly exposed that predominant lithology could not be determined KJc Franciscan Formation; chert interbedded with firm shale; chert layers generally two or three inches thick, shale layers less than one inch thick, generally grayish red (Jurassic and Cretaceous) KJg Franciscan Formation; greenstone; altered volcanic rocks, fine-grained mostly basalt; hard where fresh , but weathered and firm to soft in most exposures (Jurassic and Cretaceous) KJrn Franciscan Formation; metamorphic rock; hard to firm (Jurassic and Cretaceous) KJ u Franciscan Formation; sheared rocks, small to large fragments of hard rocks in matrix of sheared rock (Jurassic and Cretaceous) Ks Franciscan Formation; sheared rocks, undifferentiated (Jurassic and Cretaceous) sp Intrusive into Franciscan Formation; serpentine; hard top soft, generally greenish gray (Jurassic and Cretaceous) gb Intrusive into Franciscan Formation; grabbo, fine to coarse grained grabbo, includes diabase where texture is subophite Jurassic and Cretaceous)

Figure 1 - (continued) Description of Map units for the first portion of Figure 1. Instrument site condition is noted by the bullet.

San Francisco Telegraph Hill CDMG Station No. 58133 Page 4 UJLPE BCSICUREe

APPROXIMATE SCALE (feet)

HARRISON 0 50

s • 437-35 401

PARKING AREA

APPROXIMATE BORING LOCATION

PARKING AREA

A CDMG INSTRUMENT

—A'

a 4 y BRIDGE

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on July 29, 1992 to a depth of 92 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

San Francisco Rincon Hill CDMG Station No. 58151 Page 5 UJLPE BCSICUREe

SITE: SEAN FRANCISCO — RINCON HILL DATE: 7 / 29/92

-J uj 00 2 < CD _J0 < >- CC 0 CD 1.1.. cn DESCRIPTION

SHALE, strong brown, closely to very closely fractured, extremely weathered, very soft

SANDSTONE, brown fine-grained and red medium-grained, very weathered, soft HALE, strong brown, fairly weathered, firm 'SANDSTONE, brown to grey, fine-grained, moderately weathered, very firm HALE. dark brown to grey, closely to very closely fractured, slightly weathered, very firm 20

very firm, dark brownish-grey, moderately fractured, unweathered

slightly harder 30

closely to very closely fractured

14-

15- 50

Table 1 - Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on July 29, 1992. See Figure 2 for Borehole location. (Ref. 3).

San Francisco Rincon Hill CDMG Station No. 58151 Page 6 UJLPE BCSICUREe

SITE: SAN FRANCISCO - RINCON HILL DATE: 7 / 29/92

fa-W ea_ 0 X CL < o —1 0 < )- CC 0 liJ CO Li_ CO 1— CD —J DESCRIPTION

0 soft rer--- firm

t7 GREYWACKE, grey, closely to very closely fractured, hard

SHALE, dark grey to black, closely to very closely fractured, firm 60 GREYWACKE, dark grey, closely to very closely fractured, very hard

soft, moderately fractured 20 — hard, some black shale interbeds. `harder 21- 70 very hard, finer grained, ciosely fractured 12- coarser grained

13- slightly softer

24- finer grained -60 slightly softer

25--very hard, closely to very closely fractured

16-

27-

moderately fractured 28-

19-

30- -100

Table 1 (continued)

San Francisco Rincon Hill CDMG Station No. 58151 Page 7 UJLPE BCSICUREe

100

150

200 Ii 111

SUSPENSION S-WAVE - - SUSPENSION P-WAVE DOWNHOLE S-WAVE CURVE FIT DOWNHOLE P-WAVE CURVE FIT

250 0 2000 4000 6000 8000 10000 VELOCITY, FT/SEC

Figure 3 - S wave velocities determined by suspension and downhole methods and P wave velocitied determined by the downhole method. Measurements were carried out by Agbabian Associates on July 31, 1992 to a depth of 80 feet in an uncased borehole drilled in rock. Suspension P wave velocities could not be resolved due to poor signal quality. The spectral slope method did not provide good attenuation results at this site. (Ref. 1).

San Francisco Rincon Hill CDMG Station No. 58151 Page 8 UJLPE BCSICUREe

Figure 4 Location sketch for shear-wave refraction survey line. (Ref. 5)

San Francisco Rincon Hill CDMG Station No. 58151 Page 9 UJLPE BCSICUREe

0.18 ;1" RONCON NOLL Q501313

0.16 —

Vtrue = 2840 ft/sec

(from off-end arrivals]

0.14 0

Arbitrary reference line 0.12 —

C7. 0.10 — CD a CD CD C/D

0.08 • 41 - • • 4, . • • •

0.06 — . • . • • • 41...... 0. ..411*.

0.04 f- v.

0 & 760 ft/sec vi T hti 4 0.033 sec

&t 0.024 sec „...... ;... - 002. — tNA X V . i I .A:. V + 690 ft/sec ii. Z.1 1 2 cos[sin-i Vi /V2] ..4, z 412 ft z1 .• 10 ft I I 1 I 0 20 40 60 80 100 DISTANCE - Feet

Figure 5 Shear wave arrival times versus distance for refraction survey. (Ref. 5)

San Francisco Rincon Hill CDMG Station No. 58151 Page 10

UJLPE BCSICUREe

0 20 40 60 80 100 I i I I i I i I SMR 155°444

0 790 fis 690 Os 10 2840 fls 20 — 1,411P400111 KILL

Figure 6 Shallow shear-wave velocity sections based on intrepretation of refraction surveys. (Ref. 5)

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Schocker, "Geology of the San Francisco North Quadrangle," U.S. Geological Survey Professional Paper 782, 1974.

Redpath Geophysics, Murphys, California, "Shear-Wave Refraction Surveys at Strong Motion Sites," November, 1992.

San Francisco Rincon Hill CDMG Station No. 58151 Page 11 27 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

San Francisco Telegraph Hill CDMG Strong Motion Station No. 58133

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: SAN FRANCISCO TELEGRAPH HILL

Address: Fire Station No. 28, 1814 Instrument location: In the basement of Stockton Street, San Francisco, the building, in approximately the CA. center of the building. Latitude: 37.800 N Site surficial geology: ICJsh, Shale and Longitude: 122.41° W thin-bedded Sandstone. Instrument owned by: California Division Depth to bed rock: Instrument located of Mines and Geology (CDMG) on rock Site number: 58133 Depth to water table: 18.5 feet

SUBSURFACE INFORMATION:

Boring 1 Monitoring well Depth: About 20.5 ft. Drilled by: Harding Lawson Associates. Date: September 3, 1988 Subsurface Geophysics: Estimated Shear wave velocity profiles. Information Provided by: Thomas E. Fumal, Menlo Park, CA.

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 3 Figure 2 Site map showing the location of the instrument site and boring 5 Figure 3 Estimated Shear wave velocity profile reproduced from Ref. 1 7

Table 1 Geotechnical Log of Boring. 6

References 8

San Francisco Telegraph Hill CDMG Station No. 58133 Page 2

UJLPE BCSICUREe

'isher )7.4 ; w. IIES IS r• fi6,1 •

B Black Pt - N - 84' we're—, 0 114' Qm {.230' :and . Qu 15' clay. gra' 3' clay \,..16' Yra Klsh (shale) 98"-43m....„ 26' sand); y 078' Qu43' { sand. da 9' clay Kish 3r Qal 86' Qm 4' sand. clay 0‘..-30 5' 'clay P/7'Isand-c) ..705./water In) /102' Qm BmiL0iNG :38' sand 165' Qs 26' clay. s 'Light sand-. 101: sand gravel isand-i (*hale)

Rim

WA °IF' ‘2100111411106 AV - -lyy- - Cl'2,40/14.""-- 1). " --se W a.,..,21ti ziAyirliga....,jp Ilm ifirraiwiaV.3lw,„-,114, _ - wva,L •. "#'9 -NMI rj-le-n --m--.1-ifin .r."1= 1:611"111.r.." lientlirise: .....a.w. $74_; , T _Mre""livritir

..••" 1111110.grVorejT -,,,,,i flh

...c.s4•45r-prefe,...... 4 - —' - '• --_...-- -Nr-o•solaOPINF y -- VS own= aa. 'W-w-dir't • `;'"V. -'ois3i12 1 Zioh, sio"0"1"-saal .- 111011. Vial'. YinargiVA - alirAinIA . A a * ...... : ,,,.., k° .4'1- 1.-3-441L,s, ',..-...1.4, • 45, in re::?;:. 9, — '-...- ,--e----=.1 Oar :PI41.-.4-51id Lill illig 11-141Th-'3""'- ---. --.44 iglir • :ION 7 1- jiiii : 2 1 14=1 4P I 1`: 141 . !rt.r* I f•it,.,._. Ilt:i • 7,F.4.7.11- 1 MILE 1=1

..:H S -1...-.. 1 1 KILOMETER

Figure 1 - Regional geological map for the instrument site. (Ref. 3) (See following page for description of map units).

San Francisco Telegraph Hill CDMG Station No. 58133 Page 3 UJLPE BCSICUREe

Symbol Description Oaf Artificial fill OI Landslide deposits (Quaternary) Oa] Alluvium; mostly sand and silt but locally contains clay, gravel, or boulders; generally gray to brown (Quaternary) Ob Beach deposits; predominantly well sorted medium grained loose gray sand; locally consists of sandy gravel and cobbles (Quaternary) Om San Francisco Bay Mud; soft gray clay and silt; locally contains hell fragments, plant remains, and thin beds of sand ((Quaternary) Od Dune sand; well sorted fine-grained gray sand, loose in most places (Quaternary) Qt Marine Terrace deposits; predominantly friable well sorted fine-grained yellowish-orange to gray sand; includes some gravel and colluvial clay (Quaternary) °Sr Slope debris and ravine fill (Quaternary) Oc Colma formation; predominantly sand; some silt clay and gravel (Pleistocene) Ou Sedimentary deposits, undifferentiated (Quaternary) arm Merced formation; friable to firm sand, silt and clay; minor amounts of gravel, lignite, and volcanic ash; medium gray to orange (Pliocene and Pleistocene) KJss Franciscan Formation; clastic sedimentary rocks; sandstone tick-bedded and massive graywacke sandstone interbedded with thin layers of shale and fine- grained sandstone KJsh Franciscan Formation; clastic sedimentary rocks; shale and thin bedded snadstone; predominantly interbedded and laminated shale and fine-grained graywacke sandstone; beds generally two to five inches thick Kis Franciscan Formation; clastic sedimentary rocks; snadstone and shale undifferentiated; consists of units of KJss or KJsh so poorly exposed that predominant lithology could not be determined KJc Franciscan Formation; chert interbedded with firm shale; chert layers generally two or three inches thick, shale layers less than one inch thick, generally grayish red (Jurassic and Cretaceous) KJg Franciscan Formation; greenstone; altered volcanic rocks, fine-grained mostly basalt; hard where fresh , but weathered and firm to soft in most exposures (Jurassic and Cretaceous) KJm Franciscan Formation; metamorphic rock; hard to firm (Jurassic. and Cretaceous) KJu Franciscan Formation; sheared rocks, small to large fragments of hard rocks in matrix of sheared rock (Jurassic and Cretaceous) Ks Franciscan Formation; sheared rocks, undifferentiated (Jurassic and Cretaceous) sp Intrusive into Franciscan Formation; serpentine; hard top soft, generally greenish gray (Jurassic and Cretaceous) gb Intrusive into Franciscan Formation; grabbo, fine to coarse grained grabbo, includes diabase where texture is subophite Jurassic and Cretaceous)

Figure 1 - (continued) Description of Map units for the first portion of Figure 1. Instrument site condition is noted by the bullet.

San Francisco Pacific Heights CDMG Station No. 58131 Page 4 UJLPE San Francisco TelegraphHill Figure 2- boring wasdrilledbyHarding LawsonAssociatesonSeptember3,1988 toa LEGEND ,L CDMGInstrument Apartments Site mapshowingthelocation oftheinstrumentsiteandboring.This STOCKTON STREET Official CurbLine Sidewalk depth ofabout20.5feet. (Ref.2). Telegraph Hill Fire StationNo.28 CDMG Station No.58133 4 , + leak investigation',20feetdeep,1988. 'Preliminary PetroleumHydrocarbon Harding LawsonAssociates, Monitoring wellby .L Gas Main Brick Sewer Water Main Water Main Gas Main Dry Cleanerand Apartments ( 1 )

feet 10 BCSICUREe • "fizzzr official curb line 20 Page 5 GREENWICHSTRE ET UJLPE San Francisco TelegraphHill Laboratory Tests *PID= photoionizationdetector, **S&H Samplerblowscountsconverted Table 1- Associates onSeptember 3,1988.SeeFigure2forBoreholelocation.(Ref. 2) EMU PI to 5PTblowcounts. 101 Geotechnical LogofBoring. ThisboringdrilledbyHardingLawson 3 9 ,,,,, — / 34/3" --no 34/3" 100yes 1 ..._ ..... Ea st6" 1no .. 7 a o._ cc c)2; '5 c c, 5 no ,

0 , 8 0 CDMG Station No.58133 25- 10 20 40- 35- 15- o Dept h ( ft) (/) a '4 equipment Elevation DARK GRAYISHBROWN(10YR4/2)SHALE C7 waterlevel9/5/88 77 groundwaterat18.5feet 6 inchesthickweatheredconcrete MOTTLED REDDISHYELLOW(7.5YR6/8) CLAY traceofSAND(CL) 3 inchesthickasphalticconcrete pavement bottom ofboring20.4feet intensely fractured,lowhardness, weak strength,moderatelyweathered stiff, moist• gravel encountered6-1/2to8feet 9/3/88, 9:40a.m. 100±feet Hollow 8 inchdiameter Stem Auger Date BCSICUREe 9-3-88 Page 6

UJLPE BCSICUREe

SHEAR WAVE VELOCITY (m/sec)

0 200 400 600 800 1000 1200

0 I I 1 II i 1 1 1 I I 1 I I I CO 'Co

10 _

1 i t

_& o o o :

N•••

30 - Vs=745±140 n=5

Figure 3 - Estimated Shear wave velocity profile reproduced from Ref. 1.

San Francisco Telegraph Hill CDMG Station No. 58133 Page 7 UJLPE BCSICUREe

References

Thomas E. Fumal, "A Compilation of the Geology and Measured and Estimated Shear-Wave Velocity Profiles at Strong-Motion Stations that Recorded the Loma Prieta, California, Earthquake", USGS Open-File Report 91-311.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Schocker, "Geology of the San Francisco North Quadrangle," U.S. Geological Survey Professional Paper 782, 1974.

San Francisco Telegraph Hill CDMG Station No. 58133 Page 8 28 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

San Francisco Veterans Administration Medical Center USGS Strong Motion Station No. 1225

•

::410,014

The strong motion instrument is located in the basement between buildings on a concrete slab.

This report was prepared under the sponsorship of she Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: SAN FRANCISCO VETERANS ADMIS'TRATION MEDICAL CENTER

Address: Veterans Administration Site number: 1225 Medical Center San Instrument location: In the basement Francisco, 4150 Clement between Buildings 2 and 3 on a Street, San Francisco, concrete slab. California Site surficial geology: Ks, Sheared Latitude: 37.783 ° N rocks, undifferentiated Longitude: 122.504° W Depth to bed rock: Foundation Instrument owned by: United States located on rock Geological Survey (USGS)

SUBSURFACE INFORMATION:

Boring 1 (Borehole A) Slope inclinometer installation Depth: 300 ft. Drilled by: Harding Lawson Associates Date: December 1981 Subsurface Geophysics: None

Boring 2 (Borehole B) Slope inclinometer installation Depth: 160 ft. Drilled by: Harding Lawson Associates Date: December 1981 Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: December 5, 1992

Boring 3 (Borehole SI 1-73) Slope inclinometer installation Depth: 153 ft. Drilled by: Woodward-Lundgren & Associates Date: July, 1973 Subsurface Geophysics: None

Boring 4 (Borehole SI 2-73) Slope inclinometer installation Depth: 151 ft. Drilled by: Woodward-Lundgren & Associates Date: July, 1973 Subsurface Geophysics: None

Boring 5 (Borehole SI 3-73) Slope inclinometer installation Depth: 153 ft. Drilled by: Woodward-Lundgren & Associates Date: July, 1973 Subsurface Geophysics: None

Boring 6 (Borehole SI 4-73) Slope inclinometer installation Depth: 153 ft. Drilled by: Woodward-Lundgren & Associates Date: July, 1973 Subsurface Geophysics: None

San Francisco V.A. M.C. USGS Station No. 1225 Page 2

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Boring 7 (Borehole SI 5-73) Slope inclinometer installation Depth: 151 ft. Drilled by: Woodward-Lundgren & Associates Date: July, 1973 Subsurface Geophysics: None

TABLE OF CONTENTS

Figure 1 Regional map showing the instrument site and seven boring locations. 4 Figure 2 Regional geological map for the San Francisco North Quadrangle 5 Figure 3 P and S wave velocities determined by suspension and downhole methods for Borehole B. 13

Table 1 Geotechnical Log of Boring 1 (Borehole A). 7 Table 2 Geotechnical Log of Boring 2(Borehole B). 9 Table 3 Geotechnical Log of Boring 3 (Borehole SI 1-73) and Boring 4 (Borehole SI 2-73). 10 Table 4 Geotechnical Log of Boring 5 (Borehole SI 3-73) and Boring 6 (Borehole SI 4-73). 11 Table 5 Geotechnical Log of Boring 7 (Borehole SI 5-73). 12

References 14

San Francisco V.A. M.C. USGS Station No. 1225 Page 3 LULPE BCSICUREe

LEGEND In

A Slope Indicator. Installed by + HLA In Nov.-Dec.. 1981.

Slope InOIc•tor. Installed by othors In F•b..1973.

0 100 175 350 Iset

Figure 1 - Regional map showing the instrument site and seven boring locations. Borings A and B were drilled by Harding Lawson Associates in October 1981 and November 1981 respectively. Borings SI 1-73, SI 2-73, SI 3-73, SI 4-73 and SI 5-73 were drilled by Woodward-Lundgren & Associates (WCC).

San Francisco V.A. M.C. USGS Station No. 1225 Page 4 UJLPE BCSICUREe

SCALE 1:24000 OM 38_ 45 0 1 MILE • KJ s

.5 1 KILOMETER 1-4 1(7)4.11 I Q-1-?, Kis '

KJ r" .18,4 . Qb Helmet Rock

; /++ • icsi&t• KJ 6o —

115

T 2 5 PS-Ig 5° • Mile RoCr Lighthouse .°C;itie ,111-1 , 4 7'30" I-- 0 - BAKERS 9 CH 30, ---

Lobos /

/ ,/, o• /w‘etkli • R VA MEDICAL CENTER SAN FRANCISCO , -,0 z - — Lpoos KJ Se Rocks„ I I 69. • C I.

Vort - (0

tdiaa74011.1."1°P41'114 - 11111 !II II 1111,111111 ir poP r 4-11,

Figure 2 - Regional geological map for the San Francisco North Quadrangle (see following page for description of map units) (Ref. 3).

San Francisco V.A. M.C. USGS Station No. 7225 Page 5 UJLPE BCSICUREe

BEDROCK • Ks Sheared rocks. undifferentiated Oilier* al blocks and pieces of hard rock as larch a• several hundred feet in diameter. in a matrix of intensely slisared shale and serpentine. Caste predorninantly mainisfoire. thole. and serpentine. boa also include all oilier rock types known Frnriciscan Formation_ Mntris gray to greenish grimy. moderately fires to soft land eloper generally erpaneire 1041 plastic lobe* wet

Serpentine Gabbro Mostly sajl sheered rock caniairring hard knobs of ion- Fine- to toaret....i•rd gebink inclaile• diabase where restore is sheared serpentine, rodineite. and rocks of Ike sithapkitie. Decors as inelo•ien.s Francisca st Formation. Derived free. per,d oo i cc serpentine (mostly borsbn rgite. some d•nile). or segregations son. hoed oerpentine, sliaktly sheared. Shoo. sepa- rately on Potrero Hill •nly. Variously colored. bet lOg yreestioh pre F. hi.... Cr brown. Ise/ wiles Oeored Floras (Ks) where 'hot unit t• *mostly time

Metamorphic rocks rirrerrione ion Radiolarian cherl awl shale t optos•ita- I..re...boo, Vine- ta ...arse-grained elate. orbirt. Neddiah.hr •o.*: alte•oni• hed• wad pro oofti• al the blneerhim Moen brittle tbert. I). iorbto peolo•A rell•reri oentreoie prialana naafi, basalt. l•ctsde• /nacies brirtle. choir. %b. tbirk. non Forma row./ toff, 4+ r we+ ...irk Locally ...ion.. los* ....re tkere pill. , to• ...ft* iscan anc Fr

Figure 2 (continued) Description of Map units of first portion of Fig. 2. Instrument site condition is noted by the bullet.

San Francisco V.A. M.C. USGS Station No. 1225 Page 6

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Z • wo w>.• -:1-. zoo n. <2 < o<4 I- • 07.0 v.1_7. w . em= , C . oil—% ox1-7, 11 n• a <-

) m woz Z). Z=2.1) 0=cm'C'Citil : 0. /-= aou_.! l Log w.IIC wWw m .r2m ow..c o iw22 zz33 ion 0.. z>. .E za i

t ..s. z. -<13 --' - ZVIL E -• Wu '0— a w x .2 215 P21 i< 2: 22 inu o ou)-7• t xcl'a. ce<

Con )-.< se es U CD se ....

*Owes Iiiii111111111 11rIttiliNt'.11 V• kt \ki 2 • - - *•cf ...lead •-• 2S 2 itniatui oomo

1%) tuatuo3 'Alston

LILLI zsm_ 7 t m IL

II 0 Cc o __

W ^ .f,g0 - 4 c

ta X o. 3c 0 •

Da °(21.q m4..=li •

= t ottl. t.u_

98 fee gWitilT2g82Zut: < Omoo• i‘a g E =

a 2 W W

anions

m a Uwomo SIS (MOM P.<0

(%)AJD•990ti 5,00

(24) Anus()

1%) tuintstr inntarl

Table 1— Geotechnical Log of Boring 1 (Borehole A) reproduced from Ref. 2, see Fig. 1 for location.

San Francisco V.A. M.C. USGS Station No. 1225 Page 7

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) Log h o ion t inua t n Co (

mcluars 44t kt? 4t) ?" CP (11) Indet, CP 0 PaD es• PS os• PI PS MAJO11.11 paio0

Aannuil 0103

(pm Apsuao hJa oolumuo3 amtpor,

tu SI « Z 8 I— • 73 z 2 , = tt 0 I Z re r° " a >-w I.B- C 7.3" g UJ LIJ V\.p eskuts • +4 (14 tilelia : o a a r. c% o o .- .-at .- o .- et RAJOIOI P1 r. ...• sr Da100

(NJ a,a3ou 1)03

(PO At!sw00

11111O03 afrnIpOrl ICOvphois

Table 1 (continued)

San Francisco V.A. M.C. USGS Station No. 1225 Page 8 UJLPE BCSICUREe

ins

le ve ha tz s ar u ray q f g ite h o w lass c lir

101 111 I 1/ II l ba a c

CC 2 co co. 5

cr CC uJ uJ

(„)„.0 SP ',Nam P4100

%) luaAooati WOO

0 0 .1.0 • Li!Oi) e's Ole ki II !J 0

Table 2 - Geotechnical Log of Boring 2(Borehole B) reproduced from Ref. 2, see Fig. 1 for location.

San Francisco V.A. M.C. USGS Station No. 1225 Page 9 UJLPE BCSICUREe

MIXE SU-73 HDLE S1,143 ELEV. 317, EL EY . 340 0 LOOSE SAND MEDIUM DENSE 'NAVEL air/ SILTY CLAY 21 SOFT FRACTURED DIRRLE VERY STIFF SILTY AND SANDY CLAYS 10 10 35/6'- TIONNIERATELY NARO SHALE _33 SOFT SANDSTONE SOFT SHALE 'SERPENTIN( TV ER Y SOFT SHALE 20 49

TMODERATELY HARD TO HARD SHALE ) NAND SANDSTONE 60/4" TMODERATELT RARD WALE

eln-RIFT SHALE Y HARD SANDSTONE ) WARD SANDSTONE ) MARC SANDSTONE 50 60/5" 99 SOME CHERT

60 50/6' SERPENTINE

trl SOME CHERT

6. 70 100/3" HARD SANDSTONE MATER LOSS

— 80 MODERATELY HARD SHALE

HARD SANDSTONE ) RATER LOSS

90 150/5" HARD CHERI WITH OREENSTONE

a. HARD SERPENTINE

tal 100 10012" HARD SANDSTONE 100 80/3" NODERATELY NANO SERPENTINE 40/6" 00ERATELY MAID MEATY OWE 110 MODERATELY HARD SERPENTINE 110

MODERATELY HARD TO HARD SERPONTIONE / SOFT AND CLAYEY 120. 100/6" 12CV6' ARD SANDSTONE NODE RA T ELY MARC, SHALE 130 100/4. 54VA. KEY: soCCAATELY HARD SHALE AND SERPENTINE 1 /PENETRATION 140 140 DO 100/6' RESI,STANCE IN *LOWS PER FOOT \32

90 .....'SAMPLE LOCATION 150 MOOERATELY MAID SERPENTINE 100/6" 120/4. FIGURE 2 — LOSS OF 80RI NOS

Table 3 - Geotechnical Log of Boring 3 (Borehole SI 1-73) and Boring 4 (Borehole SI 2-73) reproduced from Ref. 2, see Fig. 1 for location.

San Francisco V.A. M.C. USGS Station No. 1225 Page 10

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HOLE SI 3-73 HOLE SI 4-73 ELEy.342 ELEV. 347 0 0 STIFF SILTY CLAY AMO NEDILM DENSE LAND isirr smry cawy AND ova:um pcmsx LAND 1,11-2 36 MKT SHALE MODERATELY HARD SANDSTONE 10 10 55/4* 17 }CLAYEY

39 SOFT SHALE

72 46

MONENATELY NAND SANDSTONE )cLAyEy 53 }CLAYEY

nvr lien SHALE 100/8" MODERATELY HARD SERPENTINE MODERATELY HARD SANDSTONE 100/3"

67 MODERATELY HARD SHALE /SONE OI ENT 60 SOFT CLAYEY SHALE 100/6o SOFT-MODERATELY HARD SERPENTINE

.1 HARD )10001ERATELY WARD 70 60/4'

SOfT MALE

}HARD 120/9 0, 11.10qERAT ELY HARD 85/9"

}HARD 90/6"

97 MODERATELY HARD SERPENTINE 100 50/5" 107 SOFT SHALE 80/6" 110 1.10 •

120 120 90/8" •

MODERATELY HARD SERPENTINE 130 56/4' KEY• 120/6"

MODERATELY HARD SHALE 140 8° /: 14T 41 140 3:2 IN SLOWS PER FOOT }HARO

90 NSANPLE LOCATION

100/1PRIDOENATELY HAND SERPENTINE 11.5/8" 1M Fieuftx 3 — LOGS OF BORINGS

Table 4 - Geotechnical Log of Boring 5 (Borehole SI 3-73) and Boring 6 (Borehole SI 4-73) reproduced from Ref. 2, see Fig. 1 for location.

San Francisco V.A. M.C. USGS Station No. 1225 Page 11 UJLPE BCSICUREe

HOLE SI. 5-73 ELEV. 348 0 MEDIUM DENSE SANDY SILT 30/8' 10 SOFT WEATHERED SANDSTONE 43

20 80 MODERATELY HARD SHALE

41 SOFT WEATHERED AND - FRACTURED SANDSTONE 28

62 MODERATELY MARC SHALE

50 HARD SANDSTONE 110/15“

MODERATELY HARD OstLE 60 100./3" mom

70 70/6"

scorT SHALE WITH SERPENTINE INTAUSIONS

50/6" TO m0E-ft.:my mm

SO/6"

0 103

110 100/5'

RAM TO MODERATELY HARD SERPEXTINE

100/33"

LEY: 130

SO PENETRATION RESISTANCE (IN *LON. PER FOOT 140 032

90 - LOCATION

F auRE 4 — LOG OF BORING

Table 5 - Geotechnical Log of Boring 7 (Borehole SI 5-73) reproduced from Ref. 2, see Fig. 1 for location.

San Francisco V.A. M.C. USGS Station No. 1225 Page 12 UJLPE BCSICUREe

I M. Fr - ..... SUSPENSION S-WAVE • • •SUSPENSION P-WAVE 25 DOWNHOLE S-WAVE CURVE FIT - 4- - • DOWNHOLE P-WAVE CURVE FIT - eg a 50 _ -a

•

75 _a

•

100

-----I.

125 • PS* " Ir I : 1.4 I 150 a. I/J ..'rE

175 ------• — ...... _ _ ...... _ • 4111 4, • IN- ...... 200 — ...... 111: ...... a -• .. .. 225

• 250 I .1

1• • • ...... ••• 275

•

300 0 2000 4000 6000 8000 10000 12000 14000 16000 VELOCITY, FT/SEC

Figure 3 —P and S wave velocities determined by suspension and downhole methods for Borehole B. Measurements were carried out by Agbabian Associates on December 5,1992 to a depth of 275 feet. The borehole was drilled in rock and then uncased with 3-inch diameter PVC tubing. The spectral method did not provide good damping estimates at this location. (Ref. 1).

San Francisco V.A. M.C. USGS Station No. 1225 Page 13 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Schocker, "Geology of the San Francisco North Quadrangle," U.S. Geological Survey Professional Paper 782, 1974.

San Francisco V.A. M.C. USGS Station No. 1225 Page 14 29, UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Santa Cruz/Lick Observatory Electronics Lab CDMG Strong Motion Station No. 58135

The strong motion instrument is located in the Electronics Lab of Lick Observatory on the Santa Cruz Campus in the Surge A Building, Room 111.

This report was prepared under the sponsorship of the Building Contractors Society ofJapan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United Slates/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: SANTA CRUZ/LICK OBSERVATORY ELECTRONICS LAB

Address: Room 111, Surge A Building, Site number: 58135 Lick Observatory, Natural Instrument location: In the Electronics Sciences II, UC Santa Cruz, CA Lab of Lick Observatory in the Latitude: 37.001° N Surge A Building, Room 111. Longitude: 122.0601° W Site surficial geology: sch, Instrument owned by: California Division Metasedimentary Rocks. of Mines and Geology (CDMG) Depth to bed rock: Not Known

SUBSURFACE INFORMATION:

Boring 1 Monitoring well Depth: 46 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: August 20, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: None; hole shallow and has voids

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 3 Figure 2 Site map showing the location of the instrument site and boring. 5

Table 1 Geotechnical Log of Boring. 6

References 7

Santa CruzILick Observatory Lab CDMG Station No. 58135 Page 2 UJLPE BCSICUREe

' 53\

UNIVF-it.SITY OF —traLFOle,%, A ,,—) qAN-144( SANTA, CRUZ„: ,.•: ‘,....,...--.. 1 . ..--)1 ...... ,:::,...... ) \\44_.7.\-, t—• .4.2,....=,,.- .L.,1-e—•--0-`

Figure 1 - Regional geological map for the instrument site. (Ref. 3) (See following page for description of map units).

Santa CruzILick Observatory Lab CDMG Station No. 58135 Page 3 UJLPE BCSICUREe

UPPER MIOCENE TO PLIOCENE SEDIMENTARY SEQUENCE Tp PURISIMA FORMATION (upper Miocene and Pliocene)—Very thick bedded yellowish-gray tuffaceous and diatomaceous slitstone with thick interbeds of bluish-gray semlfriable fine-grained andesitic sandstone. Includes Santa Cruz Mudstone east of Scotts Valley and north of Santa Cruz TiC-..; • SANTA CRUZ MUDSTONE (upper Miocene—Medium- to thick-bedded and faintly laminated blocky-weathering pale-yellowish-brown siliceous organic mudstone. Includes Santa Margartta Sandstone along Glenwood syncline SANTA MARGARITA SANDSTONE (upper Miocene)—Very thick bedded to massive thickly crossbedded yellowish-gray to white friable granular medium- to fine- grained arkosic sandstone; locally calcareous MIDDLE MIOCENE SEDIMENTARY SEQUENCE MONTEREY FORMATION—Medium- to thick-bedded and laminated olive-gray to light-gray subsiliceous organic mudstone and sandy siltstone. Includes few thick dolomite interbeds

LOMPICO SANDSTONE—Thick-bedded to massive yellowish-gray medium- to fine- t grained calcareous arkosic sandstone; locally friable EOCENE TO LOWER MIOCENE SEDIMENTARY SEQUENCE vemen LAMBERT SHALE (lower Miocene)—Thin- to medium-bedded and faintly laminated mo

olive-gray to dusky-yellowish-brown organic mudstone with phosphatic laminae e

and lenses in lower part lop VAQUEROS SANDSTONE (Oligocene and lower Miocene)—Thick-bedded to mas-

Tv wns sive yellowish-gray arkosic sandstone f do

Basalt—Spheroidal-weatireihry pillow basalt flows in upper part o ion

t lt i

ZAYANTE SANDSTONE (Oligocene (—Thick-to very thick bedded yellowish-orange s d n arkosic sandstone with thin interbeds of greenish and reddish sitstione and lenses direc ENTS w and thick interbeds of pebble and cobble conglomerate a d, ho

SAN LORENZO FORMATION s s san l, SEDIM Tsr Rices Mudstone Member (Eocene and Ofigocene)—Massive medium-fight-gray fi ne- ow to very fine grained arkosic sandstone; thick bed of glauconitic sandstone at base arr rave Twobar Shale Member (Eocene)—Very thin bedded and laminated olive-gray shale lf d g Ha BUTANO SANDSTONE (Eocene) te iFICIAL da L— Tbc Upper sandstone member—Thin- to very thick bedded medium-gray fine- to li SUl

medium-grained arkosic sandstone wtth thin interbeds of medium-way slitstone nso Middle siltstone member—Thin- to medium-bedded nodular olive-gray pyritic TERIA Unco siltstone MA E Lower sandstone member—Very thick bedded to massive yellowish-gray granular LID S medium- to coarse-grained arkosic sandstone. VIUM— LU Conglomerate—Thick to very thick interbeds of sandy pebble conglomerate in ND L LA lower part of lower sandstone member A PALEOCENE SEDIMENTARY SEQUENCE LOCATELLI FORMATION—Nodular olive-gray to pale-yellowish-brown micaceous sitstorre a a Sandstone—Massive medium-gray fine- to medium-grained arkosic sandstone locally at base CRYSTALLINE PLUTONIC AND METAMORPHIC ROCKS QUARTZ DIORITE—Grades to granodiortte south and east of Ben Lomond Mountain

i. GRANITE AND ADAMELLITE

aeLtt.. GNEISSIC GRANODIORITE HORNBLENDE-CUMMINGTONITE GABBRO • METASEDIMENTARY ROCKS—Mainly pelitic schist and quartzite MARBLE—Locally contains interbedded schist and cak-sthcate rocks

Project No. EPRI FIELD EXPLORATION LEGEND FOR THE GEOLOGIC MAP OF THE Figure 9000588E Santa Cruz, California FELTON-SANTA CRUZ AREA USGS MISCELLANEOUS INVESTIGATIONS 30-2b Woodward-Clyde Consultants MAP 1-1905 (BRABB, 1989)

Figure 1 - (continued) Descfption of Map units for the first portion of Figure 1. Instrument s'te condition is noted by the bullet.

Santa Cruz1Lick Observatory Lab CDMG Station No. 58135 Page 4 UJLPE BCSICUREe

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on August 20, 1992 to a depth of 46 feet. Mr. Tom Powers of USGS supervised the field work. (Ref. 1).

Santa Cruz/Lick Observatory Lab CDMG Station No. 58135 Page 5

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SITE: UCSC/LICK ASTRONOMY SHOP DATE: 8/20/92

uJ 1 1— 0- Lij 00 M o_ 0 < >- 03 Li_ V) I— 0 DESCRIPTION

COARSE SAND, brown, slightly silty some fine gravel LAY, brownish red

2- softer reddish yellow —10 3-

s- slightly softer, some coarse sand

-20 6

slightly harder, brown 7

SCHIST, black, hard, very closely fractured, fairly weathered --\-EMPTY SPACE (no rock or sediment) 1-SCHIST

—30 9- EMPTY SPACE

SCHIST SPACE `SCHIST —\EMPTY SPACE CHIST 121"EMPTY SPACE —40 SCHISTE MPT-Y SPACE 13--\-SCHIST

14-

Table 1 - Geotechnical Log of Boring. This boring was drilled on August 20, 1992. See Figure 2 for Borehole location. (Ref. 2).

Santa CruzILick Observatory Lab CDMG Station No. 58135 Page 6 UJLPE BCSICUREe

4^, References

1.Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Brabb, Earl E., "Geologic Map of the Felton-Santa Cruz Area," U.S. Geological Survey Miscellaneous Investigations Map 1-1905, 1989.

Santa Cruz/Lick Observatory Lab CDMG Station No. 58135 Page 7 30 UJLPE BCS/CUREe Sub-Surface Site Conditions at South San Francisco Sierra Point CDMG Strong Motion Station No. 58539

The strong motion instrument is located on a rock cut bench about 250 feet north and 250 feet west of the intersection of Highway 101 and Sierra Point Parkway Overpass.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: SOUTH SAN FRANCISCO SIERRA POINT

Address: Bayshore Boulevard Brisbane, west of the intersection of CA. Highway 101 and Sierra Point Latitude: 37.6740 N Parkway Overpass. Sandstone Longitude: 122.3880 W Site surficial geology: KJ sk, Instrument owned by: California Division generally containing more than two of Mines and Geology (CDMG) percent potassium-feldspar. Depth to bed rock: Instrument located on Site number: 58539 Instrument location: On a rock cut bench rock about 250 feet north and 250 feet

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 114 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: August 24, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: August 27, 1992.

TABLE OF CONTENTS

Table 1 Geotechnical Log of Boring. 6

References 10

South San Francisco Sierra Point CDMG Station No. 58539 Page 2

UJLPE BCSICUREe

;

!I :

\••••\••••••°"‘

: I

Sierra Point ii Ise se i 'clic- , _,,,-"' -•• -t/ ...... „...... - --.: ' '.L...- t...... /...... -• ... _ --- Oyster 4 • Point : „ • 6.2:e • A

. .—aser

4. • ..101 • lee If • _ N'%141-'? f ,4 F•Ju / 7 -NZ_ cis \ e . ks. ..•>•••

4tat.1‘. Jr. ). la L

(../...0,' 41

-1. a.-.

SCALE 1:24000 1 10LE

2000 X03 4000 SCOO 60:0 7000 FEET

I KILOMETER

Figure 1 - Regional geological map for the instrument site. (Ref. 4) (See following page for description of map units).

South San Francisco Sierra Point CDMG Station No. 58539 Page 3 UJLPE BCSICUREe

Symbol Description Oaf Artificial fill 01 Landslide deposits (Quaternary) Oat Alluvium; mostly sand and silt but locally contains clay, gravel, or boulders; generally gray to brown (Quaternary) Ob Beach deposits; predominantly well sorted medium grained loose gray sand; locally consists of sandy gravel and cobbles (Quaternary) Om San Francisco Bay Mud; soft gray clay and silt; locally contains hell fragments, plant remains, and thin beds of sand ((Quaternary) Od Dune sand; well sorted fine-grained gray sand, loose in most places (Quaternary) Qt Marine Terrace deposits; predominantly friable well sorted fine-grained yellowish-orange to gray sand; includes some gravel and colluvial clay (Quaternary) °Sr Slope debris and ravine fill (Quaternary) Oc Colma formation; predominantly sand; some silt clay and gravel (Pleistocene) Ou Sedimentary deposits, undifferentiated (Quaternary) Q-rm Merced formation; friable to firm sand, silt and clay; minor amounts of gravel, lignite, and volcanic ash; medium gray to orange (Pliocene and Pleistocene) Us Franciscan Formation; sandstone and shale interbedded sandstone and shale, hard where fresh and intact, soft where weathered or sheared (Jurassic and Cretaceous) Usk Franciscan Formation; sandstone generally containing more than two percent • potassium feldspar (Jurassic and Cretaceous) KJc Franciscan Formation; chert interbedded with firm shale; chert layers generally two or three inches thick, shale layers less than one inch thick, generally grayish red (Jurassic and Cretaceous) KJg Franciscan Formation; greenstone; altered volcanic rocks, fine-grained mostly basalt; hard where fresh , but weathered and firm to soft in most exposures (Jurassic and Cretaceous) sp Franciscan Formation; serpentine; hard top soft, generally greenish gray (Jurassic and Cretaceous) KJni Franciscan Formation; metamorphic rock; hard to firm (Jurassic and Cretaceous) KJu Franciscan Formation; sheared rocks, small to large fragments of hard rocks in matrix of sheared rock (Jurassic and Cretaceous)

Figure 1 - (continued) Description of Map units for the first portion of Figure 1. Instrument site condition is noted by the bullet.

South San Francisco Sierra Point CDMG Station No. 58539 Page 4 UJLPE BCSICUREe

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on August 24, 1992 to a depth of 114 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

South San Francisco Sierra Point CDMG Station No. 58539 Page 5 UJLPE BCSICUREe

SITE: SIERRA POINT DATE: 8/24/92

(r) -J X 1- o_ uj o_ c:j 0 I a. < -Jo <>- o 03 U- (/) 1- CD -J DESCRIPTION

• • .• • • fine sand to coarse gravel • • .• .• • • • FILL - • • • • • • SANDSTONE, yellow to brown, very weathered, very closely fractured, fine grained, soft

10 SHALE, black; fairly weathered, very closely fractured, -\SANDSTONE, yellow-brown, fairly weathered, very closely fractured, fine grained, hard -\"CLAYSTONE, yellow, soft 5_ "SANDSTONE, yellow, slightly weathered, closely to very closely -\ fractured, medium grained, hard `SANDSTONE, deep brown, unweathered, very closely fractured, medium grained, very hard

CLAYSTONE, yellow, soft

SANDSTONE, yellowish brown to deep brown, very closely fractured, medium grained, hard

—30

10- harder, closely fractured

SANDSTONE, brown, very closely fractured, fine grained, hard

J-410 12- CLAYSTONE, grey and yellow, soft

14-

Table 1 -Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on August 24, 1992. See Figure 2 for Borehole location. (Ref. 3).

South San Francisco Sierra Point CDMG Station No. 58539 Page 6 -J CL UJ a- X 0- < CD <>- CC 0 (1)1— CD -I DESCRIPTION

16-

17-

18- 0

19-

20-

21-

22- SANDSTONE, grey, moderately fractured, medium grained, hard

CLAYSTONE, yellow, medium hard 23-

gradational contact to -SANDSTONE, light grey, moderately fractured, medium grained, —8 0 hard 25---CLAYSTONE. yellow, soft

26-

27- -90 SANDSTONE, brown, moderately fractured, medium grained, very hard 28-r-\CLAYSTONE, yellow, hard

29-

30- ALTERNATING SANDSTONE AND CLAYSTONE

Table 1 (continued)

South San Francisco Sierra Point CDMG Station No. 58539 Page 7 UJLPE BCSICUREe

SITE: SIERRA POINT DATE: 8/ 24/92

LU a- LLI o 0 'a.. -J 0 < >- 03 U- U3 DESCRIPTION

100

SANDSTONE, brown, moderately fractured, medium grained, very 32- hard

33- -110 34-

35-

36- -120 .37-

38-

39- -130 40-

4t-

42-

-140 43-

44-

45-

-150

Table 1 (continued) South San Francisco Sierra Point CDMG Station No. 58539 Page 8 UJLPE BCSICUREe

0 !

I. --111-- SUSPENSION S-WAVE J --E--- SUSPENSION P-WAVE 10 -i -- 4-- DOWNHOLE S-WAVE CURVE FIT 1---4-1- - -16- - • DOWNHOLE P-WAVE CURVE FIT

20 - I- ,

30 .1 +

1 40 -.•,,i,. ;..

60 -t

..I

70 , —

80 ,.

90 , T-

100 0 2000 4000 6000 8000 10000 12000 14000 16000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on August 27, 1992 to a depth of 97 feet in an uncased borehole drilled in rock. A conductor casing prevented suspension velocity measurements above 18 feet. Damping was not calculated due to poor coherence. (Ref. 1).

South San Francisco Sierra Point CDMG Station No. 58539 Page 9 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Bonilla "Preliminary Geologic Map of the San Francisco Quadrangle" U.S. Geological Survey Miscellaneous Field Studies Map MF-311, 1971.

South San Francisco Sierra Point CDMG Station No. 58539 Page 10 i UJLPE BCS/CUREe

Sub-Surface Site Conditions at

UC Berkeley Haviland Hall USGS Strong Motion Station No. 1006

The strong motion instrument is located in the basement approximately 40 feet from the north end of the building.

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: UC BERKELEY HAVILAND HALL

Address: Haviland Hall, University of Instrument location: In the basement California, Berkeley, California approximately 40 feet from the Latitude: 37.87° N north end of the building. Longitude: 122.26° W Site surficial geology: KIS, Sandstone Instrument owned by: United States and Shale Geological Survey (USGS) Depth to bed rock: Instrument located on Site number: 1006 rock

SUBSURFACE INFORMATION:

Boring 1 Performed by UJLPE Depth: 91 ft. Drilled by: Pitcher Drilling Company of Palo Alto, CA. Date: August 8, 1992 Geotechnical log by: Tom Powers, USGS Menlo Park, CA Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: August 9 and 30, 1992.

TABLE OF CONTENTS

Table 1 Geotechnical Log of Boring. 6

References 9

UC Berkeley Haviland Hall -USGS Station No. 1006 Page 2 UJLPE BCSICUREe

Figure 1 - Regional geological map for the instrument site. (Ref. 4) (see following page for description of map units).

UC Berkeley Haviland Hall USGS Station No. 1006 Page 3 UJLPE BCSICUREe

Symbol Description Qu Undifferentiated Quaternary deposits (Quaternary) Ols Landslide debris (Quaternary) Qtc Temescal formation, dark alluvium (Quaternary) Qtb Temescal formation, dark alluvium; material contemporaneous with Qtc and • Qts deposited by streams flowing from the Berkeley Hills (Quaternary) Qts Temescal formation, dark alluvium; alluvial material derived from the San Antonio formation (Quaternary) Qac Alluvium and colluvium (Quaternary) Lik Knoxville formation; shale, sandstone and minor conglomerate (Upper Jurassic) Kiro Sandstone, shale conglomerate (Cretaceous) Ku Undifferentiated upper Cretaceous rocks; may include unrecognized Eocene rocks (Cretaceous) KJfo Franciscan Group; sandstone and shale (Jurassic or Cretaceous) KJf m Franciscan Group; metamorphic rocks, undifferentiated (Jurassic or Cretaceous) TMU Contra Costa Group; Moraga formation: basalt, andesite and interrelated clastic rocks (Pliocene) Tar Contra Costa Group; Orinda formation: conglomerate, sandstone, siltstone, claystone (Pliocene) Tc Monterey Group; Claremont shale (Miocene) Tcc East of Moraga fault: Contra Costa Group undifferentiated (Pliocene) Leona rhyolite (Pliocene?) Tso Monterey Group; Sobrante formation sandstone and siltstone (Miocene) Sp Serpentine (Jurassic and Cretaceous)

Figure 1 - (continued) Description of Map units for the first portion of Figure 1. Instrument site condition is noted by the bullet.

UC Berkeley Haviland Hall USGS Station No. 1006 Page 4 UJLPE BCSICUREe

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled by Pitcher Drilling Company under the direction of Woodward Clyde Consultants on August 8, 1992 to a depth of 91 feet. Mr. Tom Powers of USGS logged the borings (Ref. 2).

UC Berkeley Haviland Hall USGS Station No. 1006 Page 5 UJLPE BCSICUREe

SITE: BERKELEY/HAVILAND HALL DATE: 8/8/92

(f) X 0_ w a_ 00 X a. cp 4-• '";.• -J < >- CC 1.1.J 03 LL V) 1- C0 0 DESCRIPTION

"7e,, 15.01115-° FILL — medium gravel SANDSTONE, greyish brown to orange, very weathered, closely fractured, fine to medium grained, soft

-10 3- very soft, very closely fractured

4- somewhat hard, grey, fairly weathered, closely fractured

nearly unweathered, progressively harder

_20 6 very hard, unweathered, moderately fractured

"gouge zone" (grey clay), soft

calcite veins

1-2 -40

13- closely fractured moderately fractured 14-

15- 50

Table 1 - Geotechnical Log of Boring. This boring was logged by Tom Powers of USGS on August 8, 1992. See Figure 2 for Borehole location. (Ref. 3). UC Berkeley Haviland Hall USGS Station No. 1006 Page 6

UJLPE BCSICUREe

SITE: BERKELEY/HAVILAND HALL DATE: 8/8/92

DESCRIPTION

16- ALTERNATING SANDSTONE AND SHALE, shale is black: sandstone :72.7i;t;77=7= is dark grey, fine to medium grained: closely fractured, hard

17- SANDSTONE, dark grey, moderately fractured, fine to medium —\ grained, harder —"SHALE, black, moderately fractured, soft 18 -60 ANDSTONE, grey, moderately fractured, fine to medium grained, hard 79- 'harder

20-

closely to very closely fractured, slightly softer 21- -70

22-

23- SHALE, black, moderately fractured, hard

24- "gouge zone" (grey clay), soft P-60 SANDSTONE, dark grey, moderately fractured, medium grained, 25- hard SHALE, black, moderately fractured, slightly softer 26- SANDSTONE, dark grey, closely fractured, fine to medium grained, harder 27- "gouge zone" (grey clay w/ some sandstone), soft .7-00 28-

29-

30-

-100

Table 1 (continued) UC Berkeley Haviland Hall USGS Station No. 1006 Page 7 UJLPE BCSICUREe

1- 7 • \VT •

•

70 1

80 L. SUSPENSION S-WAVE SUSPENSION P-WAVE DOWNHOLE S-WAVE CURVE FIT 111- DOWNHOLE P-WAVE CURVE FIT

100 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by suspension and downhole methods. Measurements were carried out by Agbabian Associates on August 9 and 30, 1992 to a depth of 72 feet in an uncased borehole drilled in bedrock. Due to a borehole obstruction, downhole measurements were taken to only 13 feet. The spectral slope method did not yield good results in this shallow rock borehole. (Ref. 1).

UC Berkeley Haviland Hall USGS Station No. 1006 Page 8 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Thomas Powers and Thomas E. Fumal, "Geologic logs of borings near twenty-two strong motion recorders", U.S. Geological Survey Open File Report 93-502, 1993.

Radbruch and Case, "Preliminary geologic map and engineering geologic information, Oakland and vicinity," U.S. Geological Survey Open file Report, 1967.

UC Berkeley Haviland Hall USGS Station No. 7006 Page 9 32 UJLPE BCS/CUREe Sub-Surface Site Conditions at UC Berkeley Memorial Stadium University of California Strong Motion Station

The strong motion instrument is located near the north end of the stadium about 400 feet east of Gayley Road.

This report was prepared under the sponsorship of the Building Contractors Society ofJapan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCSICUREe

SITE NAME: UC BERKELEY MEMORIAL STADIUM Address: Memorial Stadium, University Instrument location: Near the north end of of California, Berkeley, the stadium about 400 feet east of California. Gayley Road. (Downhole Latitude: 37.87° N instrument presently inoperable). Longitude: 122.25° W Site surficial geology: Ku, Instrument owned by: University of Undifferentiated upper Cretaceous California rocks. Site number: NA Depth to bed rock: Instrument located on rock

SUBSURFACE INFORMATION:

Boring 1 (Borehole SF-1) Previous Study Depth: 525 ft. Drilled by: Woodward-Lundgren & Associates. Date: 1968 Geotechnical log by: unkown Subsurface Geophysics: P and S wave velocities Performed by: Agbabian Associates, Pasadena, CA. Date: December 6, 1992.

TABLE OF CONTENTS

Table 1 Geotechnical Log of Boring. 6

References 8

UC Berkeley Memorial Stadium Page 2 UJLPE BCSICUREe

Figure 1 - Regional geological map for the instrument site. (Ref. 3) (See following page for description of map units).

UC Berkeley Memorial Stadium CDMG Station No. 58000 Page 3 UJLPE BCSICUREe

Symbol Description Qu Undifferentiated Quaternary deposits (Quaternary) Qls Landslide debris (Quaternary) Qtc Temescal formation, dark alluvium (Quaternary) Qtb Temescal formation, dark alluvium; material contemporaneous with Ofc and Ots deposited by streams flowing from the Berkeley Hills (Quaterhary) Qts Temescal formation, dark alluvium; alluvial material derived from the San Antonio formation (Quaternary) Qac Alluvium and colluvium (Quaternary) Jk Knoxville formation; shale, sandstone and minor conglomerate (Upper Jurassic) K;ro Sandstone, shale conglomerate (Cretaceous) Ku Undifferentiated upper Cretaceous rocks; may include unrecognized Eocene rocks (Cretaceous) KJfc Franciscan Group; sandstone and shale (Jurassic or Cretaceous) KJf m Franciscan Group; metamorphic rocks, undifferentiated (Jurassic or Cretaceous) Tmu Contra Costa Group; Moraga formation: basalt, andesite and interrelated clastic rocks (Pliocene) Tor Contra Costa Group; Orinda formation: conglomerate, sandstone, siltstone, claystone (Pliocene) (14. Tc Monterey Group; Claremont shale (Miocene)

Tcc East of Moraga fault: Contra Costa Group undifferentiated (Pliocene) Ti Leona rhyolite (Pliocene?) Tso Monterey Group; Sobrante formation sandstone and siltstone (Miocene) sp Serpentine (Jurassic and Cretaceous)

Figure 1 - (continued) Description of Map units for the first portion of Figure 1. Instrument site condition is noted by the bullet.

UC Berkeley Memorial Stadium Page 4 UJLPE UC BerkeleyMemorial Stadium Figure 2- boring wasdrilledbyWoodward-Lundgren &Associates.(Ref.2). Site mapshowingthelocation oftheinstrumentsiteandboring.This CDMG Station No.58000 BCSICUREe

lif.,

Page 5 University o f Ca 1965) MEMOR IALSTA DIUM UJLPE BCSICUREe

CORE HOLE LOG

Hole Location: Number: SF-1 Memorial Stadium, U.C. Berkeley Surface Elevation: County: Alameda Depth': 525' Location of hole shown Date Drilled: --- on Page 1-82 Depth to Water Source: NOAA Strong Motion Station when Drilled: --- Description, Memorial Stadium Berkeley, ESSA, CGS SFS, Nov. 4, 1968.

Depth Interval in Feet Geologic Description of Material 0-42' Predominantly graywacke sandstone with 15% igneous rocks (gabbro, chert, etc). 42-68' Graywacke sandstone and siltstone. 68-72' Mostly meta-quartzite and chlorite schist. 72-174'. Eclogite (chloritized) and chlorite schist. Carbonate and quartz veins increasing with depth below 107'. 174-182' Gouge (metamorphic fragments in a finely pulverized matrix) 182-202' Glaucophane, chlorite schist fragments. Carbonate and quartz in veinlets. 202-218' Opaque gouge. 218-446' Glaucophane, chlorite schist, becoming fine- grained. Quartz and carbonate in veinlets and as free grains. 446-525' As above with about 20% shale, siltstone and sandstone.

WOODWARD-LUNDGREN &ASSOCIATES

Table 1 - Geotechnical Log of Boring. This boring was drilled by Woodward- Lundgren & Associates in 1968. See Figure 2 for Borehole location. (Ref. 2).

UC Berkeley Memorial Stadium CDMG Station No. 58000 Page6 UJLPE BCSICUREe

DOWNHOLE S-WAVE CURVE FIT DOWNHOLE P-WAVE CURVE FIT

25 1

50 -4

75 • •

100 -!- • -r

125 • -4

150 -

175

200 .4.4 • .4. L

225 ., -

250 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 VELOCITY, FT/SEC

Figure 3 - P and S wave velocities determined by the downhole method. Measurements were carried out by Agbabian Associates on December 6, 1992 to a depth of 230 feet. The old borehole was drilled in rock and then cased with 4- inch steel tubing. Only downhole measurements were carried out because of steel casing. Because the borehole steel casing prevented accurate sensor orientation for the downhole probe, attenuation could not be calculated for this site. (Ref. 1).

UC Berkeley Memorial Stadium CDMG Station No. 58000 Page 7 UJLPE BCSICUREe

References

Agbabian Associates Inc. Pasadena, California, "Borehole Geophysical Measurements at 24 Soil and Rock Sites", Report No. 9225-6427 for Electric Power Research Institute, March 11, 1993.

Woodward-Clyde Consultants, Oakland, California, "Field Investigations at Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Radbruch and Case, "Preliminary geologic map and engineering geologic information, Oakland and vicinity," U.S. Geological Survey Open file Report, 1967.

UC Berkeley Memorial Stadium Page 8 33 UJLPE BCS/CUREe

Sub-Surface Site Conditions at

Yerba Buena Island (U.S. Coast Guard) CDMG Strong Motion Station No. 58163

This report was prepared under the sponsorship of the Building Contractors Society of Japan (BCS) by the California Universities for Earthquake Engineering Research (CUREe) as part of the United States/Japan Loma Prieta Earthquake (UJLPE) program. Additional project management support was provided by the Electric Power Research Institute. UJLPE BCS/CUREe

SITE NAME: YERBA BUENA ISLAND (U.S. COAST GUARD)

Address: Yerba Buena Island, San Site number: 58163 Francisco, CA. Instrument location: Near the sea cliff at Latitude: 37.81° N the southwest corner of Yerba Longitude: 122.36° W Buena Island. Instrument owned by: California Division Site surficial geology: Serpentine. of Mines and Geology (CDMG) Depth to bed rock: Not Known

SUBSURFACE INFORMATION:

Boring 1 Drilled by EPRI and UCD Depth: About 25 meters Drilled by: Pitcher Drilling Company, Palo Alto, CA. Date: October 25, 1990 Subsurface Geology Thomas Puma!, USGS Subsurface Geophysics: P and S wave velocities Performed by: USGS Subsurface Geophysics: P andS wave velocities - Performed by: Redpath Geophysics, Murphys, CA.

TABLE OF CONTENTS

Figure 1 Regional geological map for the instrument site. 3 Figure 2 Site map showing the location of the instrument site and boring. 5 Figure 3 Explanation of geologic log. 6 Figure 4 S-wave velocity profile for measurements carried out by USGS. 8 Figure 5 P-wave velocity profile for measurements carried out by USGS. 9 Figure 6 Shear-wave velocity profile for measurements carried out by Redpath Geophysics. 10

Table 1 Geotechnical Log of Boring 7 References 11

Yerba Buena Island CDMG Station No. 58163 Page 2

UJLPE BCS/CUREe

50' Elev. 0 30.6% depth 3 Elev. Oft. 14 ft water: 34.5 ft soft, sky, bl mud; 3.5 ft moist. y. very sdy cl. 67 clam 361; 2 ft bl gy urn amount of si 0 Elev. Oft. 17 ft water: 10 ft mud. 30% 66 and org mat; 16 It gy $ w streaks of s; 11 ft el, 10-40%s. Total depth 38 ft. 0 y el: itt hd bl el; 4 It tough, bl go el w pockets of I a; 3.5 ft tough bl el w peaty veg mat; 2.5 ft bl el; 4 It dk go el w some,, mica. f shl; 3 It same mtl; increase in s; am pockets of I b s; 2 It very sdy cl; 14.5 ft bl cl—some s; 4 ft bl go el w pockets of f b s; 0.5 It lot go gr up to 1%18.5 ft moist. bl el; 6 ft soft el, dk bl; 1 s in streaks and TREASURE pockets: 2 ft at. compact, bl el; 9.5 ft ISLAND moist bl el; occasional streaks of veg mat; lit hd layer dry, god: 1 ft moist a w only enough cl to give cohesion. sp,066 Elev. 0 ft. 17 ft water; 81 Imud. ,0 Total depth 153 It. 50% a; cl, percentage s unk osro. °6. Total depth 98 ft 71 A Y 63 ,06E , Elev. 5 ft. 5 I br to go s; depth 97 ft. 70 ev. Oft. 46 ft water; 7.5 It f sdy si, very soft; 6.5 ft hd,sdy el; 4 It firm. ely s; 2 ft hd sharp compact s;9 It mixed. and el, el increasing w depth: 13 ft st, sky. bl el; 19 ft compact bl el. some veg mat; 13 ft slightly sdy, bl cl. w at streaks of a, and pockets of ahl; 10 ft zu13 soft, damp, bl cl w increase of s: 3 ft hd a, some ahl; 22 It soft, damp. bl el, w a few a streaks and shl pockets, grading to st bid. Total depth 155 ft. YERBA BUENA Elev. —21 It. 47 ft surface mucic:, ISLAND 30 It soft bl cl: 30 ft s; 5 ft at bl cl: 5 ft s; SS ft soft bid; 61 ft at gy and . YERBA BUENA cl; 59 Its. Total depth 292 ft. I t 511,ause --N

MIDDLE HAR3OR 73 9. Elev. 0 ft. 95 ft water; 62 ft surface muck eonaiating of bl ci w some fairly s; 14.5 ft at bl el; shattered rk frog in y gy el. Total depth 161.5 ft. [

Lighthouse

4730- SCALE l.24 000 ou ( a 10011 0 1030 PX0 XOD .020 DC03 6COD MO CUT

0(00(1(0

Figure 1 - Regional geological map for the instrument site. (Ref. 4) (see following page for description of map units):

Yerba Buena Island CDMG Station No. 58/63 Page 3 UJLPE BCS/CUREe

EXPLANATION ,

SEDIMENTARY ROCKS Qal Alluvium Sand and gravel

4 ' Terrace deposits Predominantly gravel

Tmt Temblor formation Fangknnerate grading upward into gravel and diatomaceous shale

IGNEOUS AND METAMORPHIC ROCKS

Volcanic breccias and tuffs Predominantly rhyolitic

• Fthyolite Massive and laminated flows; also some andesite and basalt

Vent tuffs and breccias Rhyolitic; alaric ancient volcanic vents

Granodiorite, some granite, and gneiss Locally intruded by rhyolite porphyry dikes and sale

Gabilan limestone Marble, with some quartz Is and schists

Figure 1 - (continued) Description of Map units for the first portion of Fig. 1. Instrument site condition is noted by the bullet.

Yerba Buena Island CDMG Sicilian No. 58163 Page 4 UJLPE BCS/CUREe

APPROXIMATE 100 FOOT I SCALE

BOREHOLE LOCATION

PARKING LOT

LIGHTHOUSE RETAINIING FOOTPATH WALL " CONCRETE COMG STEPS INSTRUMENT S.F. S.F. EMPTY CONCRETE BAY DECK BAY

CLIFFS 1

Figure 2 - Site map showing the location of the instrument site and boring. This boring was drilled on October 25-30, 1990 to a depth of about 25 meters (Ref. I).

Yerba Buena Island CDMG Station No. 58163 Page 5 9 a8vd r9IRS 'oN uo!ivIS' :MUD MIDIS] OUdlIfi OgidA

2O1 p!oic.);)11 Jo uopruridx3 - ain44

fulni OE<

ipts 'A 0E1 L asua9 'A OS<

MIS 9L-9 asuap 06-0£

wmpaw 9-tr Lun!PP4J+ 06•01

uos p•Z asool 0 L -V

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al2111D/SDEI UJLPE BCS/CUREe

SITE: YERBA BUENA ISLAND DATE: 10/25/90

) I1 S/ T rs E W O te P PTH O O

LOG DESCRIPTION F AMPLE I TY DE (me S BL ORAPH -

=7.1— GRAVELLY SAND, some asphalt fragments — SANDSTONE, yellowish brown, moderately weathered, firm fragments to 20 cm . _

— deeply weathered, texture is SANDY CLAY LOAM —

SANDSTONE, v.dk. yellowish brown, moderately weathered, v. firm, .— moderately fractured

1 . v. firm to hard

— 15 SANDSTONE, dk. gray, fresh, hard, moderate to wide fracture spacing

•— .. Interbedded SHALE and SANDSTONE, close to moderate fracture spacing ...... - ... , d-20 SHALE, black, hard, v. close to close fracture spacing

DC —25

_ —

—30

Table] - Geotechnical Log or Boring. This Boring was drilled on October 25, 1990. See Fig. 2 lor location of the borehole and Fig. 3 for explanation of the geologic log (Ref. 1).

Yerba Buena Island COMG Swami No. 58163 Page 7 UJLPE BCS/CUREe

S Velocity (m/sec) 200 400 600 800 1000 1200

GRAVELLY SAND SANDSTONE deeply weathered

SANDSTONE moderately weathered

sa) 1:4444.70.•••••••••••:

c). a) 15 - SANDSTONE. fresh

Interbedded SHALE

, and SANDSTONE 20 - SHALE

Yerba Buena Islam! COMG .icaion No. 58163 Page 8 UJLPE BCS/CUREe

P Velocity (m/sec) 500 1000 1500 2000 :, GRAVELLY SAND SANDSTONE deeply weathered

SANDSTONE moderately weathered

10 -

15 - SANDSTONE, fresh

Interbedded SHALE and SANDSTONE az,:za 20 - SHALE

25 1 1 I " I

Yerba Buena Island

Figure 5 - P-wave velocity profile for measurements carried out by USGS. The dashed lines represent plus and minus one standard deviation. The statistics were done on the Slope (reciprocal velocity) so that some of the limits will not appear symmetrical. Simplified geologic log is shown for correlation with velocities (Ref. I).

Yerba Buena Island CDMG Station No. 58163 Page 9 UJLPE BCS/CUREe

SHEAR-WAVE VELOCITY - f t/sec 0 1000 2000 3000 4000

100

Figure 6 - Shear-wave. velocity profile for measurements carried out by Redpath Geophysics. (Ref. 2)

Yerbct Buena Island CIAIG Station No. 58163 Page 10 UJLPE BCS/CUREe

References

Redpath Geophysics, Murphys, California, "Seismic Velocity Logging in the San Francisco Bay Area", EPRI Agreement No. RP3014-06, for Electric Power Research Institute, August, 1991. Woodward-Clyde Consultants, Oakland, California, "Field Investigations at, Selected Strong Motion Accelerograph Sites", Project No. 9000588, for Electric Power Research Institute, January 29, 1993.

Radbruch, "Areal and engineering geology of the Oakland West Quadrangle," U.S. Geological Survey Miscellaneous Geologic Investigations Map 1-239, 1957.

Yerba Buena Island CDMG Station No. 58163 Page 11