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Home My WebLink About9 First American Way - Soils ReportREPORT OF GEOTECHNICAL INVESTIGATION PROPOSED DATA CENTER THE FIRST AMERICAN CORPORATION NEAR COLUMBINE AVENUE AND HALLADAY STREET SANTA ANA, CALIFORNIA Prepared for: THE FIRST AMERICAN CORPORATION Santa Ana, California ECEIVED JAN 1 3 2004 September 18,2003 City of Santa Ana MACTEC Project 4953-03-2631 #MACTEC 27 04 02:56p Lutzky Associates Dev.LP 7146416991 P.2 15,3, r GeoPentech February 6,2004 Mr. Ken Howe Development Manager Lutzky Associates 2915 Red}till Ave, Suite(104 Costa Mesa, CA 92626 Subject:Review of Geolechnical Evaluation by MACTEC First American Corporation Santa Ana Data Center Sinta Ana, California Dear Mr. Howe: Following my review of the MACTEC report titled "Report of Gcotechnical Investigation Proposed Data Center", which was prepared for The First American Corporation and dated September 18, 2003 (MACTEC Project 4953-03-2631) and subsequent phone discussions and reviews, this letter acknowledges that the work performed by MACTEÂ¢ adequately satisfies tho geotechnical earthquake engineering aspects of the project requirements. We appreciate the opportunity to provide you with our review of thc MACTEC report. If you have any questions regarding this letter, please give w a call at your convenience. Sincerel y, CeoPentech f g osni Dzonwak Principal i /47 '*NA64# 11 li i Uj,Gu-,IV . 001- N, PAAÂ©*MM DFive, Suite 210, Santa Ana, California 92705 Phone (714) 796-9100 Fox (714) 796-9191 Web Ste: www.geopentech.com Lette*Report0206O4 RECE]WED FEB 0 9 2094 September 18,2003 Mr. Ken Howe Lutzky Associates Development, LP 2915 Redhill Avenue, Suite C 104 Costa Mesa, California 92626 Subject:Report of Geotechnical Investigation Proposed Data Center The First American Corporation Near Columbine Avenue and Halladay Street Santa Ana, California MACTEC Project 4953-03-2631 Dear Mr. Howe: We are pleased to submit the results of our geotechnical investigation for the proposed Data Center to be constructed near Columbine Avenue and Halladay Street in Santa Ana, California. This investigation is being performed in accordance with our agreement for consulting services dated July 1,2003. The scope of our services was planned based on our discussions with you. Mr. Reggie Wilson of Robert R. Coffee Architect & Associates has furnished us with a site plan for the project via email on July 25,2003. Mr. Kenny Lee of Nabih Youssef & Associates has furnished us with structural loadings for the proposed Data Center. The results of our investigation and geotechnical design recommendations are presented in this report. Please note that you or your representative should submit copies of this report to the appropriate governmental agencies for their review and approval prior to obtaining a building permit. MACTEC Engineering and Consulting 200 Citadel Drive â€¢ Los Angeles, CA 90040 323-889-5300 â€¢ Fax: 323-721 -6700 Lucky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18,2003 lt has been a pleasure to be of professional service to you. Please contact us if you have any questions or i f we can be of further assistance. Sincerely, MACTEC Engineering and Consulting, Inc. f/Ida Law/Crandall, a Division of Law Engineering and Environmental SenÂ·ices, Inc. s D=c-2-01- S. Balachandran, Ph.D. Staff Engineer 1 -TUSAN FRA!1*11 j KIRÂ»?(5 A--7'71754 * CERnFIED ENGINEERING A Susan F. Kirkgara - V> GEOLOWST 3/Senior Engineering GeologFOFCALF 8 .1 N. Sathi Sathialingam, Ph.D g*/0 54 Marshall Lew, Ph.D. #< Principal Engineer 0 2 No. 2394 r I |1 Senior Principal 0 1 No. 522 1Project Manager * Exp. 6-30-06 Vice President <* Exp. 3-31-07 *P.170/3/ Geotechl2003-pro/13263/ Y/iverables\4953-03-263/,0/.doc 'LS/GEOTE(t*Â§$'$#F (10 copies submitted)<;t2000'_OF C AUj REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED DATA CENTER THE FIRST AMERICAN CORPORATION NEAR COLUMBINE AVENUE AND HALLADAY STREET SANTA ANA, CALIFORNIA Prepared for: THE FIRST AMERICAN CORPORATION Los Angeles, California MACTEC Engineering and Consulting, Inc. Los Angeles, California September 18,2003 MACTEC Project 4953-03-2631 Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 TABLE OF CONTENTS Page LIST OF TABLES AND FIGURFS ] Il SUMMARY ...Vl 1.0 SCOPE 1 2.0 SITE CONDITIONS o 3.0 PROJECT DESCRIPTION O 4.0 EXPLORATIONS AND LABORATORY TESTS o 5.0 GEOLOGY.. 3 5.1 GEOLOGIC SETTING 3 5.2 GEOLOGIC MATERIALS 4 5.3 GROUND WATER 4 5.4 FAULTS 5 5.5 GEOLOGIC-SEISMIC HAZARDS 10 5.6 ESTIMATED PEAK GROUND ACCELERATION 14 5.7 CONCLUSIONS.15 6.0 RECOMMENDATIONS 15 6.1 GENERAL ..15 6.2 DRIVEN PRE-CAST CONCRETE PILES ..16 6.3 SPREAD-TYPE SHALLOW FOUNDATIONS 19 6.4 SEISMIC COEFFICIENT AND SEISMIC ZONATION. 71 6.5 RESPONSE SPECTRA 77 6.6 TIME HISTORIES 73 6.7 FLOOR SLAB SUPPORT Â· 75 6.8 RETAINING WALLS AND WALLS BELOW GRADE 76 6.9 EXCAVATION AND SLOPES OR 6.10 SHORING ?9 6.11 GRADING ...30 6.12 GEOTECHNICAL OBSERVATION 17 7.0 GENERAL LIMITATIONS AND BASIS FOR RECOMMENDATIONS 33 8.0 BIBLIOGRAPHY.. 35 APPENDIX A: EXPLORATIONS AND LABORATORY TESTS APPENDIX B: CONE PENETRATION TEST DATA APPENDIX C: CD-ROM CONSISTING THE MODIFIED ORTHOGONAL HORIZONATAL COMPONENTS OF ACCELERATION TIME HISTORIES 11 Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 LIST OF TABLES AND FIGURES Table 1. Major Names Faults Considered to be Active in Southern California 2. Major Named Faults Considered to be Potentially Active in Southern California 3. List of Historic Earthquakes of Magnitude 4.0 or Greater within 100 km of the Site 4. Horizontal Ground Motion Pseudo Spectral Velocity in Inches/Second 5. Horizontal Ground Motion Pseudo Spectral Acceleration in g's 6. Empirical Time Histories Selected for Spectral Matching 7.* Modified Orthogonal Horizontal Components Figure 1 Vicinity Map 2.1 Plot Plan 2.2 Boring and CPT Location Plan 3 Local Geology 4 Regional Faults 5 Regional Seismicity 6 Axial Driven Pile Capacities 7 Site Specific Horizontal Response Spectra for Design Basis Earthquake 8 Site Specific Horizontal Response Spectra for Upper Bound Earthquake 9 El Centro Array Station 7 Records 9.1 Response Spectra for Original and Modified THs, DBE - S40E Component 9.2 Original and Modified Time Histories, DBE - S40E Component 9.3 Response Spectra for Original and Modified THs, DBE - S50W Component 9.4 Original and Modified Time Histories - DBE - S50W Component 9.5 SRSS and 90% of 1.3 DBE Response Spectra 9.6 Response Spectra for Original and Modified THs, UBE - S40E Component 9.7 Original and Modified Time Histories, UBE - S40E Component 9.8 Response Spectra for Original and Modified THs, UBE - S50W Component 9.9 Original and Modified Time Histories - UBE - S50W Component 9.10 SRSS and 90% of 1.3 UBE Response Spectra 10 Hollister South and Pine Records 10.1 Response Spectra for Original and Modified THs, DBE - S40E Component 10.2 Original and Modified Time Histories, DBE - S40E Component 10.3 Response Spectra for Original and Modified THs, DBE - S50W Component 10.4 Original and Modified Time Histories - DBE - S50W Component 10.5 SRSS and 90% of 1.3 DBE Response Spectra 10.6 Response Spectra for Original and Modified THs, UBE - S40E Component 10.7 Original and Modified Time Histories, UBE - S40E Component 10.8 Response Spectra for Original and Modified THs, UBE - S50W Component 10.9 Original and Modified Time Histories - UBE - S50W Component 10.10 SRSS and 90% of 1.3 UBE Response Spectra 111 Lutzky Associates Development. LP - Geolechnical Investigation MACTEC Project 4953-03-263] September 18.2003 11 Joshua Tree Records 11.1 Response Spectra for Original and Modified THs, DBE - S40E Component 11.2 Original and Modified Time Histories, DBE - S40E Component 11.3 Response Spectra for Original and Modified THs, DBE - S50W Component 11.4 Original and Modified Time Histories - DBE - S50W Component 11.5 SRSS and 90% of 1.3 DBE Response Spectra 11.6 Response Spectra for Original and Modified THs, UBE - S40E Component 11.7 Original and Modified Time Histories, UBE - S40E Component 1.1.8-Response-Spectra-for-Original-and-Modified-THsr-WBE---SSOW-Component- 11.9 Original and Modified Time Histories - UBE - S50W Component 11.10 SRSS and 90% of 1.3 UBE Response Spectra 12 Yermo - Fire Station 12.1 Response Spectra for Original and Modified THs, DBE - S40E Component 12.2 Original and Modified Time Histories, DBE - S40E Component 12.3 Response Spectra for Original and Modified THs, DBE - S50W Component 12.4 Original and Modified Time Histories - DBE - S50W Component 12.5 SRSS and 90% of 1.3 DBE Response Spectra 12.6 Response Spectra for Original and Modified THs, UBE - S40E Component 12.7 Original and Modified Time Histories, UBE - S40E Component 12.8 Response Spectra for Original and Modified THs, UBE - S50W Component 12.9 Original and Modified Time Histories - UBE - S50W Component 12.10 SRSS and 90% of 1.3 UBE Response Spectra 13 Newhall LA County Fire Station Records 13.1 Response Spectra for Original and Modified THs, Â·DBE - S40E Component 13.2 Original and Modified Time Histories, DBE - S40E Component 13.3 Response Spectra for Original and Modified THs, DBE - S50W Component 13.4 Original and Modified Time Histories - DBE - S50W Component 13.5 SRSS and 90% of 1.3 DBE Response Spectra 13.6 Response Spectra for Original and Modified THs, UBE - S40E Component 13.7 Original and Modified Time Histories, UBE - S40E Component 13.8 Response Spectra for Original and Modified THs, UBE - S50W Component 13.9 Original and Modified Time Histories - UBE - S50W Component 13.10 SRSS and 90% of 1.3 UBE Response Spectra 14 Sylmar - County Hospital Records 14.1 Response Spectra for Original and Modified THs, DBE - S40E Component 14.2 Original and Modified Time Histories, DBE - S40E Component 14.3 Response Spectra for Original and Modified THs, DBE - S50W Component 14.4 Original and Modified Time Histories - DBE - S50W Component 14.5 SRSS and 90% of 1.3 DBE Response Spectra 14.6 Response Spectra for Original and Modified THs, UBE - S40E Component 14.7 Original and Modified Time Histories, UBE - S40E Component 14.8 Response Spectra for Original and Modified THs, UBE - S50W Component 14.9 Original and Modified Time Histories - UBE - S50W Component 14.10 SRSS and 90% of 1.3 UBE Response Spectra 1V Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Projec; 4933-03-2631 September 18. 2003 15 Cape Mendocino Records 15.2 Original and Modified Time Histories, DBE - S40E Component 15.1 Response Spectra for Original and Modified THs, DBE - S40E Component 15.3 Response Spectra for Original and Modified THs, DBE - S50W Component 15.4 Original and Modified Time Histories - DBE - S50W Component 15.5 SRSS and 90% of 1.3 DBE Response Spectra 15.6 Response Spectra for Original and Modified THs, UBE - S40E Component 15.7 Original and Modified Time Histories, UBE - S40E Component 15.8 Response Spectra for Original and Modified THs, UBE - S50W Component 15.9 Original and Modified Time Histories - UBE - S50W Component 15.10 SRSS and 90% of 1.3 UBE Response Spectra V Luizki Associates Development. LP - Geotechnical Investigalion MACTEC Project 4953-03-2631 Sepiember 18,2003 SUMMARY We have completed our geotechnical investigation for the proposed Data Center to be constructed near Columbine Avenue and Halladay Street in Santa Ana, Cali fornia. The location of the site is shown on Figure 1, Vicinity Map. The locations of the proposed Data Center, existing buildings, and our current and prior explorations are shown on Figure 2.1 Plot Plan and on Figure 2.2, Boring and CPT Location Plan. Our subsurface explorations, engineering analyses, and foundation design recommendations are summarized below. The First American Corporation plans to build a base-isolated, two-story Data Center. The footprint dimension of the proposed Data Center is about 23,000 square feet. We understand that thefoundationwillbeestabl. helat-ElexatiQUALand the finish floor of the proposed Data Center w,iLLkÂ£-Â©4aWk!Â£020]Unxatip.n.21, The site of the proposed Data Center was explored by drilling three borings to depths about 60 to 75 feet below existing grade and advancing two Cone Penetration Test (CPT) soundings to a depth of about 75 feet below the existing grade. About 3 to 8 feet of fill was encountered in our borings at the site of the proposed Data Center. The fills soils consist of iaadugith<Fill's.t49'inaria.gy'"la Deeper fill soils could be present in other locations. The natural soils encountered beneath the proposed Data Center consist of medium stiffto very stiff silty clay and sandy silt, medium dense to dense poorly graded sand, poorly graded sand with silt, and silty sand. Ground water was encountered at depths of!343Â»lfilzebhÂ£lmubukling-Srads. The results of our liquefaction analysis indicate that the medium dense sand layers at depths 0Â£25- 12.itf=1=MINL-e.ng,gade have some potential to liquefy during the Design Basis Earthquake (DBE). Liquefaction-induced settlement is expected to be on the order of'/2 to A inch. during the DBE. Based on the available geologic data, active or potentially active faults with the potential for surface fault rupture are not known to be located beneath or projecting toward the site. In our opinion, the Vi Lutzky Associates Development, LP - Geoteclinical Investigation MACTEC Project 4953-03-2631 September 1 8.2003 potential for surface rupture at the site due to fault plane displacement propagating to the ground surface during the design life of the project is considered low. Although the site could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in Southern Cali fornia and the effects of ground shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices. The site is relatively level and the absence of nearby slopes precludes slope stability hazards. The potential for other geologic hazards such as tsunamis, inundation, seiches, flooding, and subsidence affecting the site is considered low. We recommend that the proposed Data Center be supported on pile foundations considering the soft fine-grained soils beneath the site and the expected column loads. However, if the anticipated static settlements and liquefaction-induced settlements can be accommodated, the proposed Data Center may be supported on shallow spread type foundations. The anticipated static settlements could be minimized by surcharging the entire footprint of the project area as described in the grading section o f this report. Because of the expansive on-site clayey soils, mitigation measures will be required to prevent heaving of floor slabs and other concrete slabs-on-grade. Prior geotechnical investigation in the vicinity of the project site by Geotechnical Professionals Inc. (1997) indicates that on-site soils are severely corrosive to ferrous metals, and deleterious to concrete. Vll Lutzky Associates Development. LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18,2003 1.0 SCOPE This report provides the results of our geotechnical investigation for a proposed Data Center to be constructed near Columbine Avenue and Halladay Street in Santa Ana, California. The location of the site is shown on Figure 1, Vicinity Map. Our subsurface explorations, engineering analyses, and geotechnical design recommendations are summarized below. The locations of the proposed structures and our current and prior exploration borings are shown on Figures 2.1 and 2.2, which are titled Plot Plan and Boring and CPT Location Plan, respectively. This investigation was authorized to determine the static physical characteristics of the soils at the site and to provide recommendations for foundation design, design of walls below grade, and floor slab and earthwork for the proposed development. We were to evaluate the existing soil and ground water conditions at the site, and provide the following: â€¢ Results of the subsurface explorations and laboratory tests, with a description of the soil and groundwater conditions encountered; â€¢ Results of the geologic-seismic hazard evaluation; â€¢ Recommendations for design of foundations to be used for support of the proposed Data Center, including allowable increase for wind or seismic loads; â€¢ Estimated settlements for the anticipated loadings; â€¢ Recommended site coefficient and seismic zonation based on the current California Building Code; â€¢ Results ofa liquefaction evaluation of the site; â€¢ Results of ground motion studies; â€¢ Recommendations for design of walls below grade; â€¢ Recommendations regarding frictional and passive values for the resistance of lateral forces; â€¢ Recommendations for earthwork, including site preparation, excavation, and the placing of any required compacted fill; and â€¢ Recommendations for floor slab support. 1 Lutzky Associates Development. LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 The assessment of general site environmental conditions for the presence of contaminants in the soils and ground water of the site was beyond the scope of this investigation. The results of our field explorations and laboratory tests, which form the basis of our recommendations, are presented in Appendix A, Explorations and Laboratory Tests; and Appendix B, Cone Penetration Test Data. 2.0 SITE CONDITIONS The project site is located near Columbine Avenue and Halladay Street in Santa Ana, California. The site is bounded by existing parking lots to the west, Columbine Avenue to the north, Newport Freeway (55 Freeway) to the east, and existing parking lots to the south The site is relatively level. The site o f the proposed Data Center is currently occupied by parking lots. 3.0 PROJECT DESCRIPTION The First American Corporation plans to build a base-isolated two-story Data Center. Mr. Kenny Lee of Nabih Youssef & Associates, the project structural engineer, provided us with anticipated column loads for the proposed Data Center. The footprint area of the proposed Data Center is about 23,000 square feet. According to Mr. Lee, typical maximum column loads for the Data Center are on the order of 750 kips (450 kips dead load plus 300 kips live loads). We understand that the finish floor of the proposed Data Center will be established at Elevation 43. The proposed finished grade around the proposed Data Center will be about Elevation 41 to 42. The foundations are planned at Elevation 34. 4.0 EXPLORATIONS AND LABORATORY TESTS Our current investigation consisted of drilling three borings and advancing two Cone Penetration Tests (CPTs) to depths of about 60 to 75 feet below the existing ground surface (bgs). Boring and CPT locations are shown on Figure 2.2. Details and borings logs of our explorations are presented in Appendix A. The CPT results are presented in Appendix B. 2 Lutzky Associates Development LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 Laboratory tests were performed on selected samples obtained from our borings for correlation with CPT data, to aid in the classification of the soils, and to determine the pertinent engineering properties of the foundation soils. The following tests were performed on samples from the current boring: â€¢ Moisture content and dry density determinations, â€¢ Direct shear, â€¢ Consolidation, â€¢ Percent passing No. 200 sieve, and â€¢ Expansion Index. In addition, we also relied on results of corrosion testing performed during prior investigation by Geotechnical Professional Inc. (1997). The results of prior corrosion study are presented in Appendix A. All testing was performed in general accordance with applicable ASTM specifications. Details and results of our laboratory testing programs are presented in Appendix A. 5.0 GEOLOGY 5.1 GEOLOGIC SETTING The site is located on the Coastal Plain of Orange County, approximately 3 miles east of the Santa Ana River and approximately 3 miles north-northwest of the San Joaquin Hills, at an elevation of approximately 42 feet above mean sea level (U. S. Geological Survey datum). The coastal plain is underlain by a deep structural basin known as the Los Angeles Basin. The site is underlain by approximately 850 feet of Quaternary sediments that are underlain by a thick sequence of Tertiary sedimentary rocks. Regionally, the site is the Peninsular Ranges geomorphic province. The province is characterized by elongate northwest-trending mountain rides separated by straight-sided sediment-filled valleys. The northwest trend is further reftected in the direction of the dominant geologic structural features of the province that are northwest to west-northwest trending folds and faults, such as the Newport-Inglewood and Whittier fault zones mieles:nÂ»0it,fi='tidA,H#N'stoefÂ·fh@.situ,4trgptive.low . 3 Lut:ky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-263] September 18.2003 The relationship of the site to local geologic features is depicted in Figure 3, Local Geology, and the faults in the vicinity of the site are shown in Figure 4, Regional Faults. Figure 5, Regional Seismicity, shows the locations of major faults and earthquake epicenters in Southern California. 5.2 GEOLOGIC MATERIALS The site is underlain by Holocene age alluvia] deposits. Based on published geologic maps, the Holocene age sediments consist primarily of silt and clay that are estimated to be approximately 15 to 25 feet thick. The Holocene age materials are underlain by Pleistocene age sediments estimated to be approximately 835 feet thick. The upper Pleistocene age materials beneath the site are typically sandier in nature, consisting of interlayered sand and silt. About 3 to 8 feet of fill was encountered in our borings at the site of the proposed Data Center. The fills soils consist of sandy silty clay with gravel, silty sand and silty clay. Deeper fill could be present in other locations. The natural soils encountered beneath the proposed Data Center consist of medium stiff to very stiff silty clay and sandy silt, medium dense to dense poorly graded sand, poorly graded sand with silt, and silty sand. 5.3 GROUND WATER The site is located in Section 30 of Township 5 South, Range 9 West, within the East Coastal Plain Hydrologic Subarea in the Santa Ana River Hydrologic Unit. According to the California Division of Mines and Geology (2001), the-bistodcltighwaterieveUUbg.,Rite,itinitxj#.aL#.dgglb.less.thall-11), Iss!.hlow-the-existing.groundjurface. According to Sprotte et al. (1980), the depth to the free water in the vicinity of the site inÂ¢tlen042 derind.suESÂ·. Ground water was encountered in our borings at the site at depths of 14 to 16 feet beneath the existing ground surface. 4 Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 5.4 FAULTS The numerous faults in Southern California include active, potentially active, and inactive faults. The criteria for these major groups are based on criteria developed by the Califbrnia -Geological Supve*-*reviously-the- Cali fornia DivisGn 'o9s.*andiGESIBBP)-for the Alquist-Priolo Earthquake Fault Zoning Program (Hart, 1999). By definition, an active fault is one that has had surface displacement within Holocene time (about the last 11,000 years). A potentially active fault is a fault that has demonstrated surface displacement of Quaternary age deposits (last 1.6 million years). Inactive faults have not moved in the last 1.6 million years. A list of nearby active faults and the distance in kilometers between the site and the nearest point on the fault, the maximum magnitude, and the slip rate for the fault is given in Table 1. A similar list for potentially active faults is presented in Table 2. The faults in the vicinity of the site are shown in Figure 4. Active Faults Newport-Inglewood Fault Zone The closest active fault to the site is the North Branch segment of the Newport-Inglewood fault zone located approximately 7 miles to the southwest. This fault zone is composed of a series of discontinuous northwest-trending en echelon faults extending from Ballona Gap southeastward to the area offshore of Newport Beach. This zone is refiected at the surface by a line of geomorphically young anticlinal hills and mesas formed by the folding and faulting of a thick sequence of Pleistocene age sediments and Tertiary age sedimentary rocks (Barrows, 1974). Fault- plane solutions for 39 small earthquakes (between 1977 and 1985) show mostly strike-slip faulting with some reverse faulting along the north segment (north of Dominguez Hills) and some normal faulting along the south segment (south of Dominguez Hills to Newport Beach) (Hauksson, 1987). Investigations by Law/Crandall (1993) in the Huntington Beach area indicate that the North Branch segment of the Newport-Inglewood fault zone offsets Holocene age alluvial deposits in the vicinity of the Santa Ana River. Whittier Fault The active Whittier fault zone is located approximately 14 miles north-northeast of the site. The Whittier fault trends northwest along the south flank of the Puente Hills from the Santa Ana River 5 Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September ]8.2003 on the southeast to the Merced Hills, and possibly beyond, on the northwest. The main fault trace is a high-angle reverse fault, with the north side uplifted over the south side at an angle of approximately 70 degrees. In the Brea-Olinda Oil Field, the Whittier fault displaces Pleistocene age alluvium, and Carbon Canyon Creek is offset in a right lateral sense by the Whittier fault. Yerkes (1972) estimates vertical separation along the fault zone on the order of 1,800 to 3,600 meters, with a right slip component of about 4,600 meters. Elsinore Fault Zone The active Elsinore fault zone is approximately 15'/2 miles northeast of the site. This fault zone extends south-southeastward at least 110 miles along the northeastern flank of the Santa Ana Mountains. The fault zone dips steeply toward the southwest and displacement is both right-lateral and reverse-dip separation. The fault zone contains several parallel to subparallel fault segments, and characteristically occupies a trough-like depression. Palos Verdes Fault Zone Studies by Stephenson et al. (1995) indicate that there are several active on-shore splays of the Palos Verdes fault zone. Based on this study, which included geophysical studies, aerial photograph interpretation, and limited fault trenching, the nearest splay of the active Palos Verdes fault zone is located about 16'/2 miles southwest of the site. Based on geophysical data, the dip of the fault is interpreted to be near vertical to 55 degrees to the southwest (Stephenson et al., 1995). Vertical separations up to about 1,800 meters occur across the fault at depth. However, strike-slip movement is indicated by the configuration of the basement surface and lithologic changes in the Tertiary age rocks across the fault. Geophysical data also indicate offset at the base of the offshore Holocene age deposits (Clarke et al., 1985). The Palos Verdes fault zone is considered active by the State Geologist. However, no historic large magnitude earthquakes are associated with this fault. San Andreas Fault Zone The active San Andreas fault zone is located about 45 miles northeast of the site. This fault zone, California's most prominent geological feature, trends generally northwest for almost the entire length of the state. The southern segment of the fault is approximately 450 kilometers long and extends from 6 Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 the Transverse Ranges west of Tejon Pass on the north to the Mexican border and beyond on the south. Wallace (1968) estimated the recurrence interval for a magnitude 8.0 earthquake along the entire fault zone to be between 50 and 200 years. Sieh (1984) estimated a recurrence interval of 140 to 200 years. The 1857 Fort Tejon earthquake was the last major earthquake along the San Andreas fault zone in Southern California. Blind Thrust Fault Zones San Joaquin Hills Thrust Until recently, the southern Los Angeles Basin has been estimated to have a low seismic hazard relative to the greater Los Angeles region (Working Group on California Earthquake Probabilities, 1995; Dolan et al., 1995). This estimation is generally based on the fewer number of known active faults and the lower rates of historic seismicity for this area. However, several recent studies by Grant et al. (2000,2002) suggest that an active blind thrust fault system underlies the San Joaquin Hilli. This postulated blind thrust fault is believed to be a faulted anticlinal fold, parallel to the Newport-Inglewood fault zone (NIFZ) but considered a distinctly separate seismic source (Grant et al., 2002). The recency of movement and Holocene slip rate of this fault are not known. However, the fault, i f it exists, has been estimated to be capable of a Magnitude 6.8 to 7.3 earthquake (Grant et al., 2002). This estimation is based primarily on coastal geomorphology and age-dating of marsh deposits that are elevated above the current coastline. The vertical surface projection of the San Joaquin Hills Thrust is located approximately 0.8 mile south of the site at the closest point. This thrust fault is not exposed at the surface and does not present a potential surface fault rupture hazard. However, the San Joaquin Hills Thrust is an active feature that can generate future earthquakes. The California Geological Survey (2003) considers this fault to be active and estimate an average slip rate of 0.5 mrn/yr and a maximum magnitude of 6.6 for the San Joaquin Hills Thrust. Puente Hills Blind Thrust The Puente Hills Blind-Thrust fault system (PHBT) is defined based on seismic reflection profiles, petroleum well data, and precisely located seismicity (Shaw and others, 2002). This blind thrust fault system extends eastward from downtown Los Angeles to Brea (in northern Orange County) 7 Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18,2003 and overlies the Elysian Park Thrust. The PHBT includes three north-dipping segments, named from east to west as the Coyote Hills segment, the Santa Fe Springs segment, and the Los Angeles segment. These segments are overlain by folds expressed at the surface as the Coyote Hills, Santa Fe Springs Anticline, and the Montebello Hills. The PHBT is believed to be the causative fault of the October 1,1987 Whittier Narrows Earthquake (Shaw and others, 2002), The vertical surface projection of PHBT is located approximately 12 miles north of the site at its closest point. Postulated earthquake scenarios for the PHBT include single segment fault ruptures capable of producing an earthquake of magnitude 6.6 (Mw) and a multiple segment fault rupture capable of producing an earthquake of magnitude 7.1 (Mw). The PHBT is not exposed at the ground surface and does not present a potential for surface fault rupture. However, based on deformation of late Quaternary age sediments above this fault system and the occurrence of the Whittier Narrows earthquake, the PHBT is considered an active fault capable of generating future earthquakes beneath the Los Angeles Basin. An average slip rate of 0.7 mm/yr and a maximum magnitude of 7.1 are estimated by the California Geological Survey (2003) for the Puente Hills Blind Thrust. Upper Elysian Park The Upper Elysian Park fault is a blind thrust fault that overlies the Los Angeles and Santa Fe Springs segments of the Puente Hills Blind Thrust (Oskin et hl., 2000 and Shaw et al., 2002). The eastern edge of the Upper Elysian Park fault is defined by the northwest-trending Whittier fault zone. The vertical surface projection of the Upper Elysian Park fault is approximately 27 miles northwest of the site at its closest point. Like other blind thrust faults in the Los Angeles area, the Upper Elysian Park fault is not exposed at the surface and does not present a potential surface rupture hazard; however, the Upper Elysian Park fault should be considered an active feature capable of generating future earthquakes. An average slip rate of 1.3 mm/yr and a maximum magnitude of 6.4 are estimated by the California Geological Survey (2003) for the Upper Elysian Park fault. Northridge Thrust The Northridge Thrust, as defined by Petersen et al. (1996), is an inferred deep thrust fault that is considered the eastern extension of the Oak Ridge fault. The Northridge Thrust is located beneath the majority of the San Fernando Valley and is believed to be the causative fault of the January 17, 1994 Northridge earthquake. This thrust fault is not exposed at the surface and does not present a 8 Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18,2003 potential surface fault rupture hazard. However, the Northridge Thrust is an active feature that can generate future earthquakes. The vertical surface projection of the Northridge Thrust is about 46 miles northwest of the site at the closest point. The California Geological Survey (2003) estimates an average slip rate of 1.5 mm/yr. and a maximum magnitude of 7.0 for the Not-thridge Thrust. Potentially Active Faults Pelican Hill Fault The closest potentially active fault to the site is the Pelican Hill fault located approximately 5 mi|es to the northwest. There is evidence that several branches of the fault offset late Pleistocene age terrace deposits (Miller and Tan, 1976). The Pelican Hill fault is believed to be a probable branch of the Newport-Inglewood fault zone. Evidence presented by Tan and Edgington (1976) suggests that the Pelican Hill fault has displaced marine terrace deposits, suggesting late Pleistocene or younger activity. However, there is no evidence that this fault has offset Holocene age alluvial deposits (Ziony and Jones, 1989). Additionally, the "Fault Activity Map of California" published by the California Geological Survey (Jennings, 1994) considers this fault to be potentially active. El Modeno Fault The potentially active El Modeno fault is located about 8 miles north of the site. The fault is a steeply-dipping normal fault about 9 miles long and has about 2,000 feet of uplift on its eastern side. Movement on the fault has been inferred during Holocene time, suggesting the fault is active (Ryan et al., 1982). However, the State Geologist considers this fault to be potentially active (Jennings, 1994). Peralta Hills Fault The potentially active Peralta Hills fault is located approximately 8.5 miles northeast of the site. This reverse fault is about 5 miles long and generally trends east-west and dips to the north. Pleistocene age offsets are known along this fault; however, there is no evidence that this fault has offset Holocene age alluvial deposits (Ziony and Jones, 1989). Additionally, the State Geologist considers this fault to be potentially active (Jennings, 1994). 9 Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September ] 8,2003 Los Alamitos Fault The potentially active Los Alamitos fault is located approximately 12 miles west-northwest of the site. This fault trends northwest-southeast from the northern boundary of the City of Lakewood, southeastward to the Los Alamitos Armed Forces Reserve Center. The fault, considered a southeasterly extension of the Paramount Syncline, appears to be a vertical fault with the early Pleistocene age materials on the west side of the fault displaced up relative to the east side. There is no evidence that this fault has offset Holocene age alluvial deposits (Ziony and Jones, 1989). Additionally, the State Geologist considers this fault to be potentially active (Jennings, 1994). Norwalk Fault The potentially active Norwalk fault is located about 12'/2 miles north-northwest of the site. The fault is a known ground-water barrier along the southern edge of the Coyote Hills, trending - southeasterly toward the Santa Ana Mountains. The fault is thought to be a north-dipping reverse oblique fault along which the Coyote Hills have been uplifted. This fault offsets lower Pleistocene age and older deposits near the mouth of the Santa Ana Canyon. However, there is no evidence that this fault has offset Holocene age alluvial deposits (Ziony and Jones, 1989). Additionally, the State Geologist considers the Norwalk fault to be potentially active (Jennings, 1994). 5.5 GEOLOGIC-SEISMIC HAZARDS Fault Rupture The site is not within a currently established Alquist-Priolo Earthquake Fault Zone for surface fault rupture hazards. The closest Alquist-Priolo Earthquake Fault Zone, established for the North Branch fault of the Newport-Inglewood fault zone is located approximately 7.4 miles southwest of the site. Based on the available geologic data, active or potentially active faults with the potential for surface fault rupture are not known to be located directly beneath or projecting toward the site. Therefore, the potential for surface rupture due to fault plane displacement propagating to the surface at the site during the design life ofthe project is considered low. 10 Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 Seismicity Earthquake Catalog Data The seismicity of the region surrounding the site was determined from research of an electronic database of seismic data (Southern California Seismographic Network, 2003). This database includes earthquake data compiled by the Cali fornia Institute of Technology from 1932 through 2002 and data for 1812 to 1931 compiled by Richter and the U.S. National Oceanic Atmospheric Administration (NOAA). The search for earthquakes that occurred within 100 kilometers of the site indicates that 394 earthquakes of Richter magnitude 4.0 and greater occurred from 1932 through 2002; 4 earthquakes of magnitude 6.0 or greater occurred between 1906 and 1931; and one earthquake of magnitude 7.0 or greater occurred between 1812 and 1905. A list of these earthquakes is presented as Table 3. Epicenters of moderate and major earthquakes (greater than magnitude 6.0) are shown in Figure 5. The information for each earthquake includes date and time in Greenwich Civil Time (GCT), location of the epicenter in latitude and longitude, quality of epicentral determination (Q), depth in kilometers, distance from the site in kilometers, and magnitude. Where a depth of 0.0 is given, the solution was based on an assumed 16-kilometer focal depth. The explanation of the letter code for the quality factor of the data is presented on the first page of the table. Historic Earthquakes A number of earthquakes of moderate to major magnitude have occurred in the Southern California area within the last 70 years. A partial list of these earthquakes is included in the following table. 11 Lutzky Associates Development, LP - Geotechnical Investlgalion MACTEC Project 4953-03-2631 Sepiember 18,2003 List of Historic Earthquakes Earthquake Distance to Direction to (Oldest to Youngest) Date of Earthquake Magnitude Epicenter Epicenter (Miles) Long Beach March 10,1933 6.4 9 SW Tehachapi July 21,1952 7.5 116 NW San Fernando February 9,1971 6.6 58 NW Whittier Narrows October 1,1987 5.9 28 NW Sierra Madre June 28,1991 5.8 40 N Landers June 28,1992 7.3 87 ENE Big Bear June 28,1992 6.4 67 ENE Northridge January 17, 1994 6.7 53 NW Hector Mine October 16,1999 7.1 132 NE The site could be subjected to strong ground shaking in the event of an earthquake. However, this hazard is common in Southern California and the effects of ground shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices. Slope Stability The relatively flat-lying topography at the site precludes both stability problems and the potential for lurching (earth movement at right angles to a cliff or steep slope during ground shaking). According to the City of Santa Ana General Plan (1982) and the County of Orange Safety Element (1995), the site is not within an area identified as having a potential for slope instability. Additionally, the site is not located within an area identified as having a potential for seismic slope instability (California Division of Mines and Geology, 1998). There are no known landslides near the site, nor is the site in the path of any known or potential landslides. Liquefaction and Seismic-Induced Settlement Liquefaction potential is greatest where the ground water level is shallow, and submerged loose, fine sands occur within a depth of about 15 meters (50 feet) or less. Liquefaction potential decreases as grain size and clay and gravel content increase. As ground acceleration and shaking duration increase during an earthquake, liquefaction potential increases. 12 Lutzky Associates Development. LP - Geolechnical Investigation MACTEC Project 4953-03-263 1 September 18,2003 According to the City of Santa Ana General Plan (1982), the County of Orange Safety Element (1995), and the California Division of Mines and Geology (1998), 'the site is within an area identified as having a potential' for liquefactÂ·ib-n. To evaluate the site-specific liquefaction potential, the magnitude-7.5-adjusted peak ground acceleration (PGA) corresponding to the Design Basis Earthquake (DBE), which is defined as an event with a 10% probability of exceedance in 50 years, was computed. The magnitude-7.5- adjusted PGA of the DBE, hereinafter referred to as the liquefaction PGA, was computed probabilistically using EZFRISK, Version 5.71 with the ground motion attenuation relations discussed in Abrahamson and Silva (1997), Boore et al. (1997), and Sadigh, et al. (1997), for a "soil" site type with a shear wave velocity in the upper 30 meters equal to 234 m/s. The liquefaction PGA for the subject site was calculated as 0.30 g. Our liquefaction analysis was based on the depth to ground water beneath the site (using historic high ground-water levels of 10 feet below the existing grade), SPT and CPT results obtained during our site investigation, and the liquefaction peak ground acceleration from our probabilistic ground motion studies. The results of the liquefaction analysis indicate that some of the medium dense sand layers between Elevation 17 and Elevation 2 have the potential to Jiquefy during a DBE event. The liquefaction-induced settlement is expected to be on the order of'/2 to 3% inch. Seismic-induced settlement is often caused by loose to medium-dense granular soils densified during ground shaking. Uniform settlement beneath a given structure would cause minimal damage; however, because of variations in distribution, density, and confining conditions of the soils, seismic-induced settlement is generally non-uniform and can cause serious structural damage. Dry and partially saturated soils as well as saturated granular soils are subject to seismic- induced settlement. Generally, differential settlements induced by ground failures such as liquefaction, flow slides, and surface ruptures would be much more severe than those caused by densification alone. Based on project description, soils beneath the site and ground water level at the site, the seismic induced settlement at the site is considered to very low. 13 Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Projecl 4953-03-2631 September 18.2003 Tsunamis, Inundation, Seiches, and Flooding The site is located about 7 miles from the Pacific Ocean at an elevation of approximately 42 feet above mean sea level (U. S. Geological Survey datum). Therefore, tsunamis (seismic sea waves) are not considered a significant hazard at the site. According to the County of Orange Safety Element (1995), the site is not located downslope of any large bodies of water that could adversely affect the site in the event of earthquake-induced dam failures or seiches (wave oscillations in an enclosed or semi-enclosed body of water). The site is not within the limits of a 100-year fiood zone or a 500-year flood zone, based on flood maps published by FEMA (ESRUFEMA, 2003) Subsidence The site is not within an area of known subsidence associated with fiuid withdrawal (ground water or petroleum), peat oxidation, or hydrocompaction (City of Santa Ana General Plan, 1982). 5.6 ESTIMATED PEAK GROUND ACCELERATION Ground motions were postulated corresponding to the Design Basis EaMhquake (DBE), having a 10% probability of exceedence during a 50-year time period and the Upper Bound Earthquake (UBE), having a 10% probability of exceedence during a 100-year time period. The site-specific peak ground acceleration for the UBE was estimated by a Probabilistic Seismic Hazard Analysis (PSHA) using the computer program EZFRISK, Version 5.71. The faults used in the study are shown in Tables 1 and 2, along with the maximum magnitude and the slip rate assigned to each fault. The peak ground acceleration was estimated as the average of the ground motion attenuation relations for a "soil" site classification discussed in Abrahamson and Silva (1997), Boore et al. (1997), and Sadigh, et al. (1997). 14 Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 Dispersion in the ground motion attenuation relationships was considered by inclusion of the standard deviation of the ground motion data in the attenuation relationships used in the PSHA. For the fault rupture length versus magnitude relationship, we have used the relationship of Wells and Coppersmith (1994) for all the faults in the model. The estimated peak ground acceleration for the DBE and the UBE is 0.39g and 0.47g, fe#pectively.' 5.7 CONCLUSIONS Based on the available geologic data, active or potentially active faults with the potential for surface fault rupture are not known to be located beneath or projecting toward the site. In our opinion, the potential for surface rupture at the site due to fault plane displacement propagating to the ground surface during the design li fe of the project is considered low. Although the site could be subjected to strong ground shaking in the event of an.earthquake, this hazard is common in Southern Cali fornia and the effects of ground shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices. The medium dense sand layers beneath the site, have the potential to liquefy during a DBE event. The liquefaction induced settlement is expected to be on the order of !/2 to % inch. The site is relatively level and the absence of nearby slopes precludes slope stability hazards. The potential for other geologic hazards such as tsunamis, inundation, seiches, flooding, and subsidence affecting the site is considered low. 6.0 RECOMMENDATIONS 6.1 GENERAL Based on the proposed elevation for the foundation of the Data Center and the information obtained from the borings, the existing fill soils will be removed as part of the proposed construction. However, if existing fill soils are encountered at the foundation levels, the existing fill soils should be excavated and replaced with properly compacted fill soils. 15 Lutzky Associates Development. LP - Geolechnical Investigation MACTEC Project 4953-03-263] September 18.2003 As the on-site upper clayey soils are moderately expansive, at least 2 feet of compacted fill consists of non-expansive soil should underlie any floor slabs or other concrete slabs-on-grade. We understand that the lower floor will be structurally supported due to the base isolation system. If there are any floors to be supported on grade, there is a risk of damage due to the estimated liquefaction-induced settlements Of up to !/2 to % inch. If this risk is not acceptable, these ftoor slab should be structurally supported. We recommend that the proposed Data Center bd supported on pile foundatiof*9nsidering th'e soils beneath the site an*JÂ»expectedâ€¢colamn:18*s. However, if the anticipated static settlements and liquefaction-induced settlements can be accommodated, the proposed Data Center may be supported on shallow spread type foundations. The anticipated static settlements could be minimized by surcharging the entire footprint of the project area as described in Section 6.11, Grading. Conventional spread footings may be established either in undisturbed natural soils or on properly compacted fill soil. Because the on-site clayey soils are expansive, mitigation measures discussed in Section 6.11, Grading, will be required to prevent heaving of floor slabs and other concrete slabs-on-grade. Existing parking lots at the project site should be cleared before starting construction. Based on corrosion tests, we recommend that Type V cement, a maximum water/cement ratio of 0.45, and minimum strength of 4,500 psi should be used for concrete structures and pipes td protect against sulfate attack. 6.2 DRIVEN PRE-CAST CONCRETE PILES Axial Pile Capacities The downward and upward capacities of 12- and 14-inch-square driven concrete piles for supporting the proposed Data Center are presented on Figure 6, Axial Driven Pile Capacity. Dead plus live load capacities are shown; a one-third increase may be used when considering wind or seismic loads. The capacities are based on the strength of the Soils; the compressive and tensile strength of the pile section itself should be checked to verify the structural capacity of the piles. 16 Lutzky Associates Development. LP - Geotechnical investigation MACTEC Project 4953-03-2631 September 18.2003 Where piles in groups are required, the piles should be spaced at least 3 pile widtlon centgrs. If the piles are so spaced, no reduction in the downward capacity of the piles due to group action need be. considered in design. Settlement The estimated settlement of the proposed Data Center, supported in the manner recommended, is on the order of M inch or less. Differential settlement between adjacent columns is expected to be on the order of'A inch or less. Lateral Pile Capacities Lateral loads may be resisted by the piles, by soil friction on the floor slabs, and by the passive resistance of the soils. We have calculated the lateral load, maximum moments, and depths to zero moment for a 12- and 14-inch-square piles using the computer program LPILE by ENSOFT, Inc. We have performed the computations for a free head and fixed head pile. Our computations were performed for pile head deflections of'/1 inch and M inch. The results are summarized in the table below. The capacities presented in the table below are for pile lengths equal to or greater than 20 feet below the bottom of pile cap. Lateral Load Design Data 12-inch-square Driven Pile Pile Head Deflection (inches) M M Pile Head Condition Free Fixed Free Fixed Lateral Load (kips) 13 35 22 47 Maximum Moment (kip-ft) 32 98 61 158 Depth to Maximum Moment (ft) 4 0 4 0 Depth to Negligible Moment (ft) 12 14 12 14 17 Lutzky Associates Development LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 Lateral Load Design Data 14-inch-square Driven Pile Pile Head Deflection (inches) M Pile Head Condition Free Fixed Free Fixed Lateral Load (kips) 16 44 30 65 Maximum Moment (kip-ft) 46 142 89 237 Depth to Maximum Moment (ft) 5 0 5 0 Depth to Negligible Moment (ft) 14 16 14 16 The lateral capacity and reduction in the bending moment are based in part on the assumption that any required backfill adjacent to the pile caps and grade beams are properly compacted. As the liquefaction is only expected to occur at depths about 15 to 30 below pile cap, the lateral capacities should not be significantly affected. For piles in groups spaced at least 3 pile diameters on centers, no reduction in the lateral capacities need be considered for the first row of piles and the piles located in the direction perpendicular to loading. For sup,Mque,U,rows in the direction of loading, piles in groups spaced closer than 8 pile diameters on centers will have a reduction in lateral capacity due to group effects. In the direction of loading, the lateral capacity of piles in groups, exieveptiff-rEIMkfiEi*El spaced at 3 pild diameters on centers may be assumed to be reduced by half. The reduction of lateral capacity iin the direction of loading for other pile spacings may be interpolated: 5 - 1 .. 1.0% 'A coefficient of friction of 0.4 may be used between the sides of the pile caps and the adjacent soils. The passive resistance of the natural soils or properly compacted fill against pile caps and grade beams may be assumed to be equal to the pressure developed by a fluid with a density 2250' tpdziAds per cubic foot. A one-third increase in the quoted passive value may be used for wind or seismic loads. The friction against the side of the pile caps, resistance of the piles, and the passive resistance of the soils against pile caps and grade beams may be combined without reduction in determining the total lateral resistance. 18 Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18,2003 Pile Installation The specification of pile driving criteria for termination of pile driving will depend on the pile hammer used and the characteristics of the pile selected for construction. Once the pile type and pile driving system are selected, wave equation analysis should be performed to evaluate drivability and to develop driving criteria. The final driving criteria should be developed using wave equation analysis incorporating the results of the indicator pile program recommended below. Unless refusal is encountered, driving should not be terminated until blow counts in excess of the number required to develop the allowable pile load are achieved. Refusal may be defined as driving resistance corresponding to 3 times the required blow counts. We recommend that 8 indicator piles be driven at the site to verify the required pile lengths and to evaluate the efficiency of driving systems before production piles are cast or ordered. The indicator piles should be ordered 10 feet longer than the design length to allow for instrumentation and possible variations in the subsurface materials. We will provide proposed locations of indicator piles after the pile foundation plan is finalized. Dynamic measurements during the indicator pile program using a Pile Driving Analyzer (PDA) is recommended on all indicator piles to develop blowcount and refusal criteria required to develop design capacities as well as to evaluate the induced stresses on the piles and the depth of pre-drilling, if required. If pre-drilling is required to maintain induced stresses on piles below acceptable levels, the auger for pre-drilling should have a cross-sectional area no larger than 80% of the cross-sectional area of the pile. 6.3 SPREAD-TYPE SHALLOW FOUNDATIONS The proposed Data Center may be supported on shallow, spread-type footings established in undisturbed natural soils or properly compacted fill soil if the anticipated static settlement and . liquefaction-induced settlements can be accommodated. 19 Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 Sepiember 18, 2003 Bearing Value Isolated or continuous spread footings established on competent soils may be designed to impose a net dead-plus-live load pressure of 2,000 pounds per square foot. The footings should extend about 3 feet below the lowest adjacent grade or floor slab on grade (i f any), whichever is lower. A one-third increase can be used for wind or seismic loads. The recommended bearing values are net values, and the weight of concrete in the footings can be taken as 50 pounds per cubic foot; the weight of soil backfill can be neglected when determining the downward loads. For structural analyses of the structure foundations established either in the properly compacted fill soils or natural soils, a vertical modulus of subgrade reaction of 100 pounds per cubic inch may be used. These values are unit values for use with a 1 -foot-square area. The modulus values should be reduced in accordance with the following equation when used with the larger foundations: B+1-2 KR=K - 28 - where K =unit subgrade modulus KR = reduced subgrade modulus B = equivalent foundation width Please note that where adjacent footings are required at different elevations, the higher footing should be located below a 1:1 plane extending upward from the bottom outer edge of the lower footing to avoid imposing significant surcharge loads. In addition, the proposed foundations should be located below a 1:1 (horizontal to vertical) plane extending upward from the bottom outer edges of the adjacent existing building foundations SO that the new foundations do not surcharge the existing foundations. Footings for minor structures (minor retaining walls and free-standing walls) that are structurally separate from the building may be designed to impose a net dead-plus-live load pressure of 1,000 pounds per square foot at a depth of 1 96 feet below the lowest adjacent grade. Such footings may be established on properly compacted fill soils or natural soils. 20 Lutzky Associates Development. LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 Settlement The estimated settlements of the proposed Data Center, supported on isolated or continuous spread footings in the manner recommended, is on the order of 1 !/2 inches or less. Differential settlements between adjacent isolated footings is expected to be on the order of 3/ inch. Differential settlements between adjacent columns supported on a continuous footing is expected to be on the order of 'A inch. In addition to the static settlements discussed above, the structure should be designed to accommodate liquefaction-induced settlements on the order of Z to % inch, Differential liquefaction-induced settlements is not expected to exceed 92 inch in 200 feet. Lateral Resistance Lateral loads can be resisted by soil friction and by the passive resistance of the soils. A coefficient of friction of 0.4 can be used between the footings and the floor slab and the supporting soils. The passive resistance of the soils can be assumed to be equal to the pressure developed by a fiuid with a density of 250 pounds per cubic foot. A one-third increase in the passive value can be used for wind or seismic loads. The frictional resistance and the passive resistance of the soils can be combined without reduction in determining the total lateral resistance. 6.4 SEISMIC COEFFICIENT AND SEISMIC ZONATION The site coefficient, S, can be determined as established in the Earthquake Regulations under Chapter 16 of the California Building Code, 2001 edition, for seismic design of the proposed buildings. Based on a review of the local soil and geologic conditions, the site may be classified Ws,Soil-Profile Type SD as specified in th;*ab. The site is located within CBC Seismic Zone 4. The site is near the Newport-Inglewood Fault, which has been determined to be *i@f:-13Â· seisinic seWEE 10*Mines' an'1g*(crecently renamed as the Cali fornia Geological Survey). According to Map N-34 in the 1998 publication from the International Conference of Building Officials entitled "Maps of Known Active Fault Near-Source Zones in Cali fornia and Adjacent Portions of Nevada," the proposed Data Center is located at a distance of 11.9 kilometers from the Newport-Inglewood Fault. At this distance for a seismic source type B, 21 Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 the near source factors, N. and â‚¬, are tb be ta-ken as 1.0 and 1.0 respectively, based bn Tables 16-S and 16-T of the CBC. 6.5 RESPONSE SPECTRA Ground motions were postulated corresponding to earthquake levels having a'-TO% probability of, *ded'*rite during a 30-year time period (dekignated the Design Basis Earthquake, DBE) and a 10% probability of exceedence during in a 100-year time period (designated the Upper Bound Earthquake, UBE). The probabilistic response spectra developed for this study are referred to as the site-specific response spectra. The site-specific response spectra for the DBE and UBE levels of shaking specified were determined by a Probabilistic Seismic Hazard Analysis (PSHA) using the computer program EZFRISK, Version 5.71. EZFRISK converts the slip rate of each fault into an activity rate using an algorithm consistent with the Anderson and Luco Occurrence Relation 2 (Anderson and Luco, 1983). The faults used in the study are shown in Tables 1 and 2, along with the maximum magnitude and the slip rate assigned to each fault. Please note that a recently released PSHA fault model (CGS, 2003) includes the San Joaquin Hills fault, a previously unknown blind thrust fault that underlies the San Joaquin Hills to the south of the site. We have included this fault in our PSHA model, resulting in higher estimated ground motion values in the region compared with previously released data. The response spectra were developed using the average of the attenuation relations discussed in Abrahamson and Silva (1997), Boore et al. (1997), and Sadigh, et al. (1997), for a "soil" site type with a shear wave velocity in the upper 30 meters equal to 234 meters per second. Dispersion in the ground motion attenuation relationships was considered by inclusion of the standard deviation of the ground motion data in the attenuation relationships used in the PSHA. We have used the relationships for rupture area versus magnitude of Wells and Coppersmith (1994) for selected faults in our model. The response spectra for the horizontal component of shaking for the DBE and UBE ground motions are shown on Figures 7 and 8 for structural damping values of 2%, 5% and 10%. The response spectra in digitized form are presented in Tables 4 and 5. 22 Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18. 2003 6.6 TIME HISTORIES Spectral Matching Procedure The computer program RSPMATCH (Abrahamson, 1998) was used to perform time-domain spectral matching ofÂ¥ seven orthogonal sets of horizontal time hi@ories. The spectral matching procedure modifies the empirically recorded (initial) time histories usually by adding a tapered cosine wave so that the response spectrum of the modified time history and the target spectrum match. For each period, the time of the maximum response is computed for the initial (unmodified) time history. A tapered cosine wave is then added at that computed time to either increase or decrease the spectral response and match the target spectrum for the specific period. The initial phasing of the time history can be maintained because the modification for each period is applied at the time of maximum spectral response rather than throughout the entire time history, as is done in frequency-domain spectral matching. The spectral matching was performed for the DBE and the UBE design response spectra with 5% damping. Spectral Matching Procedure We performed spectral matching for the DBE and UBE level earthquake in accordance with the Appendix 16A of the California Building Code, 2001 edition. De-aggregation results for the PGA (zero spectral period) indicate that seismic events from strike-slip and reverse-oblique faults with magnitudes ranging from 5 to 7 at distances of about six kilometers or nearer are the predominant contributors to the seismic shaking hazard of the project site. The seven time histories selected for matching are presented in Table 6, Empirical Time Histories Selected for Spectral Matching. These records were selected based on the following factors: robust long-period content, inclusion of strong directivity or near-source ground motions, and the results of de-aggregation of probabilistic seismic hazard. 23 Lutzky Associates Development. LP - Geotechnical invescigation MACTEC Project 4953-03-2631 September 18. 2003 Section 1659.4.2 of the 2001 CBC states that the motions shall be scaled such that the average value of the square root of the sum of the squares (SRSS) spectra does not fall below 1.3 times the DBE (or UBE) spectrum by more than 10 percent for the periods of interest. A period range of 0.1 second to 3.5 seconds was provided by the structural engineer. Therefore, a target spectra of 90% DBE (or UBE) was used, so that, the SRSS spectra could be approximately 10% lower than the 1.3 times the DBE (or UBE) spectra. Table 7, Modified Orthogonal Horizontal Components, identifies the horizontal components for each record listed in Table 6 and presents initial and modified peak ground acceleration (PGA) values. Response spectra for the original and the modified time histories and the 90% of DBE (target spectrum) for one orthogonal horizontal component are presented in Figures 9.1,10.1,11.1,12.1, 13.1, 14.1, and 15.1 and for the other orthogonal horizontal component in Figures 9.3,10.3,11.3, 12.3, 13.3,14.3, and 15.3. Response spectra for the original and the modified time histories and the 90% of UBE (target spectrum) for one orthogonal horizontal component are presented in Figures 9.6, 10.6, 11.6, 12.6, 13.6, 14.6, and 15.6 and for the other orthogonal horizontal component in Figures 9.8,10.8,11.8,12.8, 13.8,14.8, and 15.8. Acceleration, velocity and displacement time histories for the original records and the modified time histories, for DBE matching, for one orthogonal horizontal component are presented in Figures 9.2, 10.2, 11.2, 12.2, 13.2, 14.2, and 15.2 and for the other orthogonal horizontal component in Figures 9.4, 10.4, 11.4, 12.4, 13.4, 14.4, and 15.4. Acceleration, velocity and displacement time histories for the original records and the modified time histories, for UBE matching, for one orthogonal horizontal component are presented in Figures 9.7,10.7,11.7,12.7, 13.7,14.7, and 15.7 and for the other orthogonal horizontal component in Figures 9.9,10.9,11.9, 12.9,13.9,14.9, and 15.9. The SRSS and the 90% of 1.3 times the DBE spectrum are presented in Figures 9.5,10.5,11.5, 12.5, 13.5, 14.5, and 15.5. The SRSS and the 90% of 1.3 times the UBE spectrum are presented in Figures 9.10,10.10,11.10,12.10,13.10,14.10, and 15.10. 24 Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September /8.2003 The electronic files of the modified orthogonal horizontal components of acceleration time histories are included in the enclosed CD-ROM disk, attached as Appendix C. 6.7 FLOOR SLAB SUPPORT It is not expected that the base isolated building will have floor slabs supported on grade. However, if there are any floor slabs to be supported on grade, this section contains the recommendations. The subgrade should be prepared as recommended in Section 7.11, Grading. Construction activities and exposure to the environment can cause deterioration of the prepared subgrade. Therefore, we recommend our that our field representative observe the condition of the final subgrade soils immediately prior to slab-on-grade construction, and, if necessary, perform further density and moisture content tests to determine the suitability of the final prepared subgrade. I f vinyl or other moisture-sensitive floor covering is planned, we recommend that the floor slabs be underlain by a capillary break consisting of a vapor-retarding membrane over a 4-inch-thick layer of gravel. A 2-inch-thick layer of sand should be placed between the gravel and the membrane to decrease the possibility of damage to the membrane. A suggeited gradation for the gravel: Sieve Size Percent Passing 1/4,90-100 No. 4 0-10 No. 100 0-3 A low-slump (3 inches or less) concrete should be used to facilitate the curing process and to minimize possible curling of the slabs. A 2-inch-thick layer of coarse sand may be placed over the membrane to reduce slab curling. If this sand bedding is used, care should be taken during the placement of the concrete to prevent displacement of the sand. The concrete slabs should be allowed to cure properly before placing vinyl or other moisture-sensitive floor covering. 25 Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 6.8 RETAINING WALLS AND WALLS BELOW GRADE Lateral Earth Pressure For design of cantilevered retaining walls, where the surface of the backfill is level, it may be assumed that drained soils will exert a lateral pressure equal to that developed by a Abid with a *nsity of 30 pounds per cubic foot. Walls below grade restrained at the top should be designed to resist a trapezoidal distribution of lateral earth pressure. The recommended pressure distribution for the case where the grade is level behind the wall is illustrated below, with the maximum pressure equal to 22H in pounds per sq lia,e goot, where H is the height of the wall in feet. The recommended earth pressure is calculated assuming that a drainage system will be installed below the walls, so that external water pressure will not develop against the walls. We also recommend that a drainage system be installed in the base-isolator crawl space beneath the base-isolated building to collect any incidental water that may intrude under the building. L O2H 0 4 8 -0 <t H=HEIGHT OF <06H a WALL BELOW GRADE IN FT 0 a -3- O2H 9 / 9 //k//E//A//A//k//A//A ,pe-22 H -D (P S F.) In addition to the recommended earth pressure; retaining walls adjacent to areas subject to vehicular traffic should be designed to resist a uni form lateral pressure of 100 pounds per square Â¢got, acting as a result of an assumed 300 pounds per.square foot surcharge behind the walls duedo ngrmal vehicular traffic. If the traffic is kept back at least 10 feet from the walls, the traffic surcharge may be neglected. Retaining walls should also be designed to resist any applicable 26 Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18,2003 surcharges due to any other vertical surcharge loads behind the walls. For preliminary design, a uniform lateral pressure equal to one-third of the vertical surcharge pressure may be used. Seismic Lateral Earth Pressure In addition to the above-mentioned lateral earth pressures, subterranean building walls more than 6 feet higher than the opposite wall should be designed to support a seismic active pressure. The recommended seismic lateral earth pressure distribution on walls below grade with allowable maximum deflection of '/2 inches is illustrated in the following diagram with the maximum pressure equal to 16H pounds per square foot, where H is the wall height in feet or the difference, in wall height between the building wall and the opposite building wall. V H- HEIGHT OF WALL OR DIFFERENCE IN BUILDING WALL HEIGHT IN FEET E-3> '4 Al.) 1 Drainage Although the historic high ground water at the project site is at 10 feet below the existing grade, we recommend that the wallt below grade should be designed to resist, in addition to the lateral 1 earth pressure and other surcharge pressures,the hydrostatic pressure of water rising to the level,of â€¢the adjacent existing grade behind the walls due to a possible perchl water build-up #of' 0)filtrating water from the ground surface. The hydrostatic pressure on the walls could be estimated by assuming a fluid density of 62.4 pounds per cubic foot. A waterproofing barrier may be installed on the walls below grade, if desired. 27 Lutzky Associates Development. LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18. 2003 Alternatively, a drainage system could be placed behind the walls below grade to help dissipate the hydrostatic forces that may develop behind the walls. If the design of such a drainage system is required, the recommendations can be provided. 6.9 EXCAVATION AND SLOPES Based on the information provided to us,excavation to about 8 feet below ground surface will be required for the construction of the proposed Data Center. Where excavations are deeper than 4 feet and i f the necessary space is available, temporary un-surcharged embankments may be sloped back at 1: 1 without shoring Adjacent to any existing structure, excavations without shoring should not extend below a 2:1 (horizontal to vertical) plane extending downward from the bottoms of the adjacent building foundations and care should be exercised not to undermine existing ftoor slabs. Where space is not available for temporary embankments, temporary shoring may be used as discussed in Section 6.10, Shoring. The excavations should be observed by personnel of our firm so that any necessary modifications based on variations in the soil conditions encountered mhy be made. All applicable safety requirements and regulations, including OSHA regulations, should be met. Where sloped embankments are used, the rops of the slopes should be barricaded to prewlt vehicles and storage loads within 5 feet of the tops of the slopes. A greater setback may be necessary when considering heavy vehicles, such as concrete trucks and cranes; we should be advised of such heavy vehicle loadings so that specific setback requirements may be established. If the temporary construction embankments are to be maintained during the rainy season, berms are suggested along the tops of the slopes where necessary to prevent runoff water from entering the excavation and eroding the slope faces. 28 Lutzky Associates Development. LP - Geotechnical Investigalion MACTEC Project 4953-03-2631 September 18.2003 6.10 SHORING General Where there is not sufficient space for sloped embankments, temporary shoring will be required. One method of shoring would consist of steel soldier piles placed in drilled holes, backfilled with concrete. For the expected depth of excavation for this project, cantilever shoring may be sufficient. The following information on the design and installation of the shoring system is as complete as possible at this time. In the event excavations are planned to be deeper than about 15 feet, we should be contacted so that we can provide additional recommendations. Lateral Pressures For retained soil heights of up to about 15 feet, cantilevered shoring may be used. For design of cantilevered shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that the retained soils with a level surface behind the cantilevered shoring will exert a lateral pressure equal to that developed by a fluid with a density of 30 pounds per cubic foot. Design of Soldier Piles For the design of soldier piles spaced at least two diameters on centers, the allowable lateral bearing value (passive value) of the soils below the level of excavation may be assumed to be 600 pounds per square foot per foot of depth from the excavated surface and up to a maximum of 6,000 pounds per square foot. To develop the full lateral value, provisions should be taken to assure firm contact between the soldier piles and the undisturbed soils. The concrete placed in the soldier pile excavations may be a lean-mix concrete. However, the concrete used in that portion of the soldier pile which is below the planned excavated level should be of sufficient strength to adequately transfer the imposed loads to the surrounding soils. Lagging Continuous lagging will be required between the soldier piles. The soldier piles should be designed for the full anticipated lateral pressure. However, the pressure on the lagging will be less 29 Luizkv Associates Development. LP - Geotechnical Investigation MACTEC ProJect 4953-03-2631 September 18.2003 due to arching in the soils. For clear spans of up to 8 feet, we recommend that the lagging be designed for a semi-circular distribution of earth pressure where the maximum pressure lS 400 pounds per square foot at the mid-line between soldier piles, and 0 pounds per square foot at the soldier piles. 6.11 GRADING Because of the expansive nature of the on-site clay soils, precautions should be taken to reduce the potential heaving of concrete slabs-on-grade. A layer of relatively non-expansive, predominantly granular soils is recommended immediately beneath the floor slabs, and all concrete walks and slabs. This select non-expansive granular soil should contain sufficient fines so as to be relatively impermeable when compacted. *A 2-foot-thick layer of.non-expansive soils would normally be considered adequate. However, if it is desired to provide even greater protection against heaving of such slabs, a thicker layer of non- expansive soils could be used. (Based on our experiences at nearby projects in Santa Ana, Irvine and Costa Mesa non-expansive soils up to four feet in thickness have been used where the slab is considered critical to differential movement; this greater thickness may be used if considered appropriate by the client.) Good drainage of surface water, preferably away from the proposed Data Center, should be provided by providing adequate slopes to all graded and paved surfaces. Where good surface drainage is not possible, subdrains should be provided within planter and other irrigated areas to prevent accumulation of water within the upper soils. Proper drainage will be important to minimize infiltration of water into the subgrade soils. Cut-off walls achieved by deepening curb sections or grade beams around planters and landscaping or other comparable barriers are also recommended to minimize lateral flow of irrigation water beneath adjacent slabs and paving. If grading is performed during the rainy season, the subgrade soils may become wet and soft. It may then be necessary to place a layer of crushed rock or a geo-membrane, or both, over the exposed soils to provide a competent base for the compaction of overlying fill. In this case, the natural soils should be carefully excavated prior to placing the crushed rock layer or geo- 30 Lutzky Associates Development. LP - Geotechnical Invesiigation MACTEC Project 4953-03-2631 September 18, 2003 membrane. When grading is interrupted by heavy rains, fill operations should not be resumed until the moisture content and the dry density of the placed fill are satisfactory. Surcharge Fill (if necessary for shallow spread type foundation system) In order to reduce the anticipated static settlements to about '/z inch, we estimate that 10 feet of surcharge fill will be required. The footprint of the top of the surcharge fill should extend at least 10 feet beyond the footprint of the proposed Data Center which is about 150 feet by 150 feet, and the face of the surcharge fill should be sloped at 1 2: 1 (horizontal to vertical). The surcharge fills do not need to be compacted and tested, but should achieve a wet density of at least 110 pounds per cubic foot. The surcharge fill should be left in place for a period of at least 3 mohths. To verify the anticipated rate of settlement, we recommend that settlement markers to be set on the native soils and on the fill and sufficient readings be taken to confirm that the majority of the anticipated settlement has occurred prior to construction. Site Preparation After the site is cleared and any disturbed soils are excavated as recommended, the exposed natural soils and engineered fill should be carefully observed for the removal of all remaining unsuitable deposits. Next, the exposed soils should be scarified to a depth of 6 inches, brought to near-optimum moisture content, and rolled with heavy compaction equipment. At least the upper 6 inches of the exposed soils should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D 1557-00 method of compaction. Compaction Any required fill should be placed in loose lifts not more than 8-inches-thick and compacted. The fill should be compacted to at least 90% of the maximum density obtainable by the ASTM Designation D1557-00 method of compaction. The moisture content of the on-site clay soils at the time of compaction should be between 2% and 4% above optimum moisture content. The moisture content of the other soils should be between 2% below and 2% above the optimum moisture content. 31 Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18. 2003 Backfill All required backfill should be mechanically compacted in layers; flooding should not be permitted. Proper compaction of backfill will be necessary to reduce settlement of the backfill and to reduce settlement of overlying slabs and paving. Backfill should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation Dl 557-00 method of compaction. The on-site soils can be used in the compacted backfill. However, the on-site clay soils are expansive and will be difficult to compact and should not be used within the upper 2 feet of the backfill beneath concrete walks and slabs. The exterior grades should be sloped to drain away from the foundations to prevent ponding of water. Material for Fill The on-site soils, less any debris or organic matter, can be used in required fills. However, because of their expansive characteristics, the on-site clayey soils should not be used within 2 feet of the subgrade for floor slabs, walks, and other slabs. Cobbles larger than 4 inches in diameter should not be used in the fill. Any required import material should consist of relatively non-expansive soils with an expansion index of less than 35. The import materials should contain sufficient fines (binder material) so as to be relatively impermeable and result in a stable subgrade when compacted. All proposed import materials should be reviewed by our personnel prior to being placed at the site. 6.12 GEOTECHNICAL OBSERVATION The reworking of the upper soils and the compaction of all required fill should be observed and tested during placement by a representative of our firm. This representative should perform at least the following duties: â€¢ Observe the clearing and grubbing operations for proper removal of all unsuitable materials; â€¢ Observe the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished subgrade; â€¢ Observe proof-rolling and delineation of areas requiring over-excavation; â€¢ Evaluate the suitability of on-site and import soils for fill placement; 32 Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 â€¢ Collect and submit soil samples for required or recommended laboratory testing when necessary; â€¢ Observe the fill and backfill for uni formity during placement; â€¢ Test backfill for field density and compaction to determine the percentage of compaction achieved during backfill placement; â€¢ Observe and probe foundation materials to confirm that suitable bearing materials are present at the design shallow spread-type foundation depths; and â€¢ Observe the installation of driven piles to verify that the required driving criteria and embedment depth are obtained (i f necessary). The governmental agencies having jurisdiction over the project should be notified prior to commencement of grading so that the necessary grading permits can be obtained and arrangements can be made for required inspection(s). The contractor should be familiar with the inspection requirements of the reviewing agencies. 7.0 GENERAL LIMITATIONS AND BASIS FOR RECOMMENDATIONS Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. This report has been prepared for The First American Corporation and their design consultants to be used solely in the design of the proposed Data Center. The report has not been prepared for use by other parties, and may not contain sufficient information for purpose of other parties or other uses. The recommendations provided in this report are based upon our understanding of the described project information and on our interpretation of the data collected during our current and prior explorations. We have made our recommendations based upon experience with similar subsurface conditions under similar loading conditions. The recommendations apply to the specific project discussed in this report; therefore, any change in the structure configuration, loads, location, or the site grades should be provided to us so that we can review our conclusions and recommendations and make any necessary modifications. 33 Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18,2003 The recommendations provided in this report are also based upon the assumption that the necessary geotechnical observations and testing during construction will be performed by representatives of our firm. The field observation services are considered a continuation of the geotechnical investigation and essential to verify that the actual soil conditions are as expected. This also provides for the procedure whereby the client can be advised of unexpected or changed conditions that would require modifications of our original recommendations. In addition, the presence of our representative at the site provides the client with an independent professional opinion regarding the geotechnicaily related construction procedures. If another firm is retained for the geotechnical observation services, our professional responsibility and liability would be limited to the extent that we would not be the geotechnical engineer of record. 34 Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-263] September 18. 2003 8.0 BIBLIOGRAPHY Abrahamson, 1998, "RSPMATCH: Non -Stationary Spectral Matching Program". 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L., 1996, "Structural Evolution of the Northern Los Angeles Basin, California, Based on Growth Strata," Tectonics, Vol. 15, No. 2, PP. 341-355. Schoellhamer, J. E., Vedder, J. G., Yerkes, R. F., and Kinney, D. M., 1981, "Geology of the Northern Santa Ana Mountains, California", U S Geological Survey Professional Paper 420-D. Shaw, J. H. and others, 2002, "Puente Hills Blind-Thrust System Los Angeles, California,"Bulletin of the Seismological Society of America, Vo\. 91,No, 8, pp 2946-2960. Shaw, J. H. and Suppe, J., 1996, "Earthquake Hazards of Active Blind Thrust Faults Under the Central Los Angeles Basin, California,"Journal of Geophysical Research,Vol.101, No. B4, pp. 8623-8642. Shaw, J. H., 1993, "Active Blind-Thrust Faulting and Strike-Slip Folding in California," Ph.D. Thesis, Princeton University, Princeton, New Jersey, 216 pp. Sieh, K. E., 1984, "Lateral Offsets and Revised Dates of Large Pre-historic Earthquakes at Pallett Creek, California,"Journal of Geophysical Research, Vo\. 9, pp.7461-7670. Slemmons, D. B., 1979, "Evaluation of Geomorphic Features of Active Faults For Engineering Design and Siting Studies," Association of Engineering Geologists Short Course. Sprotte, E. C. et al., 1980, "Classification and Mapping of Quaternary Sedimentary Deposits for Purposes of Seismic Zonation, South Coastal Los Angeles Basin, Orange County, California", California Division of Mines and Geology Open File Report 80-19 LA. Sommerville, P. G., Smith, N. F., Graves, R. W., and Abrahamson, N. A., 1997, "Modification of Empirical Strong Ground Motion Attenuation Relations to Include the Amplitude and 39 Lutzh,Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 Sepiember 18.2003 Duration Effects of Rupture Directivity,"Seismological Research Letters, Vo\.68, No. \, January/February 1997. Southern California Seismographic Network, 2003, "Southern California Earthquake Catalog," http://www.scecdc.scec.ore/ftp/catalogs/SCSN/. Stephenson, W. J., Rockwell, T. K., Odum J. K., Shedlock,K. M., and Okaya, D. A., 1995, "Seismic Refiection and Geomorphic Characterization of the Onshore Palos Verdes Fault Zone, Los Angeles, California,"Bulletin of the Seismological Society of America, Vol. 85,No. 3. Toppozada, T. R., Bennett, J.* H., Borchardt, G. A., Saul, R., and Davis, J .F., "1988, "Planning Scenario for a Major Earthquake on the Newport-Inglewood Fault Zone,"California Division of Mines and Geology Special Publication 99. U.S. Geological Survey, 1965, "7!6 Minute Newport Beach Quadrangle," photorevised 1981. U.S. Geological Survey, 1965, "792 Minute Tustin Quadrangle," photorevised 1981. Wallace, R. E., 1968, "Notes of Stream Channel Offset by San Andreas Fault, Southern Coast Ranges, Cali fornia," in Dickinson, U. R., and Grantz, A., eds., Proceedings of Con ference of Geologic Problems on San Andreas Fault System, Stanford University Publications, Geological Sciences, Vol. IX, p. 6-21. Wells, D. L., and Coppersmith, K. J., 1994, "New Empirical Relationships Among Magnitude, Rupture Length, Rupture Width, Rupture Area, and Surface Displacement, "Bulletin of the Seismological Society of America, Vol. 84,No. 4, pp.974-1002. Wesnousky, S. G., 1986, "Earthquakes, Quatemary Faults and Seismic Hazard in California," Journal of Geophysical Research, Vol. 9\,No. 812, pp.12,587-12,631. Wissler, S. G., 1943, "Stratigraphic Formations of the Producing Zone of the Los Angeles Basin Oil Fields,"California Division of Mines Bulletin 118, Pt. 2, p,210-234. Working Group on California Earthquake Probabilities, 1995, "Seismic Hazards in Southern California: Probable Earthquakes, 1994 to 2024,"Bulletin of the Seismological Society of America, Vol. 85, No. 2, April 1995. Wright, T. L., 1991, "Structural Geology and Tectonic Evolution of the Los Angeles Basin, California," American Association of Petroleum Geologists, Memoir 52, p. 35-134. Yerkes, R. F., 1972, "Geology and Oil Resources of the Western Puente Hills Area, Southern California," U.S. Geological Survey Professional Paper 420-C. Yerkes, R. F., McCulloch, T. H., Schoellhamer, J.E., and Vedder, J. G., 1965, "Geology of the Los Angeles Basin-An Introduction," US.Geological Survey Professional Paper 420-A. Ziony, J. I., ed., 1985, "Evaluating Earthquake Hazards in the Los Angeles Region-An Earth Science Perspective," US.Geological Survey Professional Paper 1360. 40 1 Lunky Associates Development, LP- Geotechnical Investigation MACTEC Project 4953-03-263] September 18.2003 Ziony, J. I., and Jones, L. M., 1989, "Map Showing Late Quatemary Faults and 1978-1984 Seismicity of the Los Angeles Region, California," US Geological Survey Miscellaneous Field Studies Map MF-1964. 1 1 1 l 1 1 1 1 1 1 1 1 1 1 1 1 41 1 1 1 TABLES 1 1 1 1 1 Lutzky Associates Development, LP- Geotechnical Investigation MACTEC Project 4953-03-2631 September 18, 2003 Table 1 Major Named Faults Considered to be Active in Southern California Fault Maximum Slip Rate Distance From Site Direction (in increasing distance)Magnitude (mm/yr.)(Miles)From Site San Joaquin Hills 6.6 (a) BT 0.5 0.8 S Newport-Inglewood Zone 7.1 (a) SS 1.0 7.0 SW Puente Hills Blind Thrust 7.1 (a) BT 0.7 12 N Whittier 6.8 (a) SS 2.5 14 NNE Elsinore (Glen Ivy Segment)6.8 (a) SS 5.0 1572 NE Palos Verdes 7.3 (a) SS 3.0 1671 SW Chino-Central Avenue 6.7 (a) NO 1.0 18 NE Upper Elysian Park 6.4 (a) BT 1.3 27 NW Sierra Madre 7.2 (a) RO 2.0 29 N Cucamonga 6.9 (a) RO 5.0 30 NNE Raymond 6.5 (a) RO 1.5 31 NW Verdugo 6.9 (a) RO 0.5 35 NNW Hollywood 6.4 (a) RO 1.0 36 NW San Gabriel 7.2 (a) SS 1.0 39 NNW Santa Monica 6.6 (a) RO 1.0 40 NW San Jacinto (San Bemardino Segment)6.7 (a) SS 12.0 4 1 NE San Andreas (San Bemardino Segment)7.5 (a) SS 24.0 45 NE Northridge Thrust 7.0 (a) BT 1.5 46 NW San Fernando 6.7 (a) RO 2.0 47 NW Malibu Coast 6.7 (a) RO 0.3 48 NW Anacapa-Dume 7.5 (a) RO 3.0 49 NW Simi-Santa Rosa 7.0 (a) RO 1.0 62 NW Oak Ridge 7.0 (a) RO 4.0 68 NW San Cayetano 7.0 (a) RO 6.0 72 NW (a) California Geological Survey, 2003 (b) Mark, 1977 (c) Slemmons, 1979 (d) Wesnousky, 1986 (e) Hummon et al., 1994 SS Strike Slip NO Normal Oblique RO Reverse Oblique BT Blind Thrust ................... Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 Sepientber 18. 2003 Table 2 Major Named Faults Considered to be Potentially Active in Southern California Fault Maximum Slip Rate Distance From Site Direction (in increasing distance)Magnitude (mrn/yr.)(Miles)From Site Pelican Hill 6.3 (b) SS 0.1 5.0 S El Modeno 6.5 (b) NO 0.1 8.0 N Peralta Hills 6.5 (b) RO 0.1 8.5 NE Los Alamitos 6.2 (b) SS 0.1 12 WNW Norwalk 6.7 (c) RO 0.1 12'/2 NNW San Jose 6.4 (a)RO 0.5 24 N Indian Hill 6.6 (b) RO 0.1 27 N Coyote Pass 6.7 (b) RO 0.1 28 NW Duarte 6.7 (c) RO 0.1 29 NW MacArthur Park 5.7 (e) RO 0.1 32 NW Clamshell-Sawpit 6.5 (a) RO 0.5 33 N Chamock 6.5 (c) SS 0.1 34 NW Overland 6.0 (c) SS 0.1 35 NW Santa Cruz Island 7.0 (a) RO 1.0 40 SW Northridge Hills 6.6 (d) SS 1.2 49 NW Santa Susana 6.7 (a) RO 5.0 56 NW Holser 6.5 (a) RO 0.4 66 NNW (a) California Geological Survey, 2003 (b) Mark, 1977 (c) Slemmons, 1979 (d) Wesnousky, 1986 (e) Hummon et al., 1994 SS Strike Slip NO Normal Oblique RO Reverse Oblique Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-263 J September ] 8.2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 11-01-1932 04:45:00 34.00 N 117.25 W E 65 .0 4.0 03-11-1933 01:54:07 33.62 N 117.97 W A 14 .0 6.4 03-11-1933 02:04:00 33.75 N 118.08 W C 21 .0 4.9 03-11-1933 02:05:00 33.75 N 118.08 W C 21 .0 4.3 03-11-1933 02:09:00 33.75 N 118.08 W C 21 .0 5.0 03-11-1933 02:10:00 33.75 N 118.08 W C 21 .0 4.6 03-11-1933 02:11:00 33.75 N 118.08 W C 21 .0 4.4 03-11-1933 02:16:00 33.75 N 118.08 W C 21 .0 4.8 03-11-1933 02:17:00 33.60 N 118.00 W E 17 .0 4.5 03-11-1933 02:22:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 02:27:00 33.75 N 118.08 W C 21 .0 4.6 03-11-1933 02:30:00 33.75 N 118.08 W C 21 .0 5.1 03-11-1933 02:31:00 33.60 N 118.00 W E 17 .0 4.4 03-11-1933 02:52:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 02:57:00 33.75 N 118.08 W C 21 .0 4.2 03-11-1933 02:58:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 02:59:00 33.75 N 118.08 W C 21 .0 4.6 03-11-1933 03:05:00 33.75 N 118.08 W C 21 .0 4.2 03-11-1933 03:09:00 33.75 N 118.08 W C 21 .0 4.4 03-11-1933 03:11:00 33.75 N 118.08 W C 21 .0 4.2 03-11-1933 03:23:00 33.75 N 118.08 W C 21 .0 5.0 03-11-1933 03:36:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 03:39:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 03:47:00 33.75 N 118.08 W C 21 .0 4.1 03-11-1933 04:36:00 33.75 N 118.08 W C 21 .0 4.6 03-11-1933 04:39:00 33.75 N 118.08 W C 21 .0 4.9 03-11-1933 04:40:00 33.75 N 118.08 W C 21 .0 4.7 03-11-1933 05:10:22 33.70 N 118.07 W C 19 .0 5.1 03-11-1933 05:13:00 33.75 N 118.08 W C 21 .0 4.7 03-11-1933 05:15:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 05:18:04 33.58 N 117.98 W C 18 .0 5.2 03-11-1933 05:21:00 33.75 N 118.08 W C 21 .0 4.4 03-11-1933 05:24:00 33.75 N 118.08 W C 21 .0 4.2 03-11-1933 05:53:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 05:55:00 33.75 N 118.08 W C 21 .0 4.0 Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATIONNOTE: A +- 1 B = +- 2 C = +- 5 D km horizontal distance; +- 2 km depth km horizontal distance; +- 5 km depth km horizontal distance; no depth restriction 5 km horizontal distance Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 Sepiember /8.2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 03-11-1933 06:11:00 33.75 N 118.08 W C 21 .0 4.4 03-11-1933 06:18:00 33.75 N 118.08 W C 21 .0 4.2 03-11-1933 06:29:00 33.85 N 118.27 W C 41 .0 4.4 03-11-1933 06:35:00 33.75 N 118.08 W C 21 .0 4.2 03-11-1933 06:58:03 33.68 N 118.05 W C 18 .0 5.5 03-11-1933 07:51:00 33.75 N 118.08 W C 21 .0 4.2 03-11-1933 07:59:00 33.75 N 118.08 W C 21 .0 4.1 03-11-1933 08:08:00 33.75 N 118.08 W C 21 .0 4.5 03-11-1933 08:32:00 33.75 N 118.08 W C 21 .0 4.2 03-11-1933 08:37:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 08:54:57 33.70 N 118.07 W C 19 .0 5.1 03-11-1933 09:10:00 33.75 N 118.08 W C 21 .0 5.1 03-11-1933 09:11:00 33.75 N 118.08 W C 21 .0 4.4 03-11-1933 09:26:00 33.75 N 118.08 W C 21 .0 4.1 03-11-1933 10:25:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 10:45:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 11:00:00 33-. 75 N 118.08 W C 21 .0 4.0 03-11-1933 11:04:00 33.75 N 118.13 W C 26 .0 4.6 03-11-1933 11:29:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 11:38:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 11:41:00 33.75 N 118.08 W C 21 .0 4.2 03-11-1933 11:47:00 33.75 N 118.08 W C 21 .0 4.4 03-11-1933 12:50:00 33.68 N 118.05 W C 18 .0 4.4 03-11-1933 13:50:00 33.73 N 118.10 W C 23 .0 4.4 03-11-1933 13:57:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 14:25:00 33.85 N 118.27 W C 41 .0 5.0 03-11-1933 14:47:00 33.73 N 118.10 W C 23 .0 4.4 03-11-1933 14:57:00 33.88 N 118.32 W C 47 .0 4.9 03-11-1933 15:09:00 33.73 N 118.10 W C 23 .0 4.4 03-11-1933 15:47:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 16:53:00 33.75 N 118.08 W C 21 .0 4.8 03-11-1933 19:44:00 33.75 N 118.08 W C 21 .0 4.0 03-11-1933 19:56:00 33.75 N 118.08 W C 21 .0 4.2 03-11-1933 22:00:00 33.75 N 118.08 W C 21 .0 4.4 03-11-1933 22:31:00 33.75 N 118.08 W C 21 .0 4.4 NOTE: A B C Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION D = +- 1 km horizontal distance; +- 2 km depth = +- 2 km horizontal distance; +- 5 km depth = +- 5 km horizontal distance; no depth restriction = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 03-11-1933 22:32:00 33.75 N 118.08 W C 21 .0 4.1 03-11-1933 22:40:00 33.75 N 118.08 W C 21 .0 4.4 03-11-1933 23:05:00 33.75 N 118.08 W C 21 .0 4.2 03-12-1933 00:27:00 33.75 N 118.08 W C 21 .0 4.4 03-12-1933 00:34:00 33.75 N 118.08 W C 21 .0 4.0 03-12-1933 04:48:00 33.75 N 118.08 W C 21 .0 4.0 03-12-1933 05:46:00 33.75 N 118.08 W C 21 .0 4.4 03-12-1933 06:01:00 33.75 N 118.08 W C 21 .0 4.2 03-12-1933 06:16:00 33.75 N 118.08 W C 21 .0 4.6 03-12-1933 07:40:00 33.75 N 118.08 W C 21 .0 4.2 03-12-1933 08:35:00 33.75 N 118.08 W C 21 .0 4.2 03-12-1933 15:02:00 33.75 N 118.08 W C 21 .0 4.2 03-12-1933 16:51:00 33.75 N 118.08 W C 21 .0 4.0 03-12-1933 17:38:00 33.75 N 118.08 W C 21 .0 4.5 03-12-1933 18:25:00 33.75 N 118.08 W C 21 .0 4.1 03-12-1933 21:28:00 33.75 N 118.08 W C 21 .0 4.1 03-12-1933 23:54:00 33.75 N 118.08 W C 21 .0 4.5 03-13-1933 03:43:00 33.75 N 118.08 W C 21 .0 4.1 03-13-1933 04:32:00 33.75 N 118.08 W C 21 .0 4.7 03-13-1933 06:17:00 33.75 N 118.08 W C 21 .0 4.0 03-13-1933 13:18:28 33.75 N 118.08 W C 21 .0 5.3 03-13-1933 15:32:00 33.75 N 118.08 W C 21 .0 4.1 03-13-1933 19:29:00 33.75 N 118.08 W C 21 .0 4.2 03-14-1933 00:36:00 33.75 N 118.08 W C 21 .0 4.2 03-14-1933 12:19:00 33.75 N 118.08 W C 21 .0 4.5 03-14-1933 19:01:50 33.62 N 118.02 W C 17 .0 5.1 03-14-1933 22:42:00 33.75 N 118.08 W C 21 .0 4.1 03-15-1933 02:08:00 33.75 N 118.08 W C 21 .0 4.1 03-15-1933 04:32:00 33.75 N 118.08 W C 21 .0 4.1 03-15-1933 05:40:00 33.75 N 118.08 W C 21 .0 4.2 03-15-1933 11:13:32 33.62 N 118.02 W C 17 .0 4.9 03-16-1933 14:56:00 33.75 N 118.08 W C 21 .0 4.0 03-16-1933 15:29:00 33.75 N 118.08 W C 21 .0 4.2 03-16-1933 15:30:00 33.75 N 118.08 W C 21 .0 4.1 03-17-1933 16:51:00 33.75 N 118.08 W C 21 .0 4.1 NOTE: A = +- 1 Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION B - +- 2 C = +- 5 D = >+- 5 km horizontal distance; +- 2 km depth km horizontal distance; +- 5 km depth km horizontal distance; no depth restriction km horizontal distance Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development, LP - Georechnical Investigation MACTEC Project 4953-03-2631 September 18. 2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 03-18-1933 20:52:00 33.75 N 118.08 W C 21 .0 4.2 03-19-1933 21:23:00 33.75 N 118.08 W C 21 .0 4.2 03-20-1933 13:58:00 33.75 N 118.08 W C 21 .0 4.1 03-21-1933 03:26:00 33.75 N 118.08 W C 21 .0 4.1 03-23-1933 08:40:00 33.75 N 118.08 W C 21 .0 4.1 03-23-1933 18:31:00 33.75 N 118.08 W C 21 .0 4.1 03-25-1933 13:46:00 33.75 N 118.08 W C 21 .0 4.1 03-30-1933 12:25:00 33.75 N 118.08 W C 21 .0 4.4 03-31-1933 10:49:00 33.75 N 118.08 W C 21 .0 4.1 04-01-1933 06:42:00 33.75 N 118.08 W C 21 .0 4.2 04-02-1933 08:00:00 33.75 N 118.08 W C 21 .0 4.0 04-02-1933 15:36:00 33.75 N 118.08 W C 21 .0 4.0 05-16-1933 20:58:55 33.75 N 118.17 W C 29 .0 4.0 08-04-1933 04:17:48 33.75 N 118.18 W C 31 .0 4.0 10-02-1933 09:10:17 33.78 N 118.13 W A 27 .0 5.4 10-02-1933 13:26:01 33.62 N 118.02 W C 17 .0 4.0 10-25-1933 07:00:46 33.95 N 118.13 W C 37 .0 4.3 11-13-1933 21:28:00 33.87 N 118.20 W C 36 .0 4.0 11-20-1933 10:32:00 33.78 N 118.13 W B 27 .0 4.0 01-09-1934 14:10:00 34.10 N 117.68 W A 47 .0 4.5 01-18-1934 02:14:00 34.10 N 117.68 W A 47 .0 4.0 01-20-1934 21:17:00 33.62 N 118.12 W B 26 .0 4.5 04-17-1934 18:33:00 33.57 N 117.98 W C 19 .0 4.0 10-17-1934 09:38:00 33.63 N 118.40 W B 51 .0 4.0 11-16-1934 21:26:00 33.75 N 118.00 W B 14 .0 4.0 06-07-1935 16:33:00 33.27 N 117.02 W Â·B 92 .0 4.0 06-19-1935 11:17:00 33.72 N 117.52 W B 32 .0 4.0 07-13-1935 10:54:16 34.20 N 117.90 W A 55 .0 4.7 09-03-1935 06:47:00 34.03 N 117.32 W B 62 .0 4.5 11-04-1935 03:55:00 33.50 N 116.92 W B 90 .0 4.5 12-25-1935 17:15:00 33.60 N 118.02 W B 19 .0 4.5 02-23-1936 22:20:42 34.13 N 117.34 W A 67 10.0 4.5 02-26-1936 09:33:27 34.14 N 117.34 W A 68 10.0 4.0 07-29-1936 14:22:52 33.45 N 116.90 W C 93 10.0 4.0 08-22-1936 05:21:00 33.77 N 117.82 W B 8 .0 4.0 NOTE:Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION 1 km horizontal distance; +- 2 km depth 2 km horizontal distance; +- 5 km depth 5 km horizontal distance; no depth restriction 5 km horizontal distance B = +- C = +- D Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September ]8.2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 01-15-1937 18:35:47 33.56 N 118.06 W B 24 10.0 4.0 03-19-1937 01:23:38 34.11 N 117.43 W A 61 10.0 4.0 07-07-1937 11:12:00 33.57 N 117.98 W B 19 .0 4.0 09-01-1937 13:48:08 34.21 N 117.53 W A 64 10.0 4.5 09-01-1937 16:35:33 34.18 N 117.55 W A 61 10.0 4.5 05-21-1938 09:44:00 33.62 N 118.03 W B 19 .0 4.0 05-31-1938 08:34:55 33.70 N 117.51 W B 32 10.0 5.2 06-10-1938 14:40:00 34.13 N 116.95 W B 97 .0 4.0 06-16-1938 05:59:16 33.46 N 116.90 W B 93 10.0 4.0 07-05-1938 18:06:55 33.68 N 117.55 W A 28 10.0 4.5 08-06-1938 22:00:55 33.72 N 117.51 W B 33 10.0 4.0 08-31-1938 03:18:14 33.76 N 118.25 W A 37 10.0 4.5 11-29-1938 19:21:15 33.90 N 118.43 W A 57 10.0 4.0 12-07-1938 03:38:00 34.00 N 118.42 W B 61 .0 4.0 12-27-1938 10:09:28 34.13 N 117.52 W B 57 10.0 4.0 04-03-1939 02:50:44 34.04 N 117.23 W A 70 10.0 4.0 11-04-1939 21:41:00 33.77 N 118.12 W B 25 .0 4.0 11-07-1939 18:52:08 34.00 N 117.28 W A 63 .0 4.7 12-27-1939 19:28:49 33.78 N 118.20 W A 33 .0 4.7 01-13-1940 07:49:07 33.78 N 118.13 W B 27 .0 4.0 02-08-1940 16:56:17 33.70 N 118.07 W B 19 .0 4.0 02-11-1940 19:24:10 33.98 N 118.30 W B 51 .0 4.0 02-19-1940 12:06:55 34.02 N 117.05 W A 83 .0 4.6 04-18-1940 18:43:43 34.03 N 117.35 W A 60 .0 4.4 06-05-1940 08:27:27 33.83 N 117.40 W B 45 .0 4.0 07-20-1940 04:01:13 33.70 N 118.07 W B 19 .0 4.0 10-11-1940 05:57:12 33.77 N 118.45 W A 55 .0 4.7 10-12-1940 00:24:00 33.78 N 118.42 W B 52 .0 4.0 10-14-1940 20:51:11 33.78 N 118.42 W B 52 .0 4.0 11-01-1940 07:25:03 33.78 N 118.42 W B 52 .0 4.0 11-01-1940 20:00:46 33.63 N 118.20 W B 33 .0 4.0 11-02-1940 02:58:26 33.78 N 118.42 W B 52 .0 4.0 01-30-1941 01:34:46 33.97 N 118.05 W A 34 .0 4.1 03-22-1941 08:22:40 33.52 N 118.10 W B 30 .0 4.0 03-25-1941 23:43:41 34.22 N 117.47 W B 68 .0 4.0 NOTE: A = +- Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION 1 km horizontal distance; +- 2 km depth 2 km horizontal distance; +- 5 km depth 5 km horizontal distance; no depth restriction 5 km horizontal distance B C D Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. ............. Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-263 1 September 18,2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 04-11-1941 01:20:24 33.95 N 117.58 W B 37 .0 4.0 10-22-1941 06:57:18 33.82 N 118.22 W A 35 .0 4.8 11-14-1941 08:41:36 33.78 N 118.25 W A 37 .0 4.8 04-16-1942 07:28:33 33.37 N 118.15 W C 46 .0 4.0 10-24-1943 00:29:21 33.93 N 117.37 W C 52 .0 4.0 06-19-1944 00:03:33 33.87 N 118.22 W B 38 .0 4.5 06-19-1944 03:06:07 33.87 N 118.22 W C 38 .0 4.4 02-24-1946 06:07:52 34.40 N 117.80 W C 77 .0 4.1 09-28-1946 07:19:09 33.95 N 116.85 W B 97 .0 4.8 03-01-1948 08:12:13 34.17 N 117.53 W B 60 .0 4.7 10-03-1948 02:46:28 34.18 N 117.58 W A 59 .0 4.0 01-11-1950 21:41:35 33.94 N 118.20 W A 41 .4 4.1 09-22-1951 08:22:39 34.12 N 117.34 W A 67 11.9 4.3 10-16-1951 12:41:05 34.17 N 116.98 W B 96 .0 4.0 02-13-1952 15:13:37 32.87 N 118.25 W C 100 .0 4.7 02-17-1952 12:36:58 34.00 N 117.27 W A 64 16.0 4.5 08-23-1952 10:09:07 34.52 N 118.20 W A 96 13.1 5.1 10-26-1954 16:22:26 33.73 N 117.47 W B 37 .0 4.1 05-15-1955 17:03:25 34.12 N 117.48 W A 58 7.6 4.0 01-03-1956 00:25:48 33.72 N 117.50 W B 34 13.7 4.7 06-27-1959 16:22:11 33.97 N 116.88 W A 95 13.8 4.0 06-28-1960 20:00:48 34.12 N 117.47 W A 58 12.0 4.1 10-04-1961 02:21:31 33.85 N 117.75 W B 19 4.3 4.1 10-20-1961 19:49:50 33.65 N 117.99 W B 14 4.6 4.3 10-20-1961 20:07:14 33.66 N 117.98 W B 12 6.1 4.0 10-20-1961 21:42:40 33.67 N 117.98 W 'B 12 7.2 4.0 10-20-1961 22:35:34 33.67 N 118.01 W B 15 5.6 4.1 11-20-1961 08:53:34 33.68 N 117.99 W B 13 4.4 4.0 04-27-1962 09:12:32 33.74 N 117.19 W B 62 5.7 4.1 09-14-1963 03:51:16 33.54 N 118.34 W B 48 2.2 4.2 09-23-1963 14:41:52 33.71 N 116.93 W B 87 16.5 5.1 08-30-1964 22:57:37 34.27 N 118.44 W B 83 15.4 4.0 01-01-1965 08:04:18 34.14 N 117.52 W B 58 5.9 4.4 04-15-1965 20:08:33 34.13 N 117.43 W B 62 5.5 4.5 01-08-1967 07:37:30 33.63 N 118.47 W B 57 11.4 4.0 NOTE:Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 01-08-1967 07:38:05 33.66 N 118.41 W C 52 17.7 4.0 06-15-1967 04:58:05 34.00 N 117.97 W B 34 10.0 4.1 02-28-1969 04:56:12 34.57 N 118.11 W A 98 5.3 4.3 05-05-1969 16:02:09 34.30 N 117.57 W B 72 8.8 4.4 10-27-1969 13:16:02 33.55 N 117.81 W B 18 6.5 4.5 09-12-1970 14:10:11 34.27 N 117.52 W A 70 8.0 4.1 09-12-1970 14:30:52 34.27 N 117.54 W A 69 8.0 5.2 09-13-1970 04:47:48 34.28 N 117.55 W A 70 8.0 4.4 02-09-1971 14:00:41 34.41 N 118.40 W B 93 8.4 6.6 02-09-1971 14:01:08 34.41 N 118.40 W D 93 8.0 5.8 02-09-1971 14:01:33 34.41 N 118.40 W D 93 8.0 4.2 02-09-1971 14:01:40 34.41 N 118.40 W D 93 8.0 4.1 02-09-1971 14:01:50 34.41 N 118.40 W D 93 8.0 4.5 02-09-1971 14:01:54 34.41 N 118.40 W D 93 8.0 4.2 02-09-1971 14:01:59 34.41 N 118.40 W D 93 8.0 4.1 02-09-1971 14:02:03 34.41 N 118.40 W D 93 8.0 4.1 02-09-1971 14:02:30 34.41 N 118.40 W D 93 8.0 4.3 02-09-1971 14:02:31 34.41 N 118.40 W D 93 8.0 4.7 02-09-1971 14:02:44 34.41 N 118.40 W D 93 8.0 5.8 02-09-1971 14:03:25 34.41 N 118.40 W D 93 8.0 4.4 02-09-1971 14:03:46 34.41 N 118.40 W D 93 8.0 4.1 02-09-1971 14:04:07 34.41 N 118.40 W D 93 8.0 4.1 02-09-1971 14:04:34 34.41 N 118.40 W C 93 8.0 4.2 02-09-1971 14:04:39 34.41 N 118.40 W D 93 8.0 4.1 02-09-1971 14:04:44 34.41 N 118.40 W D 93 8.0 4.1 02-09-1971 14:04:46 34.41 N 118.40 W D 93 8.0 4.2 02-09-1971 14:05:41 34.41 N 118.40 W D 93 8.0 4.1 02-09-1971 14:05:50 34.41 N 118.40 W D 93 8.0 4.1 02-09-1971 14:07:10 34.41 N 118.40 W D 93 8.0 4.0 02-09-1971 14:07:30 34.41 N 118.40 W D 93 8.0 4.0 02-09-1971 14:07:45 34.41 N 118.40 W D 93 8.0 4.5 02-09-1971 14:08:04 34.41 N 118.40 W D 93 8.0 4.0 02-09-1971 14:08:07 34.41 N 118.40 W D 93 8.0 4.2 02-09-1971 14:08:38 34.41 N 118.40 W D 93 8.0 4.5 02-09-1971 14:08:53 34.41 N 118.40 W D 93 8.0 4.6 NOTE: A = +- 1 Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION B = +- 2 C +- 5 D >+- 5 km horizontal distance; +- 2 km depth km horizontal distance; +- 5 km depth km horizontal distance; no depth restriction km horizontal distance Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18.2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 02-09-1971 14:10:21 34.36 N 118.31 W B 84 5.0 4.7 02-09-1971 14:10:28 34.41 N 118.40 W D 93 8.0 5.3 -1971 14:16:12 34.34 N 118.33 W C 83 11.1 4.1 -1971 14:19:50 34.36 N 118.41 W B 89 11.8 4.0 -1971 14:39:17 34.39 N 118.36 W C 89 -1.6 4.0 -1971 14:40:17 34.43 N 118.40 W C 95 -2.0 4.1 -1971 14:43:46 34.31 N 118.45 W B 87 6.2 5.2 -1971 15:58:20 34.33 N 118.33 W B 83 14.2 4.8 02-09-1971 16:19:26 34.46 N 118.43 W B 99 -1.0 4.2 02-10-1971 03:12:12 34.37 N 118.30 W B 85 .8 4.0 02-10-1971 05:06:36 34.41 N 118.33 W A 90 4.7 4.3 02-10-1971 05:18:07 34.43 N 118.41 W A 95 5.8 4.5 02-10-1971 11:31:34 34.38 N 118.46 W A 94 6.0 4.2 02-10-1971 13:49:53 34.40 N 118.42 W A 93 9.7 4.3 02-10-1971 14:35:26 34.36 N 118.49 W A 93 4.4 4.2 02-10-1971 17:38:55 34.40 N 118.37 W A 90 6.2 4.2 02-10-1971 18:54:41 34.45 N 118.44 W A 98 8.1 4.2 02-21-1971 05:50:52 34.40 N 118.44 W A 94 6.9 4.7 02-21-1971 07:15:11 34.39 N 118.43 W A 93 7.2 4.5 03-07-1971 01:33:40 34.35 N 118.46 W A 91 3.3 4.5 03-25-1971 22:54:09 34.36 N 118.47 W A 92 4.6 4.2 03-30-1971 08:54:43 34.30 N 118.46 W A 86 2.6 4.1 03-31-1971 14:52:22 34.29 N 118.51 W A 89 2.1 4.6 04-01-1971 15:03:03 34.43 N 118.41 W A 95 8.0 4.1 04-02-1971 05:40:25 34.28 N 118.53 W A 89 3.0 4.0 04-15-1971 11:14:32 34.26 N 118.58 W 'B 91 4.2 4.2 04-25-1971 14:48:06 34.37 N 118.31 W B 85 -2.0 4.0 06-21-1971 16:01:08 34.27 N 118.53 W B 89 4.1 4.0 06-22-1971 10:41:19 33.75 N 117.48 W B 36 8.0 4.2 03-09-1974 00:54:31 34.40 N 118.47 W C 96 24.4 4.7 08-14-1974 14:45:55 34.43 N 118.37 W A 94 8.2 4.2 01-01-1976 17:20:12 33.97 N 117.89 W A 29 6.2 4.2 08-12-1977 02:19:26 34.38 N 118.46 W B 93 9.5 4.5 09-24-1977 21:28:24 34.46 N 118.41 W C 99 5.0 4.2 04-01-1978 10:52:27 34.20 N 116.96 W A 100 8.0 4.0 02-09 02-09 02-09 02-09 02-09 02-09 NOTE: A = +- Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION 1 km horizontal distance; +- 2 km depth 2 km horizontal distance; +- 5 km depth 5 km horizontal distance; no depth restriction 5 km horizontal distance B = +- C Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18. 2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 11-20-1978 06:55:09 34.15 N 116.97 W A 96 6.1 4.3 01-01-1979 23:14:38 33.94 N 118.68 W B 81 11.3 5.2 08-22-1979 02:01:36 33.70 N 116.84 W B 95 5.0 4.1 10-17-1979 20:52:37 33.93 N 118.67 W C 79 5.5 4.2 10-19-1979 12:22:37 34.21 N 117.53 W B 64 4.9 4.1 02-09-1982 23:41:17 33.85 N 116.96 W D 85 6.0 4.1 05-25-1982 13:44:30 33.55 N 118.21 W A 37 12.6 4.3 01-08-1983 07:19:30 34.13 N 117.45 W A 61 7.8 4.1 02-22-1983 02:18:30 33.03 N 117.94 W D 75 10.0 4.3 02-27-1984 10:18:15 33.47 N 118.06 W C 32 6.0 4.0 09-07-1984 11:03:13 32.94 N 117.81 W C 84 6.0 4.3 10-02-1985 23:44:12 34.02 N 117.25 W A 67 15.2 4.8 07-13-1986 13:47:08 32.97 N 117.87 W C 81 6.0 5.4 07-13-1986 14:01:33 32.99 N 117.84 W C 79 6.0 4.3 07-14-1986 00:32:46 32.96 N 117.82 W C 82 6.0 4.1 07-29-1986 08:17:41 32.93 N 117.84 W C 85 6.0 4.3 07-30-1986 22:51:13 32.99 N 117.80 W C 80 6.0 4.0 07-31-1986 01:06:19 32.97 N 117.83 W C 81 6.0 4.1 09-30-1986 09:52:11 32.99 N 117.80 W C 79 6.0 4.1 02-21-1987 23:15:29 34.13 N 117.45 W A 61 8.5 4.0 10-01-1987 14:42:20 34.06 N 118.08 W A 45 9.5 5.9 10-01-1987 14:45:41 34.05 N 118.10 W A 44 13.6 4.7 10-01-1987 14:48:03 34.08 N 118.09 W A 47 11.7 4.1 10-01-1987 14:49:05 34.06 N 118.10 W A 45 11.7 4.7 10-01-1987 15:12:31 34.05 N 118.09 W A 44 10.8 4.7 10-01-1987 15:59:53 34.05 N 118.09 W 'A 44 10.4 4.0 10-04-1987 10:59:38 34.07 N 118.10 W A 47 8.3 5.3 02-11-1988 15:25:55 34.08 N 118.05 W A 45 12.5 4.7 06-26-1988 15:04:58 34.14 N 117.71 W A 50 7.9 4.7 11-20-1988 05:39:28 33.51 N 118.07 W C 29 6.0 4.9 12-03-1988 11:38:26 34.15 N 118.13 W A 56 14.3 5.0 01-15-1989 15:39:55 32.95 N 117.74 W C 85 6.0 4.3 01-19-1989 06:53:28 33.92 N 118.63 W A 75 11.9 5.0 02-18-1989 07:17:04 34.01 N 117.74 W A 35 3.3 4.1 04-07-1989 20:07:30 33.62 N 117.90 W A 10 12.9 4.7 NOTE: A B C Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION D = +- 1 km horizontal distance; +- 2 km depth = +- 2 km horizontal distance; +- 5 km depth = +- 5 km horizontal distance; no depth restriction = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18. 2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 06-12-1989 16:57:18 34.03 N 118.18 W A 47 15.6 4.6 06-12-1989 17:22:25 34.02 N 118.18 W A 46 15.5 4.4 12-28-1989 09:41:08 34.19 N 117.39 W A 70 14.6 4.3 02-28-1990 23:43:36 34.14 N 117.70 W A 51 4.5 5.4 03-01-1990 00:34:57 34.13 N 117.70 W A 49 4.4 4.0 03-01-1990 03:23:03 34.15 N 117.72 W A 51 11.4 4.7 03-02-1990 17:26:25 34.15 N 117.69 W A 51 5.6 4.7 04-04-1990 08:54:39 32.97 N 117.81 W C 81 6.0 4.3 04-17-1990 22:32:27 34.11 N 117.72 W A 46 3.6 4.8 06-28-1991 14:43:54 34.27 N 117.99 W A 64 9.1 5.8 06-28-1991 17:00:55 34.25 N 117.99 W A 62 9.5 4.3 12-04-1991 08:17:03 34.18 N 117.02 W A 94 10.7 4.0 06-29-1992 14:41:26 34.12 N 117.00 W A 92 4.7 4.6 06-30-1992 21:49:00 34.08 N 116.99 W A 91 3.6 4.4 05-31-1993 08:55:29 34.12 N 117.00 W A 92 5.7 4.1 01-17-1994 12:30:55 34.21 N 118.54 W A 85 18.4 6.7 01-17-1994 12:30:55 34.22 N 118.54 W A 85 17.4 6.6 01-17-1994 12:31:58 34.27 N 118.49 W C 86 6.0 5.9 01-17-1994 12:34:18 34.31 N 118.47 W C 88 6.0 4.4 01-17-1994 12:39:39 34.26 N 118.54 W C 89 6.0 4.9 01-17-1994 12:40:09 34.32 N 118.51 W C 91 6.0 4.8 01-17-1994 12:40:36 34.34 N 118.61 W C 99 6.0 5.2 01-17-1994 12:54:33 34.31 N 118.46 W C 87 6.0 4.0 01-17-1994 12:55:46 34.28 N 118.58 W C 92 6.0 4.1 01-17-1994 13:06:28 34.25 N 118.55 W C 88 6.0 4.6 01-17-1994 13:26:45 34.32 N 118.46 W C 88 6.0 4.7 01-17-1994 13:28:13 34.27 N 118.58 W C 91 6.0 4.0 01-17-1994 13:56:02 34.29 N 118.62 W C 96 6.0 4.4 01-17-1994 14:14:30 34.33 N 118.44 W C 88 6.0 4.5 01-17-1994 15:07:03 34.30 N 118.47 W A 88 2.6 4.2 01-17-1994 15:07:35 34.31 N 118.47 W A 88 1.6 4.1 01-17-1994 17:56:08 34.23 N 118.57 W A 88 19.2 4.6 01-17-1994 19:35:34 34.31 N 118.46 W A 87 2.3 4.0 01-17-1994 20:46:02 34.30 N 118.57 W C 93 6.0 4.9 01-17-1994 22:31:53 34.34 N 118.44 W C 89 6.0 4.1 NOTE: A = +- 1 B +- 2 C = +- 5 Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION km horizontal distance; +- 2 km depth km horizontal distance; +- 5 km depth km horizontal distance; no depth restriction 5 km horizontal distance Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18. 2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 01-18-1994 00:39:35 34.38 N 118.56 W A 99 7.2 4.4 01-18-1994 00:40:04 34.39 N 118.54 W A 99 .0 4.2 01-18-1994 07:23:56 34.33 N 118.62 W A 100 14.8 4.0 01-18-1994 11:35:09 34.22 N 118.61 W A 90 12.1 4.2 01-18-1994 13:24:44 34.32 N 118.56 W A 94 1.7 4.3 01-18-1994 15:23:46 34.38 N 118.56 W A 99 7.7 4.8 01-19-1994 04:40:48 34.36 N 118.57 W A 98 2.6 4.3 01-19-1994 14:09:14 34.22 N 118.51 W A 83 17.5 4.5 01-21-1994 18:39:15 34.30 N 118.47 W A 87 10.6 4.5 01-21-1994 18:39:47 34.30 N 118.48 W A 87 11.9 4.0 01-21-1994 18:42:28 34.31 N 118.47 W A 88 7.9 4.2 01-21-1994 18:52:44 34.30 N 118.45 W A 86 7.6 4.3 01-21-1994 18:53:44 34.30 N 118.46 W A 86 7.7 4.3 01-23-1994 08:55:08 34.30 N 118.43 W A 85 6.0 4.1 01-24-1994 04:15:18 34.35 N 118.55 W A 96 6.5 4.6 01-27-1994 17:19:58 34.27 N 118.56 W A 91 14.9 4.6 01-28-1994 20:09:53 34.38 N 118.49 W A 95 .7 4.2 01-29-1994 11:20:35 34.31 N 118.58 W A 94 1.1 5.1 01-29-1994 12:16:56 34.28 N 118.61 W A 94 2.7 4.3 02-03-1994 16:23:35 34.30 N 118.44 W A 85 9.0 4.0 02-06-1994 13:19:27 34.29 N 118.48 W A 87 9.3 4.1 02-25-1994 12:59:12 34.36 N 118.48 W A 93 1.2 4.0 03-20-1994 21:20:12 34.23 N 118.47 W A 82 13.1 5.2 04-06-1994 19:01:04 34.19 N 117.10 W A 89 7.3 4.8 05-25-1994 12:56:57 34.31 N 118.39 W A 84 7.0 4.4 06-15-1994 05:59:48 34.31 N 118.40 W 'A 84 7.4 Â·4.1 12-06-1994 03:48:34 34.29 N 118.39 W A 82 9.0 4.5 06-21-1995 21:17:36 32.98 N 117.82 W C 80 6.0 4.3 06-28-1997 21:45:25 34.17 N 117.34 W A 71 10.0 4.2 12-05-1997 17:04:38 34.10 N 117.00 W A 91 4.5 4.1 12-21-1997 00:20:58 33.67 N 117.01 W A 79 .0 4.0 01-05-1998 18:14:06 33.95 N 117.71 W A 31 11.5 4.3 03-11-1998 12:18:51 34.02 N 117.23 W A 68 14.9 4.5 08-16-1998 13:34:40 34.12 N 116.93 W A 98 6.2 4.7 08-20-1998 23:49:58 34.37 N 117.65 W A 77 9.0 4.4 NOTE: A B C Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION D = +- 1 km horizontal distance; +- 2 km depth = +- 2 km horizontal distance; +- 5 km depth = +- 5 km horizontal distance; no depth restriction = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18,2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 10-01-1998 18:18:15 34.11 N 116.92 W A 98 4.4 4.7 02-21-2000 13:49:43 34.05 N 117.26 W A 68 15.0 4.5 03-07-2000 00:20:28 33.81 N 117.72 W A 18 11.3 4.0 01-14-2001 02:26:14 34.28 N 118.40 W A 82 8.8 4.3 01-14-2001 02:50:53 34.29 N 118.40 W A 82 8.4 4.0 09-09-2001 23:59:18 34.06 N 118.39 W A 63 7.9 4.2 10-28-2001 16:27:45 33.92 N 118.27 W A 45 21.1 4.0 12-14-2001 12:01:35 33.95 N 117.75 W A 30 13.8 4.0 09-03-2002 07:08:51 33.92 N 117.78 W A 25 12.9 4.8 NOTE:Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION +- 1 +- 2 +- 5imuc km horizontal distance; +- 2 km depth km horizontal distance; +- 5 km depth km horizontal distance; no depth restriction 5 km horizontal distance Event qualities are highly suspect prior to 1990.Many of these event qualities are based on incomplete information according to Caltech. Lutzky Associates Development. LP - Geolechnical investigation MACTEC Project 4953-03-2631 September 18.2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2002) SEARCH OF EARTHQUAKE DATA FILE 1 SITE:Proposed Data Center-Santa Ana COORDINATES OF SITE ......33.7031 N 117.8589 W DISTANCE PER DEGREE .....110.9 KM-N 92.7 KM-W MAGNITUDE LIMITS .....................4.0 - 8.5 TEMPORAL LIMITS ....................1932 - 2002 SEARCH RADIUS (KM) .......................100 NUMBER OF YEARS OF DATA ..................71.00 NUMBER OF EARTHQUAKES IN FILE ............4173 NUMBER OF EARTHQUAKES IN AREA ............394 MACTEC Engineering and Consulting Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18, 2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (RICHTER DATA 1906-1931) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 09-20-1907 01:54:00 34.20 N 117.10 W D 89 .0 6.0 05-15-1910 15:47:00 33.70 N 117.40 W D 43 .0 6.0 04-21-1918 22:32:25 33.75 N 117.00 W D 80 .0 6.8 07-23-1923 07:30:26 34.00 N 117.25 W D 65 .0 6.3 SEARCH OF EARTHQUAKE DATA FILE 2 SITE:Proposed Data Center-Santa Ana COORDINATES OF SITE ......33.7031 N 117.8589 W DISTANCE PER DEGREE .....110.9 KM-N 92.7 KM-W MAGNITUDE LIMITS .....................6.0 - 8.5 TEMPORAL LIMITS ....................1906 - 1931 SEARCH RADIUS (KM)100 NUMBER OF YEARS OF DATA ..................26.00 NUMBER OF EARTHQUAKES IN FILE ............35 NUMBER OF EARTHQUAKES IN AREA ............ 4 MACTEC Engineering and Consulting Lutzky Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 18,2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (NOAA/CDMG DATA 1812-1905) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 02-09-1890 04:06:00 34.00 N 117.50 W D 47 .0 7.0 SEARCH OF EARTHQUAKE DATA FILE 3 SITE:Proposed Data Center-Santa Ana COORDINATES OF SITE ......33.7031 N 117.8589 W DISTANCE PER DEGREE .....110.9 KM-N 92.7 KM-W MAGNITUDE LIMITS .....................7.0 - 8.5 TEMPORAL LIMITS ....................1812 - 1905 SEARCH RADIUS (KM) .......................100 NUMBER OF YEARS OF DATA ..........Â·........94.00 NUMBER OF EARTHQUAKES IN FILE ............ 9 NUMBER OF EARTHQUAKES IN AREA ............ 1 MACTEC Engineering and Consulting Lutzky Associates Development. LP - Geotechnical Investigation MACTEC Project 4953-03-263] September 18. 2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (NOAA/CDMG DATA 1812-1905) SUMMARY OF EAR THQUAKE SEARCH NUMBER OF HISTORIC EARTHQUAKES WITHIN 100 KM RADIUS OF SITE MAGNITUDE RANGE NUMBER 4.0 - 4.5 267 4.5 - 5.0 91 CA.IC 'C J.V 5.5 - 6.0 6 6.0 - 6.5 4 6.5 - 7.0 4 7.0 - 7.5 1 7.5 8.0 0 8.0 8.5 0 MACTEC Engineering and Consulting Lutzh,Associates Development, LP - Geolechnical Investigation MACTEC Project 4953-03-2631 September 1 8,2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (NOAA/CDMG DATA 1812-1905) COMPUTATION o F RECURRE LOG N A - BM NCE CURVE *** BIN MAGNITUDE RANGE NO/YR (N) 1 4.00 4.00 - 8.50 5.56 2 4.50 4.50 - 8.50 1.80 3 5.00 5.00 8.50 .518 4 5.50 5.50 8.50 .152 5 6.00 6.00 - 8.50 6 6.50 6.50 - 8.50 .671E-01 7 7.00 7.00 - 8.50 .465E-01 .524E-02 NU 8 7.50 7.50 - 8.50 .000 9 8.00 8.00 - 8.50 .000 A .756 B .4888 A 4.127 B .8690 (NORMALIZED) SIGMA =.146 MACTEC Engineering and Consulting Lutzky Associates Development, LP - Geolechnical investigation MACTEC Project 4953-03-2631 Seplember 18.2003 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (NOAA/CDMG DATA 1812-1905) COMPUTATION OF DESIGN CONSTANT AREA MAGNITUDE TABLE OF DESIGN MAGNITUDES RISK RETURN PERIOD (YEARS)DESIGN MAGNITUDE DESIGN LIFE (YEARS) 25 50 75 100 25 50 75 100 .01 ..2487 4974 7462 9949 .. 8.24 8.35 8.40 8.43 .05 ..487 974 1462 1949 .. 7.73 7.98 8.11 8.18 .10 ..237 474 711 949 .. 7.43 7.72 7.88 7.98 .20 ..112 224 336 448 .. 7.09 7.41 7.58 7.70 .30 ..70 140 210 280 .. 6.86 7.19 7.38 7.50 .50 ..36 72 108 144 .. 6.54 6.88 7.07 7.21 .70 ..20 41 62 83 .. 6.27 6.61 6.81 6.95 .90 ..10 21 32 43 ..5.95 6.29 6.49 6.63 MMIN =4.00 MMAX = 8.50 MU =4.48 BETA = 2.001 MACTEC Engineering and Consulting Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 Sepiember 18. 2003 Table 4: Horizontal Ground Motion Pseudo Spectral Velocity in Inches/Second Design Basis Earthquake (DBE, 10% probability of exceedence in 50 years) and Upper Bound Earthquake (UBE, 10% probability of exceedence in 100 years) Period in 10% damping2% damping 5% damping Seconds 10%in 50 years 10%in 100 years 10% in 50 years 10% in 100 years 10% in 50 years 10%in 100 years 0.01 0.239 0.291 0.239 0.291 0.239 0.291 0.03 0.920 1.126 0.875 1.072 0.841 1.030 0.05 1.805 2.227 1.637 2.020 1.511 1.864 0.075 3.196 3.959 2.740 3.394 2.396 2.968 0.1 5.058 6.222 4.110 5.056 3.396 4.178 0.2 13.820 16.887 11.253 13.751 9.328 11.399 0.3 21.146 25.852 17.219 21.051 14.274 17.450 0.4 26.476 32.687 21.559 26.616 17.871 22.064 0.5 30.531 38.102 24.860 31.025 20.608 25.719 0.75 37.215 46.165 30.303 37.590 25.120 31.161 0.8 38.125 47.412 31.044 38.606 25.734 32.002 0.9 39.866 49.803 32.461 40.553 26.909 33.617 1 41.252 51.591 33.590 42.009 27.845 34.824 1.5 46.199 57.731 37.618 47.009 31.184 38.968 2 47.626 59.710 38.780 48.620 32.147 40.304 3 43.889 54.850 37.231 46.529 32.204 40.247 4 41.322 52.980 35.054 44.942 30.321 38.875 Chkd By: ck 09/11/2003 Lutzky Associates Development, LP - Geolechmcal Investigation MACTEC Project 4953-03-2631 September 18.2003 Table 5: Horizontal Ground Motion Pseudo Spectral Acceleration in g's Design Basis Earthquake (DBE, 10% probability of exceedence in 50 years) and Upper Bound Earthquake (UBE, 10% probability of exceedence in 100 years) Period in 2% damping 5% damping 10% damping Seconds 10%in 50 years 10%in 100 years 10%in 50 years 10%in 100 years 10%in 50 years 10%in 100 years 0.01 0.389 0.474 0.389 0.474 0.388 0.473 0.03 0.498 0.611 0.474 0.581 0.456 0.558 0.05 0.587 0.724 0.532 0.657 0.491 0.606 0.075 0.693 0.858 0.594 0.736 0.520 0.644 0.1 0.822 1.012 0.668 0.822 0.552 0.679 0.2 1.124 1.373 0.915 1.118 0.758 0.927 0.3 1.146 1.401 0.933 1.141 0.774 0.946 0.4 1.076 1.329 0.876 1.082 0.726 0.897 0.5 0.993 1.239 0.809 1.009 0.670 0.836 0.75 0.807 1.001 0.657 0.815 0.545 0.676 0.8 0.775 0.964 0.631 0.785 0.523 0.650 0.9 0.720 0.900 0.587 0.733 0.486 0.607 1 0.671 0.839 0.546 0.683 0.453 0.566 1.5 0.501 0.626 0.408 0.510 0.338 0.422 2 0.387 0.485 0.315 0.395 0.261 0.328 3 0.238 0.297 0.202 .0.252 0.175 0.218 4 0.168 0.215 0.143 0.183 0.123 0.158 Chkd By: ck 09/11/2003 Lutzky Associates Development. LP - Geotechnical Investiga,ion MACTEC Project 4953-03-2631 September 18,2003 Table 6- Empirical Time Histories Selected for Spectral Matching Records Earthquake Mw' Tectonic Site Settingb Geology< El Centre Array Station 7 1979 Imperial Valley 6.6 SS Alluvium Hollister - South St. & Pine Dr.1989 Loma Prieta 7.0 SS Alluvium Joshua Tree 1992 Landers 7.4 SS Alluvium Yermo - Fire Station 1992 Landers 7.4 SS Alluvium Newhall - LA County Fire Station 1994 Northridge 6.7 RO Alluvium Sylmar - County Hospital 1994 Not-thridge 6.7 RO Alluvium Cape Mendocino 1992 Petrolia 7.1 RO Sandstone Â° Moment magnitude per the California Institute of Technology Tectonic Setting of Fault: SS = Strike Slip, RO = Reverse Oblique cSite Geology at Recording Station Table 7 - Modified Orthogonal Horizontal Components Records Initial PGA DBE UBE Corresponding (g) Modified Modified PGA (g)PGA (g)Figures El Centro Array Station 7 9.1 to 9.10 S40E Component 0.34 0.35 0.51 S50W Component 0.46 0.38 0.49 Hollister - South St. & Pine Dr.10.1 to 10.10 NS Component 0.37 0.35 0.48 EW Component 0.18 0.35 0.40 Joshua Tree 11.ltoll.10 NS Component 0.27 0.34 0.39 EW Component 0.28 0.34 0.36 Yermo - Fire Station 12.1 to 12.10 NS Component 0.15 0.33 0.41 EW Component 0.25 0.38 0.42 Newhall - LA County Fire Station 13.1 to 13.10 NS Component 0.59 0.36 0.40 EW Component 0.58 0.34 0.44 Sylmar - County Hospital 14.1 to 14.10 NS Component 0.84 0.35 0.39 EW Component 0.60 0.33 0.41 Cape Mendocino 15.1 to 15.10 NS Component 0.59 0.37 0.44 EW Component 0.66 0.36 0.44 1 1 1 1 1 1 1 1 FIGURES 1 1 1 1 1 1 1 1 1 I JC53--1 I D I IF.T.l Ft. IT. It. I iKDiltfj I -- 0 % W dier,wod pi i lil ij i 4 /,43... W Harvard St , j: Â· 0 , 4-â€ž....4,1 st Gertrude PI .....t 0.1 W I :1, i i' 1111 it: 0 W Anahurst Pl *1.' . 1 ,0 I " 'J M *054. Tustin 0 '05/ A kO 30 1Ill: -9 R 0, i Xi 911 1 41 '11 i, -1 .h'_ L idho_ RN_.2-'WarndriAUA-t:W-WitletÂ·AVel (2-- .1 9 E Wailie- AU-Â£--- i (04â€ž u h.Â· G -L uo :' 22 05: i1 11 56 00 Dll' 2 i r., ,-i ',il 11/ Adams St .;O 'ts ilk ,1 I 'Goetz Ave ,1 m m lili Col i' e cl- i Santa Ana I V.Â® 0.< 1 1 First American Corporation 'lls, Dyer Rd E D, E Columbine Ave: r ?1' Segerstrom Ve'-'1 Â· 11 4. 05 -10 4 &i , Santa Ana, CA 92707 F 11 11 . 11 1 4Â· T lifti; i -U:fi l-'92 5/n-=-i iti'FS -31,-0 11 /9 472 4 4 09i. ii 11 1 11 4 44W Alton Ave hi 21..:i'i,11.ill m , -li * 42* 440 444/ Tustin Marine Corps Air Station 11 .1.11 0: , ,(0 ,E ! y 'st'11- ('0MilW MacArthur Blvd m M W MaaA?iliOr Blvd -1-42â€ž<--- ---7"- UN ,>*' :ff 6% fbi m W - Griset Park 11 i 2 49 2 40 Irvine ,lili m G +% 1Â· j .il 11 i. - : "1 f . . ...0 i i:!1:}c ,012% 4,2Fly .r: N /fu Sunflower Ave ' //1.f 44: .06 0 .0 1400il ;m South Coast U) 4/#0 2 , E:, Makehamj|I Â· I 7 Plaza 0;r,j#P Fitch wFFPark'; i 92 It It 1 4/ f qp94 + 9/j ' Costa Mesa L Anton 8\48 55 H !: ,L.L. <2 & :' 4 .1 :' 44 0 '--'-Di*FWÂ¥=â€¢,w=:,an=wleTiwviEr3i*tjEN* ---J=k->Cr - -+1 *,*6-91&-T--8--. /1 z.. .&4 4404 3! Ill: 1,1 1 ].11 .l 73 11 411: 1 1 :44Alain St i u 1 1 2 U) Main SE 11,9 Oe.O'. S{ 2405 --li- - ---- 0 mi 0.5 1 1.5 2 Copyright Â© 1988-2001 Mcrosoft Corp and/or ts supplers Al rights reserved http //wA,w microsoft corrÂ¥streets Â© Copyright 2000 byGeographc Data Technobgy, Inc All rights reserved Â©2000 Navigation TechnobgES All rights reserved Ths data ncludes nformation taken with permission from Canadian authorties Â© Her Mapsty the Queen n Right of Canada Â© Copyright 2000 by Compusearch Mcromarketing Data and S)stems Ltd VICINITY MAPFIGURE 1 r REFERENCE: PLAN BY ROBERT R. COFFEE ARCHITECT & ASSOCIATES. h'll- 1 h-.U hi / / i. ' Ill - i./iil // 1 1 - PROPOSED DATA CENTER THE FIRST AMERICAN CORPORATION (SEE FIGURE 2.2 FOR DETAIL) :Mhanill 1 1 11 .r l. - - CD-luM.In / 1, tri Ill i VÂ¥AA t l t. '031-*.) ;t t 1 0-U....1 U i 177 i 4 j 1 0 PLOT PLAN SCALE 1"= 200' #MACTEC FIGURE 2.1 ,*2222Â§1 F.T R. .. 8 li A SCPT-1 ..... hi- 11- 1 P=R-2Â«323?49*ed i di - I 9Fw=I 11'iflikizz- REFERENCE: OVERALL SITE PLAN (SCHEME 2A) SHEET Al.2, DATED 05/07/03, BY ROBERT R. COFFEE ARCHITECT & ASSOCIATES. 1-X-1 e Ibll tl E UU-lui; r i.11 1-1 LL) L j *1/3 ,% 1 1-3 1 0 PROPOSED DATA CENTER 15 L 1 1 .. R.:9 91 1 2 1: 2.F.F. ELEV. 4 401 1 5 1.- 1u L..1 1 i,-4 L IN ..m \'Lr--r--1 LEGEND: 3 II BORING LOCATION and NUMBER CPT-2 A CONE PENETRATION TEST LOCATION and NUMBER 213 CARS I F.TI Â® .. ri @ Â·: 55: ..51\ IZZZ:t I'lo CJ ' i lo L_] I 1 1 i CPT-2 11'll'll'@L 8 l 0 f BORING and CPT LOCATION PLANB.M. FOR BOR. ELEVS. 1- -,1-Â·Â·Â· Â·-'--- - if 22:tâ€¢ ,F.F.E. OF EXIST. BLDG. 1 1 ,1 SCALE 1" = 50' it Â·7 ELEV. = 42.0 JILDING-1 -._1Â£- PARCEL Bi It .-.-- -0-- -- ----..- -.- - -..--Â· -.,Â· : CAN WAY-1 (7.898 ACR[6) RY 11 L) SF 1 2-i=--= 2.'.*.-./MACTEC , a:.1 f FIGURE 2.2 ...... 1 2 -l 4Â·4" 4,â€¢â€¢â€¢â€¢66|N/ EVJi li *; 1.----_'i -*Mi'i'soi, ===i,Park, 1 i i *m,d@11 i . f 1-ZI ...trrcI PÂ¥*11- 1...bl. -1 Ill 1\04 !Â·i |-:7- 1 | 27 E[--i. Li. I'l I 11 Z 1 ---11= F ll V Bb " '('2X 1?1 ==i==22Â£5'?P'r -Â·-70 4 sr_.0 -'â€¢21 28 INCREWS .i-3 2 L.-FIt .67 1 ;14>6 k \ i Â·. 1| 63 #Sch Â·Â· 1 m1 1 NUNâ€¢/cesr 6?Wad hlngto 111,11*2 1 61 1 1 . li -5lit ' 1:'I .113- =Lf.,21 s fft,UE ) w 1 ,+62- 1 -0 11 p J Â·-1 111 111 .77'lf-' 611 - 1. ' 06 .==1 flÂ·il,â€¢Â·Â·.S-11 wi' 5/ i il 40 NGE- B El 1'4 ..' 2 6- - i!:h<=-,R wjmmv j 4f 47- _,L_STJ 1 L /Well Z 4 Well 1 11 -1. -11 "of'111 TankIL Ze.1[lfâ€¢-Dyerli :/1 Â·' 6 t-i/1 1 i SITEV/Â· gontrol TEE 1 El Qyas i 57,453:1 2 Fiii C:%.1.- ....... I,/ILARIAE 11 1011.11 1 111.: .,/.,34-3-3 6 Erâ€¢=-fihiz',-1/1--1/r-*/ /y'*92 /.0.,1 1- :1 ,-11 1 !11:, Fhw#I. '' '0* \47<ifil#*-1 -:Well 4 =i 1. liEâ€¢..Jâ€¢'6 17-" 11 11 1 111 ,Am .93%. 1210 e , 't' 4%== // tup>/4104 Qyfs t' l -fkra-ERT- -AVE 13 .--0 . L 1 1 Li-L 4 3 t.,i ," -4 ! -4 9 i "=10_1 C- 30:02Â·2% I.,..2. 1SUNFLOWER-AVE /.,654Sutiiatjh-1 WH,Appil< *as.bA,Vf#Â·t4e/... 47:-* 7,4/TG..flÂ¢Â·,4 COSTA MES '953-.IN,1="i,& 7Â¥7/ Â·â‚¬0,>d#v /'IÂ»fo&Â·":Â· Â·f0 /71 149/1.1, - :EJ' <LA- tr.2 0,9- 3-f<Me C) ..64% .4Â»â‚¬4..0 1. .... <40'Y,1'862. 'RtÂ·. .Â£2*.: -Â», '- *2Ai.7 .# A.1|Â·' Â·Â·:*4' 0'4.-* ME 2 .:i:*t /:v 1<...EÂ·. i-*-_12--6.- 3% LOCAL GEOLOGY SCALE 1" = 2000' (0.61 km) REFERENCES: U.S.GEOLOGICAL SURVEY, 1965, "TUSTIN 7.5-MINUTE QUADRANGLE; PHOTOREVISED 1981. GEOLOGY FROM CALIFORNIA DIVISION OF MINES AND GEOLOGY, 2001, -SEISMIC HAZARD EVALUATION OF THE TUSTIN 7.5-MINUTE QUADRANGLE, ORANGE COUNTY, CALIFORNIA," OPEN FILE REPORT 97-20, NEXPLANATION: Holocene age Deposits Qyas Alluvium - predominantly Silty Clay Qyfs Fan Deposits - Silt, Clay and Sand Qyfa Fan Deposits - Sand and Silt 0MACTEC FIGURE 3 --J 495631 DR. T- .E. RKG 'HKI SM! C,ic 0&=a . 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Â¥ A 3 . r.63.9;27*.th..; - ,6/ '4 4.y . .924(k 1 ::.Fwi:t'N. 3t1?4:'.31t.o:U414 A .>>..2.-#3:-Â· j. ;o,px.32 6 1 F N.. b -=97(.1. ... emnk,no al::64*243*b. i X w.mÂ»L, f n :ine< .ir.4'.,4%33 *11. 11 b: 1-1. . ,/1.t.jd,f/.Pi ..'.W.,4 -1 .1r.#*iNWN1 42.0Â» ritKjil.f,vid 41:RTI.)e 'X,RKXL 7 Nf4&0 Â·Â·Â·Â·':'='peeâ€¢**Â·44.24 , Â· 9-:Â«â‚¬r':14/.,/IdbitÂ® CF BY.4 +'.1'.FQO,r*Xe/NrfRONTh<G.To:14 BEACH64:>m;.,o.7* ....' fi)49.434 *RA. 64/1 A het 52- --7.-o.d,ii.Â·d:Â· J/Â· 1.ognir,fra .\ B: r-,-.'7*(PbO t;/47 Â·â€¢ 0 Â· iÂ·qpipeline,/ 2 f 24 k 9 2>Â· Â· Er.8.3,( 7 .r:-,A.ii,X.: :41.6,Â·.9..FÂ·r.*--A g i..i&,-Fa..4-414*65Â£U.9e L 7 ''3# ,j! }5Â·-i-Â·-06(<7737 ?14.37331/----.*.. , 0. '* - ,X t\Â·f-- -' Â·C.Â¢@ana De! hiP'Â·>*t<:t.X/dd*'j , 14.37 48<1\, 1 4 'i76,#cr -*Â·}Il:'''J= 1- Â·4;', -...,43 r.r,Jk.%34569?14% ' 4 2>,13 ...%*64 1Â·. ekl..w;'b,If MA nti' 4/2 Â· Lki 3.J I .45 .; 1.. .1,=ri--1 9,0- / AL..' . -9 h.:0Â©.raW.Boy â€¢ p.-' /W IEXPUNATIONÂ·1--- - -_Ll,A-------7-419-J- -9=)----/1 1,".. . . -HT -1- * L.I. Q.ill,ar, fi.,I-Doa=1 whca corÂ£:ijid calk< 1â„¢i Â·: , R:.D:'p,'%,!444,0 L , dubcd â€¢Ma of!11=â€¢ Carcrred hom //aank.rki- don p,ord.): M.ricd whcr. ul:,crc. ur<crut m i l. b 0.9â‚¬ fi,tr,whcre fault tri* 100 dwort I .ho- / Ical, 4 aid , 1 ..Aowstbill on ilidily do=ilho, Id,. SIMIA = Ip,u /- - | .' ?k ;rt<,'8' 7*9:u 1 -3 ': -plaw of thrust fluIL Rr,â„¢rudâ€¢, dip ot faul] 11.0.1 Â· - 'Cyâ€¢ht:. kiu=n. Liuu 11â€¢5]c- :cob:Ic ttme pubd ..0 'Â·'.A'<7*62(...' t.%.rk. 1 1.6 'Â·.t .Â·rvithla which latca mrfac. 1.illing 1, kno- 10 -1 .,011 Â· *Nij323.*12Â· 21occurred: It. Hotoccrâ€¢â€¢:. L taa C}ulkrrAfr. quc:u v i.h,r, 4, iN,culata. D- bdlcates mo# :ccut HIÂ· i 1 J' -6,1 00/mâ€ž,<,1,81: f",Icâ€¢ â€¢hi,â€¢ A&.ic.1 0,24 / [L *4 -...EPIC....r, .t ..rl.,..k.: (M,;2.0) 0,1.rit.: 1. :Al..,- â€ž71.-14. :howlÂ»1 1-=,-ding .intlwde n.:e x>u-zi : 33Â·milt.. j C -: %-4 16-#-r-j.'\i \ - 4 REGIONAL FAULTSBEEEBENCE:,Â·Â·r-Â·---n , . .--4, - ZIONY. JOSEPH I AND JONES LUCY M., MAP tt*322-410 iveri. 111..SHOWING LATE QUATERNARY FAULTS AND 1978-841.----A UVF:id =fea 1 '4 .. . :' i SCALE 1" =4 miles (6.64 km)SEISMICITY OF THE LOS ANGELES REGION, CALIFORNIA MAP MF-1964. (1989)#MACT1 FIGURE 4 Lot \ : DOCKWELLER 8 STATE 0 0 Co 77 O AN'ofbdWWGL-, 4Â» b. 2%3 24*0.E.,EMOPk *ERI Im'mRJ r /lai L Ano .J 13 4 UJ 6 9*445 hKNOLL H7 0 1--9?3 PEDÂ«*N Submelfi -2,zikdAM:.i:j 0 0 o i \< P o 0 H\ A. r % L.? 4â€¢k R :,Vw o I pieÂ· / :t Batbiju BEAdy Dye.Â·( - Wat,1 6645 4 NE -5C- Yr.Â· I, g.,(244 4,-1,H ?:Â¥9-261fEf ..0 V Ughtuolteny . SI Beach 3.0-3.9 O . 2.0-2,9 f1l l FORM 137-A CHI ='fAT r-. -1:0Â£9 - 1/\ J Ramon,H, &4 U ''.,4248/EL | :.6 . -- 9 - 1 ..%..4 7 ';9. '41/4:4 -Â§:ICâ€¢4y --I ' 4 .J,50. ,<.%, ' .i 1 -1 0 1 , 1-1-11 14 W ' 4522 - 94%>SN.'Â·. 1 J ;SY L/ : , /r/ r hcoyo, 4 . \ , ' Câ€ž -- -/-- - p-JEE---*L__.===itizZIFÂ°. .L.,Au /1 7523lq) M 715,> Â·Is 81..9 . c- 2.4....3 .L .214 *42 A J 226Yhoujur-Rldâ€¢Wy . /41 -ec...SON I: rbf'-- CR eli It Olovo Solod# A LIyan (NOV-I Mn. Edwards 4....3... Ily*01 J amer.â€žinc S SA.. Iluwaye, 4*Â· *ly , 10 U ....i Mor â‚¬o H L1 81'! .Willow Sprin* â€¢ 1.VG ....... i '2----r--3>-11;fJIâ€¢o_.,"* n ... ... 1 -sal.... .- 1 C. ./,s ..44, 4 ..:4,4 1 -1 \ 7 --11?er<,-f--> Â« -0-7-ei=WAM TELOp hE i v 'prALL E Y\ nfiGESS ,I I ,Ant,10,1.1 '1 '64'm;r-1-LiA-<4)11Â¥1 .JV& 4 Mi,nolains ' 4#44' /11 Aefos X' Â· " 13 i â‚¬ .2.130, IgI< - ' ''*Â·r->< 2-1 !04Â· Â°Â° G.-4 Aol p.in h 4Lancaster j,5.ZEF-====tCLL- 411.-, 74.4.'. 1 /M 1I pf-0 -*MUtl. G .*I, 4 I, 1.4:.,2 4 ' a #Or,mun. Â· 1 |Nk--- t14./.0 ..11a.. i f -Â·2Le -Ah'- --T.1.*51'211 5272 411 -' + Â·j i 4 ..C>...agneÂ»---W FAULT 1 IW- 1 '-..2---Â© -*&...4 4. I . 4 ." â€ž 1 1 -----18,181"2" VL /c' El '"180 1...lam-,.LKI+J \PimÂ·Idale i.-,TANCIARD b/viclor;ille1,Â·Â·'â€¢wh,i.ir,â€¢.5,21Â·.3% :7<3?\1.'3%1NK:r*%:Â·tfj-:-0 0-CJ,; . A.Â£nRA 'I W *6942%929Â«ltr.014 tâ€ž.:zA- tfki- 1:1941 /\ .'U PALLET52-- CREEK Q81 "tjgk:2Â·=1.kea.R/1 A''N.. - US:54 â‚¬46,1.,2.IrrE Â¥201.Â·'" - ....0/0 Â·. 1-4-8â€ž1"...rfl941-=20.-&211:&=Tb-- Â¢<....r , .-,Aluut,.,.,ADâ€¢2>.- .nÂ·-_Â· _AXA ...,55. 122..__.d,2Â·'4(33%41>AÂ·- h-U.j.--i-#-re,el,116 , ....0,- -1 / 1 #- -A.' Â·-+@Â· - M< t-:4032=2 Unli [1111.w f 0631 -'.\ ENWOO â€¢3065 FAUVf 9 . 2Hodge 473*. /-2" \ / 3ARDCHK ).E. s.f 1-1YNE I 1812 i,Nci-1 of[L / 1 M 5.87 j 341 7 /.4 i: it 5 '*Â«124At \ BER NAROM GAL,Â· r -e--.Â·'=L ''+Df4::S3Jt23:aANÂ·|Â·Â·Â·Â·:'/01.r---Ji-C -,,4. 1 7 59,1 YFG*33-'*--Sr -Â·Â·*Lâ‚¬42'12-47AL i.34*),"Â· Ti I. -,511.-,- I r-4.'.4/1 4 7'6..+I 'TZTET _--/ /&..i :ligrgv -n I ULN i ..a.fle?"*v_Â»64*-74 ''kyÂ·$Â· 1. r.bao, 1-+0..,1 ...i id' ,- 7-_U,-r==th#.ID'.Ttbk \1/\ -1,1 k.vo v t---LL64//ld/ â€ž/ 4*22:DÂ·/ - - *Â«rvy;. -i cfkrt, - 'â‚¬834\ 4,4 -'-1952- \0-444,-râ€¢ -r hir lED 0 Â·t:\ 31' Lb d. - i , -MP.3 1 S-24 1 --c 92#1419- 5 4 -WL,- A -4.2,7â‚¬ ER,4. CAN,4 6 S, -2-9--?- 1-%24 1 ' ,Â·= Â·' : ---Â·Â·Â·Â·Â· .,3 . 4epr 2 1,4 41Â· '1 U.A..1 -- , L - 2-2 1992\,1 Â»2_M'/.'Â¥ - vÂ»/1--,le -- . Â·Â·gc 9.-Â·1'-14:Fl'zowleak'.1 â€žL74 0,:,1 9-2 , .1. 1.1 53>-iM773. 3 - j.ki Arda:;,t'Al'lle'.'.10,4L UK /2. A"Che -Â·i ' l, 'Â·Â·, /S: lel 8,1!Lliml Â·Â£ fl;yvi:PL..v Â·Â·- 0,01Â·'/er,3 34%/4 . :. Â·... ,.0 042Â®. TpÂ£ ' \1 '*7-. .--42;AMÂ·Â·35",4..41*r:FIT--EXPLANATION: _r, ------=--F-U,Wi-Kiorfica. Â·6435)-- 'Â·..Â·â€¢M"Illeheiti, _-- ..,0.â€¢itsâ€žMR. '00 - ,8.4 . - -.2,9,*62.reot#r-*429:t- *,24&1. I, .Mi,yiÂ·hiâ€¢'.1 .Pico 1,4Â·:Â¥e=m'**tki*13*h HISTORIC FAULT DISPLACEMENT Z.=21 B,!11 ' ' BOH..Gamiq)sÂ·,1, w 22'*vzÂ· Â·Â· .ce#' 1-// 3%40 /=imLI du:.'mon\ l k17 \ -04{JI,â€ž,to-]r AÂ· :7... a.,ger**s.9.- L ' r,gultlor,ldÂ¢,26,Fiplof) r 11'....1 "F._32-ZE/'%*2-tA,MEMAROSE/*g#-5388/6 HOLOCENE FAULT DISPLACEMENT \Ma..0.1101-1.4eacti , i \ CÂ· Â· GafiL,FL '4';\1.Roill#4;1-1-11 .\1<77 92%230 + et \.Â·, L. r.9.0*fle_: ,.,4rla... ...'-9=,- . 1-WITHOUT HISTORIC RECORD b Hi.,nost, lk*j 1 ,; .L /199"10Â·'ir 'Ar,13-i-nfUL;N--Wdodcrosal X '' Polit'"igri|r-1 *271 - Alked.Â·Â·,182, | S=26 Ff./..4 ki ':1.l;3, 41:4Â· ,Â· ca .<Ek#% â€¢, pt, R.4*,Us ..6 1#grÂ·ta-. Â£&F- HM 4.1 -fi '' 'SA X i c.-.., 1-0 1â€¢ ,â‚¬i:Â¥Â·PnA* -,95Â· /7-*MIA,fastmirettan :,A..,44.1 1 - W 70[c.mi.A,-1% -GJN-h 11 -218gg. i , ./. ' 0,1. ./1'2524.4 iM Z.1 99â‚¬Â»b ..1 I 4 9&24.E trvi -\ -14Â¢) Â·â€¢8*Â·g - 1 'i ROU I # 4 â€¢P,tri, /9*%44,yr' 30 5,k.t .Â·Â· I.Â·111Â·14Â· fÂ· .tl='M,I-,Â·Â· L At R 7%44\2 >eft Â£</60'90&#imf\\,Tt - -- - --1â„¢KA<7\ APPROXIMATE EPICENTRAL '$\ j Â·\\< AREA OF EARTHQUAKE r, , ,Q- ,h.ka, I '*'ILd'=b. ! I,Aguea.,)'--- ... I Newi*| !4.Â·.ii's<*APt { Â¢3 itit 9 0 20 REEEBENGES: -43ELt.(2,45 .4 Â·v. f N fr|'I <4/â‚¬r â„¢0 ./fÂ©<6 SCALE IN KILOMETERS 1.) JENNINGS, C.W., 1994, "FAULT ACTIVITY MAP OF CALIFORNIA AND L.*01477 ADJACENT AREAS WITH LOCATION AND AGES OF RECENT 1933 -4:4-- \06 \ 52 %,h114.0, 1{,1, VOLCANIC ERUPTIONS", CALIFORNIA DIVISION OF MINES SCALE 1: 750,000 AND GEOLOGY, GDM-6. ,1 \/)26.."&//*2 ' ; /1 //- .Margains Ne . REGIONAL SEISMICITY 0h2e 55 .1. LL roi, 1-kien,AT,e\\ 1lul 38 7 1 4"4OND:.NO,â€¢01 YEAR M 8+ M V Pool t (429) 0 ]Pill Mainet YEAR M 7-8 -O 1 A, ioreCa Wine.-e 0 YEAR M 6-7 0 bro\ / C ' - .ARPLS 7,8,01 N omni ..t, YEAR M 5-6 01 12 24 2.) EARTHQUAKE CATALOGS: RICHTER, 1812-1932, NATIONAL OCEANIC -- 1 1 ATMOSPHERIC ADMINISTRATION, 1812-1931; CALTECH, 1932-1997. SCALE IN MILES *MACTEC FIGURE 5 0 137-9/- B 4953-03-2631 DATE 8/05/0 DR 1 1ALLOWABLE DOWNWARD PILE CAPACITY (kips)0 50 100 / 40 200 250 0\lllllllllllllillllllllll - , , 12-inch Diarneter -4 ----- 14-inch Diameter 10 1 1 1 - \\ 1 - -\\ 1 ,.\\ 1Al i20 i - - \ 1 \\ 1 - 1 11 14 - 30 , \ \ 1 1, \4 I - - 1 1 - " 1 \ \6 \.440 \ h \ 1\1 \ 50 Recommended Minimum \ \ Penetration I f \1 60-lili|lili|lili| 1 1 1 | \ hill 0 25 50 75 100 125 ALLOWABLE UPWARD PILE CAPACITY (kips) NOTES:(1) The indicated values refer to the total of dead plus live loads; a one-third increase may be used when considering wind or seismic loads. (2) Piles in groups should be spaced a minimum of 3 pile diameters on centers. (3) The indicated values are based on the strength of the soils; the actual pile capacities may be limited to lesser values by the strength of the piles. mmmF,N,UNIEE#krACITIES allil MACTEC 2003-projU263 1\calculations\pile\drivenpilecapacity grf FIGURE 6 ................... JOB 4953-03-2631 DATE September 11,2003 F.T. DR. SB O.E. NS ClIKD All l{4 e /\Vt - - - - 2% Damping - ------ 5% Damping _ 10% Damping 1.5 1.0 0.5 1 . fl 0.0 )1 0.10 1.00 1(0.( ).00 Period (seconds) SITE SPECIFIC HORIZONTAL RESPONSE SPECTRA Design Basis Earthquake (DBE) 10% Probability of Exceedance in 50 Years 475-year Average Return Period First American Corporation Santa Ana Data Center 011 MACTEC 01 32631 \calculations and analysis\response spectra\spectra_dbe.grf Figure 7 JOB: 4953-03-2631.03 DATE: September 12,2003 F.T.: n/a DR. ck O.E.: ck ClIKI):ck 2.0 1 1 1 1 lilli 1 1 1 lilli 1 1 1 1 lili ------ 2% Damping - 5% Damping _ - - - - 10% Damping 1.5 1.0 0.5 +-- -'.+ % Ii I 1 1 11 0.0 0.10 1.00 1(0.01 ).00 Period (seconds) SITE SPECIFIC HORIZONTAL RESPONSE SPECTRA Maximum Capable Earthquake (MCE) 10% Probability of Exceedance in 100 Years 949-year Average Return Period First American Corporation Santa Ana Data Center #tl MACTEC *1 32631 \calculations and analysis\response spectra\spectra_ube.grf Figure 8 JOB: 4953-03-2631.03 DATE: September 12.2003 F.T.: Wa DR. ck O.E.: ck CHKD: ck 2.0 1 1 1 1 lilli 1 1 1 1 1111 1 1 1 lili Santa Ana Data Center (4953-03-2631) Imperial Valley-Array 7, S50W, DBE Response Spectra 1.6 1.4 - 1.2 - .%1 .. .. 0 c 1.0 - 0 2 0.8-- 00 8 0.6 - b 0.4 -/ 1\ 1 i \ i' 0.2 --- 0.0 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 1.6 1.4 f/ -1.2 c 1.0 - .9 m 08- 3 0.6 Â·Â«:.i., 0 J .. 4 0.4 - 1 . i /,Â· 1 N- \ i *.02- - - -- 3--. 0.2 - ,, 1 0.0 - 0.1 1 10 Period (sec) ' Target Spectrum ---- Original Time History --- Matched Spectrum ' By:uB Checked by: _Mk Date: 8/26/20034:18 PM Date:'6403 FIGURE 9.1 Santa Ana Data Center (4953-03-2631) Imperial Valley-Array 7, S50W, DBE DIsp. Time HistoryAcc. Time History Vel. Time History 3.0 2.0 1.0 2 r 30 0 10 20 30 43 -1.0 -2.0 -3.0 08 4.0 06 -30 0.4 20 0.2 0.0 20 30 40 -0.2 O -1.0 -0.4 -2.0 -06 -3.0 -0.8 -4.0 Time (sec)Time (sec)Time (sec) -Â·Â·Â·-- Modified Vel (fl/sec) [-_- - Modified Acc *] . _ - - --| - Modified Disp (ft) | 1---- DIsp. Time HistoryAcc. Time History Vel. Time History 0.8 304.0 0.6 3.0 2.0 0.4 2.0 1.0 % 1.0 2 to 20 30 0 20 30 41 10 20 30 40 -0.2 -10 -0.4 -2.0 20 0.6 -3.0 -4.0 -30 -0.8 Time (sec)Time (sec)Time (sec) [- Origina! 5cc (gll _ original Vel C ft/sec) -Or,al Disp (11) Date â‚¬[20/,3- Checked,by 11!1 Date 8/28/2003 4 06 PM 16 3blneld 11 Acc (g) 0 Santa Ana Data Center (4953-03-2631) Imperial Valley-Array 7, S40E, DBE Response Spectra 1.0 0.9 - f 1 0.8 - fÂ« '.i 11 4 06 0.7 - A J \/4 ..% 0.6 - A Ar: , ; 2 0.5 - r .0 \\.'\h| j i3 0.4 1 r. - \. 40.3 0.2 - .... 0.1 - 0.0 - 0 0.5 1 1.5 2 2.5 3 3.5 4 Period i Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 1.0 - 0.9 -t 0.8 - 0.7 0.6 0.5 - n A 1 i Iii Bleration (g) t.,At 1,14 0.3 - ' 1 1 11 11110.2 .,1 1 1 1 ;27 !!11 l,'11 11 0.0 ,1 : , 111 0.01 0.1 1 10 Period Target Spectrum ---- Original Time History --- Matched Spectrum By:.le Checked by: h\M Date: 8/26/20034:19 PM Date: f-bs /03 FIGURE 9.3 Santa Ana Data Center (4953-03-2631) Imperial Valley-Array 7, S40E, DBE Acc. Time History Vel. Time History DIsp. Time History 0.6 0.4 0.2 -O.2 1 11 -04 -0.6 AÂ»---Â· 20 8.0 3.0 6.0 2.0 40 * 1.0 20 g 0)0 2000 30.00 40 00 30 43 20 30 40 2.0 -40 -2.0 -6.0 -3.0 -8.0 Time Time Time ----- - --- - - Modified Vel (ft/sec) |-Modined Disp |- - Moding! Apc (q} ---- Acc. Time History Vel. Time History DIsp. Time History 0.6 0.4 - 02 0 0.2 -0.4 -0.6 3.0 80 60 2.0 4.0 u 10 2.0 2 10 to 20 30 0 20 30 4D 2 070 20 30 40 -2.0 g -1.0 -40 -2.0 -6.0 -30 -8.0 (U)ds!0 Time Time Time [-9.9.rigy,RAccl,d [-Original Vel (fUsec) ] - Original Disp (11) Checked by. AÂ® Date 8/26/2003 4:07 PM Date Si'.1,1 *63kln91 3 Acc (g) Acc (g) Santa Ana Data Center (4953-03-2631) Spectra - Imperial Valley-Array 7 (DBE) SRSS 1.4 - 1.2 - 8 fr \ / 1 1C 0 081/ E \4 16 U.0 0 O 1 --<a < 0.4 0.2 - 0.0 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) -1.3 (90% DBE) - - - SRSS SRSS 1.4 - i 1.2 -1.0 C 2 0.8 * 0.6 8 4 04 i- r \i \ .__1Â·.A,ii : -C 1 11 1 11,&11 1 1 1.iNI :' 1 :1 1 i, \<44 1 , â‚¬44 1 1 0.2 - 0.0 -. 1 Nk#=k-lilli, 0.1 1 10 Period (sec) - 1.3 (90% DBE) --- SRSS I By: 21 Checked by: MA Date: 8/26/2003 4:48 PM Date:11* k,7 FIGURE 9.5 ................... Santa Ana Data Center (4953-03-2631) Imperial Valley-Array 7, S50W, UBE Response Spectra 1.6 - 1.4 1.2 - 1,0 - 0.5 - ; 0.4 0.2 - 0.0 0 0.5 1 1.5 2 2.5 3 3.5 Acceleration (g) 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 1.6 1.4 1. , 1.2 - :1 1 . ' , c 1.0 .._.41.-1Â·An E 5/ 0 V 1 10 i Â· 7 1-0 i 12 0.8 - 1,1 / kill 180.6 - .1 ./ 1 u 4 0.4 -h\-.1, 1 \0.2 - 0.0 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum I By: J*Checked by:-21 Date: 8/26/2003 4.39 PM Date:t/2%103 FIGURE 9.6 Santa Ana Data Center (4953-03-2631) Imperial Valley-Array 7, S50W, UBE Disp. Time HistoryAcc. Time History Vel. Time History 30 2.0 1.0 2 5 00 0 0 40 -1.0 -2.0 -3.0 0.8 4.0 06 3.0 0.4 20 U 0.2 1.0 0.0 5 0.0 0 40 -02 -04 2.0 -0.6 -3.0 -4.008 Time (sec)Time (sec)Time (sec) F - 2 -Modii:d- 19@ ]| - Modified Vel (ft/sec) ||-Modified Disp (fl) | Disp. Time HistoryAcc. Time History Vel. Time History 3.0 20 1.0 5 0.0 0 10 20 30 4) -10 -2.0 -3.0 0.8 4.0 0.6 3.0 04 2.0 U 5 1.0 2 2 0.0 40 -0.4 -2.0 -06 -3.0 -08 -4.0 Time (sec)Time (sec)Time (sec) [- 6*gi-nal AcE (g! 1 - Original vel (lusec) ; -Orginal Disp (11) I ByÂ·,Checked by || DateÂ· 8/28/2003 4:09 PM Date _N>)1*3 263Bneld 1 ! Acc (g) Santa Ana Data Center (4953-03-2631) Imperial Valley-Array 7, S40E, UBE Response Spectra 1.2 - 6â€¢ 0.4 - :Â· 0.2 0.0 - 0 0.5 Acceleration (g) <b 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum ' Response Spectra 1.2 1.0 - 0.8 - 0.6 - 0.4 - 0.2 0.0 0.01 0.1 1 10 Acceleration (g) Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum 1 1 By: *_Checked by: -MIL Date: 8/26/2003 4:41 PM Date: *667 FIGURE 9.8 Santa Ana Data Center (4953-03-2631) Imperial Valley-Array 7, S40E, UBE 0.6 04 0.2 0 20 -0.4 -06 0.6 0.4 0.2 0 -0.2 -04 -0.6 Acc(g) 30 2.0 30 40 0 g -10 -20 -3.0 3.0 20 9 10 2 0.0 - 30 40 9 01 g -1.0 -20 -30 DIsp. Time HistoryAcc. Time History Vel. Time History 8.0 6.0 40 2.0 E 10 20 30 20 30 40 -2.0 -4.0 -6.0 -80 Time (sec)Time (sec)Time (sec) - Modified Vel -(fUsel) 1 ,-Mogified Disp (fl) ]!3 - --Modified AcÂ£ (g) Disp. Time HistoryAcc. Time History Vel. Time History 8.0 60 4.0 20 2 5 00 10 20 30 00203040-2.0 -40 -6.0 -8.0 Time (sec)Time (sec)Time (sec) E--.brigihiL,44 (921 _22 Original Vel (ft/sfc) - Original Disp (11) Checked DyÂ· Date. 8/28/2003 4 52 PM Date 1110/9-3 FIGURE 9.9 Santa Ana Data Center (4953-03-2631) Spectra - Imperial Valley-Array 7 (UBE) SRSS 1.6 - C 0 \\- 3 08-\1. 3 0.6 -\423- 0 0.4 -.I-- - -I)--I..-I. Il-- .li- 02- 0.0 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) - 1.3 (90% DBE) --- SRSS SRSS 1.6 - 1.4 - 1.2 - / 2 1.0 7 0 - - .I- r 4/ v' \ 1 1 1 .i 1 1 5 08 \\ 1 2, r.:4 . ,ill Â§0.6 - 1 : 1 , 0.4 - !.1 \444 .11f ' 0,2 - 1 ' ' 1 1 1, 0.0 - 0.1 1 10 Period (sec) 1.3 (90% DBE) - - - SRSS By: de Checked by: _Ek Date: 8/26/2003 4:51 PM Date: 4#(03 FIGURE 9.10 Santa Ana Data Center (4953-03-2631) Landers-Joshua Tree, EW, DBE Response Spectra 1.2 - 1.0 - tion (g) 2 0.6 0.4 -1,; 0.2 0.0 - 0 0.5 1 1.5 Accele -r - 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 1.2 - 1.0 - 2 ng . , 1 i INAI'' Â· 1 W.W 0.6 - 4 l, 0.4 - 0.2 - 0.0 0.01 0.1 Acceleration 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum ' ByÂ· JOB Checked by: .31&. Date: 8/27/2003 8:15 AM Date:cril'loj FIGURE 10.1 Santa Ana Data Center (4953-03-2631) Landers-Joshua Tree, EW, DBE Acc. Time History Vel. Time History Disp. Time History 0.4 2.5 0.3 i 2.0 15 0.2 1.0U 2 0.5 50.0 z 0.0 g -0.5 > -1.0 -0.2 -1.5 03 -2.0 -0.4 -2.5 2.0 1.5 1.0 0.5 E 40 50 60 70 E)0 0 0 20 UÂ® 4 40 50 60 70 EO -0.5 -1.0 -1.5 -2.0 Time (sec)Time (sec)Time (sec) 1--2-f,Gdified vei (wseci j- -2-Modified 495 (91 -Moded Disp (fli] DIsp. Time HistoryAcc. Time History Vel. Time History 0.4 2.5 0.3 2.0 1.5 0.2 1.0 0.1 I 0.5 CD 40 50 60 70 0 -0.1 21 8 -0.5 t > .1.0 -0.2 -1.5 -0.3 --2.0 -04 -2.5 2 1 1 0 0 60 70 -1. -1. 2. (U)ds!0 .0 5 0 .5 0 5 0 5 0 80 Time (sec)Time (sec)Time (sec) 2-26igin2*22@i I - r*Â·tal Vel (flifec) ]t - Original Disp {it) Checked bvÂ· 1.1 *27/2003 8 15 AM DateÂ· _3;4*,Ap ZOL 32:Ingl=1 1 1 1 r Ag t} Santa Ana Data Center (4953-03-2631) Landers-Joshua Tree, NS, DBE Response Spectra 1.0 - 0.9 - 2 0.7 - ,/1 ,': Ii,lhN2.- W.Â· g 0.6 - 1,11 .1,; r t..1 \1/ 41.,2 0.5 -4 ' ,; C) 11 0.4 -11 7 ,R<.1 0 11 1 4 0.3 - r \ 0.2 -----10 il- 0.1 - 0.0 - 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 1.0 0.9 0.8 6 0.7 - 0.6 - 0.5 - 0.3 0.2 - 0.1 - ! ' 11t 0.0 0.01 0.1 1 Acceleration ( 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum I : By:,2Rd_Checked by: MA Date: 8/27/2003 8:16 AM Date:5 l. 103 FIGURE 10.3 Santa Ana Data Center (4953-03-2631) Landers-Joshua Tree, NS, DBE DIsp. Time HistoryAcc. Time History Vel. Time History 2.0 1.5 1.0 2 U -1.0 -15 -2.0 80 6.0 4.0 2.0 5 0 10 20 30 40 50 60 70 0 2 00 -4,1/49.Ar17.- . - 50 60 70 0 1 140 50 60 70 8 -20 -4.0 -6.0 -80 Time (sec)Time (sec)Time (sec) - -7 1 - Modified Vel (fUsec) ]|-Modified Disp (ft) |- - - Modrfied Acc (g) Acc. Time History Vel. Time History Disp. Time History 8.0 6.0 40 2.0 5 0.0 ---- 0 '9'11' 11' '2011'U Sq 40 50 60 70 8 0 10 20 30 40 50 60 70 E] 2.0 4.0 -6.0 8.0 04 2.0 1.5 0.2 1.0 N 05 5 0.0 70 U * -0.5 -02 -1.0 -0.3 -1.5 -04 20 Time (sec)Time (sec)Time (sec) .LL GiDIii 42 67]6.- 9-Agigal yel (fusec) 1 - Original Disp (ft) 1 8,: JAA Check-12,DateÂ· 8/27/2003 8:17 AM DateÂ· _3' FOI. 3hIA91:1 Acc (g) 0.4 0.2 0.1 0.0 urn___ 0.2 -- 0.3 0.4 Santa Ana Data Center (4953-03-2631) Spectra - Landers-Joshua Tree (DBE) SRSS 1.4 - 0.8 0.6 - 0.4 - 0.2 0.0 - 0.1 0.6 1.4 1.2 - 1.0 -- 1\ =2 0.8 -/ e U U 4 0.4- 0.2 - 0.0 0.1 Acceleration (g)C* 42- -0 1.1 1.6 2.1 2.6 3.1 Period (sec) -1.3 (90% DBE) - - - SRSS SRSS 1 .\ 1 1 :1I 1 10 , Period (sec) i -1.3 (90% DBE) - - - SRSS By: 32 Date: 8/27/2003 8:18 AM Checked by:l/K Date:r 'vs/0 > FIGURE 10.5 Santa Ana Data Center (4953-03-2631) Landers-Joshua Tree, EW, UBE Response Spectra 1.2 - 0.8 - 0.4 - 0.2 - 0.0 0 0.5 1 Acceleration (g) V . 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra i 1.2 - 1.0 0.8 -r A i ', 1,1 0.6 -t 0.2 - t Lâ€¢ 0.0 0.01 0.1 1 10 Acceleration (g) Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By: *.Checked by: .ML Date: 8/27/2003 8:19 AM Date: 4-Â»03 FIGURE 10.6 Santa Ana Data Center (4953-03-2631) Landers-Joshua Tree, EW, UBE Acc. Time History Vel. Time History DIsp. Time History 0.5 0.4 - 0.3 0.2 0.1 0.0 0.1 0_10 0.2 0.3 0.4 0.5 2.5 20 2.0 1.5 1.5 1.0 05 2 5 0.0 40 -_50 __ . 60 70 8 -0.50 111.40 50 60 70 -go 0 50 60 70 83 -05 > -1.0 -1.0 -1.5 -2.0 -1.5 2.5 -2.0 Time (sec)Time (sec)Time (sec) 1.-----Modified Vel (ft/sec) |-MO-dified Disp (11) 1- - - Modified Acc (g) - ----- - Acc. Time History Vel. Time History DIsp. Time History 0.5 2.5 0.4 2.0 0.3 1.5 0.2 0.5 z o.O 40_._ 50_. 60_ _ 70_ _80 -0.2 3-1.0 -0.3 1.5 -0.4 -2.0 0.5 -2.5 2.0 1.5 1.0 0.5 0 20 Â¥30 40 -0.5 -1.0 .1.5 2.0 Disp(n) 50 60 70 0 Time (sec)Time (sec)Time (sec) E-z_gÂ®wkmi-%8 _ Oqgjnal Vet (ft/se-ci I - Original Disp (fl) ay,188 Date 8/27/2003 8.20 AM DateChoc* FIGURE 10.7 Santa Ana Data Center (4953-03-2631) Landers-Joshua Tree, NS, UBE Response Spectra 1.2 - 1.0 ation (g) O,4 4 20 0.2 - 0.0 - 0 0.5 1 1.5 2 2.5 Acceler t 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra ! 1.2 1.0 208 C 0 m ng - W.V :celer W V.-1 0.2 +11;1 7 ./1 i 1 1 0 ! i,11 0.0 - 1 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum 1 9 BY.. ' 1 PID Checked by:.ML Date: 8/27/2003 8:21 AM Date: 14,(03 FIGURE 10.8 Santa Ana Data Center (4953-03-2631) Landers-Joshua Tree, NS, UBE Acc. Time History Vel. Time History Disp. Time History 05 0.4 - -- - - 0.3 -- 0.2 O-1 *0.0 -01 -0.3 0.4 -05 25 2.0 1.5 -1.5 -2.0 -2.5 25 2.0 1.5 10 A ;; 0.5 C-O.5 11 A25 0.0 4-FA--1-vÂ·,-MAA.-Â·-- - Â· -1 00 MÂ¥Â·Â·â€¢vA- Â· Â·Â·- BU"40_ _ 50_ - 60 ._-70_.80 -0.5 50 60 70 80 5 -0.5 0 10 V 20 730V . 40 50 60 .70 0 -1.0 -1.5 20 -2.5 Time (sec)Time (sec)Time (sec) - - Modified Â¥c (04 12**eve!-(fUsec) 1 - Modified Disp (ft) | - Acc. Time History Vel. Time History Disp. Time History 0.5 2.5 0.4 2.0 0.3 ---1.5 02 : 1.0 3 01 05 # 0 -0.1 5 0.0 40._ .50.60 . _70 _ 80 -02 > -1.0 -0.3 -15 2.0 -0.5 -2.5 2.5 20 1.5 1.0 05 50.0 40 50 -. 60 70 80 6.0.5 -1.0 -1.5 -2.0 25 1 AA A.L.A. fe'l -- 1 -_ 1 ' ' Â· Time (sec)Time (sec)Time (sec) F Originli 22g,l 1.-2-0*,al vel (jusec) 1 - Originat Disp (11) ..----- By: 259 Date _2'-5'*J Checked by f Date: 8/27/2003 8:21 AM 60: 3hln91=1 1 11 Acc Cal Santa Ana Data Center (4953-03-2631) Spectra - Landers-Joshua Tree (UBE) SRSS 1.6 - 1.4 1.2 - 1 1.0 4 0.8 0.6 0.4 - 0.2 - 0.0 0.1 0.6 1.6 1.4 - 1.2 - i 0.8 - 0.6 - 0.4 - 0.2 - 0.0 -, 0.1 Acceleration (g) Acceleration (g) 1.1 1.6 2.1 2.6 3.1 Period (sec) -1.3 (90% DBE) - - - SRSS SRSS \ 1 i 1: .,1 . + :11 11 1 . 1 1 1 1 10 i Period (sec) - 1.3 (90% DBE) --- SRSS, BY. ./80 Date: 8/27/2003 8:22 AM Checked by: 18&L Date: 1(4(03 FIGURE 10.10 Santa Ana Data Center (4953-03-2631) Landers-Yermo, EW, DBE Response Spectra 1.0 0.9 - 0.8 2 0.7 - g 0.6 - 0.5 -/ 1 0.2 - 0.1 - 0.0 - 0 0.5 1 celerati -- 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 1.0 - 0.9 - 0.8 -/A @ 0.7 2 05- 1!'11 .< 1 10 4 0.3-11 1.WX 0.2 - , ,lillit .IA 0.1 - 1 1 1, A 1 11 !lilli 1 8...1 . .1 0.0-, 0.01 0.1 1 10 Period (sec) i Target Spectrum ---- Original Time History --- Matched Spectrum i By: 182-Checked by: .MEL Date: 8/27/2003 8:25 AM Date:7 bs/o FIGURE 11.1 Santa Ana Data Center (4953-03-2631) Landers-Yermo, EW, DBE Acc. Time History Vel. Time History DIsp. Time History 0.4 25 0,0--- - 20 15 0.2 0.1 I ' 0.5 1 0.0 , 2 50 60 70 EO X -05 0 0.2 0.3 -0.4 Acc (g) 10 | I0 - .O _ 40 .. 50 60 70 . 80 20 1.5 10 0.5 0 1 01 30 40 50 60 70 05 1.0 -1.5 2.0 Disp(ft) 5-10 -1.5 -2.0 2.5 Time (sec)Time (sec)Time (sec) [ EL- Mocihed Vel (11*i] | -Modified Disp (fli I- - - Modified Acc (g)]1.--- -.- ----- Disp. Time HistoryAcc. Time History Vel. Time History 0.4 0.3 02 - -- - - O.1 - -- h - O 10,11 121111- 1 I 30 40 50 60 -0.1 -0.2 -0.3 -04 Acc (g) 25 2.0 1.5 1.0 0.5 W Â§ -1.0 -2.0 -2.5 (ft/sec) 70 0 5 :: 2-9",J;'VVft7t-271 2.0 1.5 1.0 0.5 0.0 0 50 60 70 -0.5 1,0 -1.5 -2.0 U1 Time (sec) Â· Time (sec)Time (sec) -Erpriginal A-Ig)-1 I --ohglnalei -uyfeC) 1 - Original Disp Â®. 1 By:'19 Checked by Date: 8/27/2003 8 26 AM Date 278,9 Z L L 3HA91=1 1 Santa Ana Data Center (4953-03-2631) Landers-Yermo, NS, DBE Response Spectra 1.0 0.9 - 0.7 - 0.6 - / 0.5 - .1 i 0.3 0.1 - 0.0 0 0.5 1 1.5 Acceleration (g) 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 1.0 0.9- 0.8 0.7 - 0.6 0.5 - 0.2 - 0.1 - 0.0 - 0.01 0.1 celeration (g) lili ' lili 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By: Ja-Checked by: MK- Date: 8/27/2003 8:26 AM Date: 9 191/01 FIGURE 11.3 Santa Ana Data Center (4953-03-2631) Landers-Yermo, NS, DBE Acc. Time History Vel. Time History DIsp. Time History 1C Time (sec)Time (sec)Time (sec) ---I -Mod,fied -Vel (flsec) ]-|--- - Modmed Acc (g) --Modified Disp (f 1 Acc. Time History Vel. Time History DIsp. Time History 0.4 2.0 1.5 0.2 .-1.0 U 0.5 0 2 0.0 40 50 60 70 80 W 0 10 lill 2 02 -05 02 -------1.0 03 -1.5 0.4 2.0 20 15 1.0 0.5 knÂ»Un O.0 -, i i,--vv ' ,1 -0.5 0 10 20 30 40 50 60 70 0 -1.0 -1.5 -2.0 Time (sec)Time (sec)Time (sec) ----[- Originpl Acc (g)-1 1 -=996flal Yel (fyseci ] [ -Original Disp in) 1 By,xe &77/.Date 8/27/2003 8.27 AM 4- L L 3hln91:1 Acc (g) Acc la) 2.0 1.5 1.0 0.5 g i30.40 50 60 70 2 0.0 0 0 40 50 60 70 -0.5 1.0 1.5 -20 0.4 2.0 1.5 02 10 01 -- 0.5 20.0 ..,h,1 0.0 - 0 50 60 70 83 U 0 Â§ -0.5 0.2 --Â·- 11 -1.0 0.3 ----1.5 0.4 20 Santa Ana Data Center (4953-03-2631) Spectra - Landers-Yermo (DBE) SRSS 1.4 - 1.2- A ' C9 0.8 f \\ 16 \*. * 0.6 - U < 0.4 ke 0.2 - 0.0 - 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) - 1.3 (90% DBE) - - - SRSS SRSS 1.4 - 1.2 - /\ , 1* 1.0 - ,* tl \iC2 0.8 -7 1\ 4 1 1 , : X...i& .:i2 \\ Â·* 0.6 -I.1 , 1' /.I 8 1. \\ i ; ,1 1 < 0.4 - \, + 1 i 111 0.2 - 1 0.0 - 0.1 1 10 Period (sec) i 1.3 (90% DBE) --- SRSS By: 2/99 Date: 8/27/2003 8:27 AM Checked by: 'lt)\ Date:9 122 103 FIGURE 11.5 Santa Ana Data Center (4953-03-2631) Landers-Yermo, EW, UBE Response Spectra 1.2 0.6-0 h r 0.2 - 0.0 - 0 0.5 uoilejalajov 1 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra W.W C 0 E 0.6 - 0.2 - 11'' 0.0 -, 0.01 0.1 6 i 1.2 - 1.0 C? nA . 1 f i 'lili 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By:A*- Date: 8/27/2003 8:29 AM Checked by: .di. Date:547% Co FIGURE 11.6 Santa Ana Data Center (4953-03-2631) Landers-Yermo, EW, UBE Acc. Time History Vel. Time History DIsp. Time History 0.5 2.5 0.4 20 0.3 15 0.2 0.1 05 0.0 1-Id_L.40__50_ _60__ _70. ._ 0 M -0.50 10 -0.2 3 -1.0 -0.3 1.5 -0.4 2.0 -05 -2.5 Acc (g) 20 1.5 10 A 05 - 5 0.0 .7. 1 ,1 50 60 70 20 6 0 1 W) 4 '40506070 0 -U.D -10 -1.5 -20 Time (sec)Time (sec)Time (sec) Modified Vel (fl/sec) |-Modified Disp (11) |- - - Moli!led *c (g) DIsp. Time HistoryAcc. Time History Vel. Time History 0.5 0.4 03 0.2 0.1 0-.. 10.1 ,201'. 230___.40._ 50. _ 60. 0.2 -0.3 04 -0.5 Acc (g).V-- 70_. D 2.5 2.0 15 1.0 0.5 0.0 45 0 40 5 -10 -1.5 -2.0 -25 Velocity (fusec)*WVVâ€¢Vâ€¢A'-W*'U 0 60 _70 D 2.0 1.5 1.0 0 1 30 40 50 60 70 80 -0.5 -1.0 -1.5 -2.0 Time (sec)Time (sec)Time (sec) [:6*giriMAci(gil I__p*nal.VE!('Ffec) 1 1 - ongir-al Disp (Ail By: nl Dale DIa*1.- Checkedh Date: 8/27/2003 8:29 AM Clt 3hlnE)1=1 Santa Ana Data Center (4953-03-2631) Landers-Yermo, NS, UBE Response Spectra 1.4 - 1.2 0.8 - 0.4 1 f. 0.2 - 1 0.0 - 0 0.5 1 Acceleration (g)4 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ----Original Time History --- Matched Spectrum Response Spectra 1.4 - I ''l 1 ,1 1.2 -1 1 11 1.0 - ' ' ' ' -7 "1,1 1 1 1 1\1 ,1,1 .1 ili0.8 - 0.6 -A t I I lt 0.2 -11 11 0.0 - 0.01 0.1 1 Accelerati, 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum i By JAA Checked by: .201- Date: 8/27/2003 8:30 AM Date: ,1*laj FIGURE 11.8 Santa Ana Data Center (4953-03-2631) Landers-Yermo, NS, UBE DIsp. Time HistoryAcc. Time History Vel. Time History 0.5 2 0.4 1 0.3 1 0.2 0 0 -0 -1 0.3 -1 0.4 - - 05 (005/N) APOIDA 0 5 .0 .5 0 5 0 .5 0 <AV 40 50 60 70 80 2.0 1.5 10 0.5 00 0 50 60 70 0.5 1.0 1.5 -2.0 DISP(ft) Time (sec)Time (sec)Time (sec) - - Modified Acc (g) [-- Mddilied Vel @sec) |- Modified Disp (ft) DIsp. Time HistoryAcc. Time History Vel. Time History 0 10 n11 211 2.0 1.5 1.0 05 5 00 .7 1. - vv 1 , ' V 30 ' 40 50 60 70 W 25 0 10 \ 120 30 40 50 60 70 0 - .0.5 - -- \\11 - -1.0 1.5 -2.0 Time (sec)Time (sec)Time (sec) [--6*1 G a I 1 -1*rigirGI 04 (!t/fec) - OrigÂ¢,at Disp (fl) By:b9 Checked by. 0 Date: 8/27/2003 8:31 AM Date _84** 05 2.0 0.4 15 0.3 ---- 1.0 02 0.1 N 05 0-S O.0 0.1 0- - --1 U:_11 "#u. I-1- Â®.- - 40.-_50 - . 60 70. 11 U -0.5 0.2 -1.0 1.5 0.4 0.5 2.0 FIGURE 11.9 Santa Ana Data Center (4953-03-2631) Spectra - Landers-Yermo (UBE) SRSS 1.8 1.6 - 1.4 - n c \ \ 23 1.2 -/7C 1-\Â·2 1.0 d 2 1 \4 \ 2 08 \\\23 -5-. 0 0.64\2< 0.4 - '- 0.2 - 0.0 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) 1.3 (90% DBE) - - - SRSS SRSS 1.8 1.6 - 1.4 - * \ 1 -.-/ 1.2 //- .Z\> _ '_1 1 \1. ,1 0.8 - . i \\ 0.6 -\C-\ 0.4 - 11 1 INÂ« ItIII 0.2 - 0.0 0.1 1 10 Period (sec) 1.3 (90% DBE) - - - SRSS, i By: UN Checked by: JIC|K Date: 8/27/2003 8:32 AM Date: FIGURE 11.10 Santa Ana Data Center (4953-03-2631) Loma Prieta-Hollister, EW, DBE Response Spectra 0.9 - 0.7 0.6 - r 0.5 -' 0.4 -11 0.3 - 4 0.2 - 4, 0.1 - 0.0 - 0 0.5 1 1.5 2 2.5 3 Acceleration (g) - 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum, ' Response Spectra 0.9 - 0.8 -rrht f 0.7 - 0.6 - 0.5 -t 0.4 - 0.3 - Acceleration (g) 0.1 - ; ,1 11 1 ,1 ; i 0.0 - ' 10.01 0.1 10 Period (sec) i Target Spectrum ---- Original Time History --- Matched Spectrum 1 By: 3*Checked by:.k& Date: 8/27/2003 8:39 AM Date: 9/103 FIGURE 12.1 Santa Ana Data Center (4953-03-2631) Loma Prieta, Hollister, EW, DBE Acc. Time History Vel. Time History DIsp. Time History 0.8 3.0 0.6 2.0 0.4 02 2 z 0.0 0 20 30 40 g -1.0 -0.4 -2.0 -0.6 -08 -3.0 Acc (g) 0 1.0 0.8 06 0.4 g 0.2 2 0.0 2 0 -0.2 0.4 -0.6 -0.8 -10 Time (sec)Time (sec)Time (sec)E-- --Ed'!0 -49(94 -- -- -[-3 kidied Oel (i*98 | -Modified Disp (ft) | DIsp. Time HistoryAcc. Time History Vel. Time History 0.8 3.0 1.0 080.6 - -- -- - ----- - -- ------ 2.0 - - -- + - 0.6 A 0.4 - -- -- - - -- *-- - -* -- --04 - A il t y 1.0 I ARAAAjÂ«0.2 -- - 0.2 2 0.0 7 9 1,3 Â¥0.0 0 1110 20 30 40 50 0 2 0 - 16 0 w Wo v 40 V 50 0 5 .02 0 10 - 12 v Â¥ v .0 50-0.2 --- ------ ------ -- - -- g -1.0 -0.4 -----------0.6 -2.0 -0.6 - - - -- -- - -- - - - -0.8 -0.8 -30 1.0 Time (sec)Time (sec)Time (sec) - Original Acc Cgi-1 [Â·64--y-(fl&99).1 - Original Disp (ft) ] -- ... - ---I- -- ... ByÂ·:2 Check/9 Date: 8/27/2003 8:52 AM Z.El 3hln91=1 Acc (g)0 Santa Ana Data Center (4953-03-2631) Loma Prieta-Hollister, NS, DBE Response Spectra 1.4 1.2 - 1.0 0.8 - /Â« 0.2 - 0.0 - 0 (6) uoileialaoov 0.5 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum, Response Spectra 1.4 - 1.2 - i I 1 C .2 0.8 -1 1 li 120.6- 0 4 04-i 1 0.2 - 1 1 lilli 0.0 1 'ii N. 23<1 'i I I lilli ,Ph' 1 i ,),11 !Il ' 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By: JOB Checked by: .ME_ Date: 8/27/2003 8:52 AM Date: '@<Are FIGURE 12.3 Santa Ana Data Center (4953-03-2631) Loma Prieta, Hollister, NS, DBE Acc. Time History Vel. Time History DIsp. Time History 0.8 4.0 0.6 3.0 0.4 20 -0.6 -3.0 -0.4 --20 - - -- -0.8 -4.0 2.0 15 1.0 50 -05 -1.0 -15 -2.0 0.2 :10 2 5 0.0 -4.5 0.0 -1 /V\A.AA, 0 40 50 -0.2 -B -1.oÂ° -1 Time (sec)Time (sec)Time (sec) - Modified Vel (fUsec)| *-Mpdiled.Disp (fli ]- - - Modified Acc (g) Acc. Time History Vel. Time History DIsp. Time History 0.8 0.6 0.4 0.2 8 0 20 0.4 -0.6 0.8 40 3.0 2.0 : 1.0 30 40 50 -3.0 i O.0 --,4 0 g -1.0 \66/U/V 40 50 - -- -- - -2.0 -4.0 2.0 15 1.0 0.5 2 5 0.0 0.5 -1.0 1.5 -2.0 Time (sec)Time (sec)Time (sec) -Original Acc (g) |-I Qdgirpi Ve.1 {1#seg] - Original Disp (ft) By JV Oate:18573* Checked My. MA Date 8/27/2003 8.53 AM FIGURE 12.4 Santa Ana Data Center (4953-03-2631) Spectra - Loma Prieta-Hollister (DBE) SRSS 1.4 - 1.2 - 4 -1.0 - 1 \\ Â§ 0.8 &1 \4 12 \71 * 0.6 -\40*8 < 04-1- - i, 0.2 - '' 0.0 - 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) -1.3 (90% DBE) --- SRSS SRSS 1.4 - 1.2 - . 1 1/. 1 // - M ,9 1.0 - 6*, , 1, \ 10.8 -7 X . J\ 0.6 - ' ' ' i 1, 1 1 1 0.4 - 0.2 - 1 ''-\4 1 1 1 1, 1,!111 1 i Â· ,1,1 1, i 0.0 - Â· 1 0.1 1 10 Period (sec) - 1.3 (90% DBE) --- SRSS By: -de Checked by: IA Date: 8/27/2003 8:55 AM Date:9(*(05 FIGURE 12.5 Santa Ana Data Center (4953-03-2631) Loma Prieta-Hollister, EW, UBE 1.2 X40.8 - 1 0.6 - / 0.2 0.0 - 0 0.5 1 Acceleration (g) Response Spectra 1 1 -Il IA --&-Ii- 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 1.2 - 1.0 0.8 - 0.6 i j: AA- :celeration (g) W.9 !1' 0.0 - 0.01 0.1 1 10 Period (sec) 1 1 i Target Spectrum ---- Original Time History --- Matched Spectrum i By: / Date: 8/27/2003 8:57 AM Checked by: %911 Date: *9/63 FIGURE 12.6 Santa Ana Data Center (4953-03-2631) Loma Prieta, Hollister, EW, UBE Acc. Time History Vel. Time History Disp. Time History 08 0.6 0.4 0.2 - U 0.0 -0.4 -06 -0.8 3.0 2.0 % 1.0 i o o 40 U 0 0 g -1.0 -2.0 -3.0 10 08 06 0.4 0.2 0.0 -0.2 -0.4 -0.6 -08 1.0 1.0 08 - 06 0.4 - 0.2 E Disput)2 0AAA/h / 8/>JUn,Â·-0 Time (sec)Time (sec)Time (sec) --Modified vel (ft/sec) . ..E-.- Modified Acc (g)|-Modified [isp (il)| Acc. Time History Vel. Time History DIsp. Time History 0.8 3.0 06 -Â·--- - ------- ---- -- - ---- 2.0 -- 04 ----- -- - .---- - -- .---- A E 10 - - --m A A A A./v\"2 F 0.0 M - - :Uto0 W 20 30 40 50 0 9 0 Vby 90 F WO V 40 50 0 ' -0.2 0 40 50 0 -0.2 - -- -04 06 2.0 -0.6 - --*- - - = - - -- -- ------08 -0.8 -30 -1.0 Time (sec)Time (sec)Time (sec) - Ori@,1 Acc (q) |7-no*nat-02-Ousec) 1 - Original Disp (ft) ] -------- By:J*Checked ByÂ· MA Date 8/27/2003 8 57 AM 0010 -2*Er LEI. 32:In91:1 Acc (g) 11 1 Santa Ana Data Center (4953-03-2631) Loma Prieta-Hollister, NS, UBE Response Spectra 1.4 - 1.2 - 1.0 -tion (g) e 0.2 - 0.0 - 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (sec) ' Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 1.4 - 1.2 @ 1.0- C .2 0.8- III 4 0.4- 0.2 - 0.0 - 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By: 2 Checked by: 1!dfL Date: 8/27/2003 8:58 AM Date:-81= 103 FIGURE 12.8 Santa Ana Data Center (4953-03-2631) Loma Prieta, Hollister, NS, UBE Acc. Time History Vel. Time History Disp. Time History 0.8 2.04.0 0.6 1.530 -- 0.4 -20 10 0.2 10 0.5 g a. 00 0 30 40 50 0 0 40 50 E -0.5 -1,00.4 -0.6 -1.5-30 20-08 -40 A A V v4O v 50 0- V - Time (sec)Time (sec)Time (sec) |--Modified Disp (ft) 1P -- Modified Acc (g)[L-Modified Vel (Ilisec) | DIsp. Time HistoryAcc. Time History Vel. Time History 0.8 40 0.6 3.0 0.4 -2.0 0.2 0 20 30 40 50 -0.2 -0.4 2.0 -3.0 -08 -40 Acc(g)"1 Â·v No-v' li- W 70 - okv 2.0 1.5 1.0 0.5 2 -50.0 5 -0.5 -1.0 -1.5 2.0 Time (sec)Time (sec)Time (sec) [zz oriWnai-XEZigil 1 -m dr*lai 09! (luspc) 1 1 - Origjnal Dilp (fl) 1 By UBB Checked by .1 Date, 8/27/20038 58 AM Date 4 8/0, 621. 3hlnel:1 1 1 Acc (01 Santa Ana Data Center (4953-03-2631) Spectra - Loma Prieta-Hollister (UBE) SRSS 1.6 - , 4 1.4- /4" 19-< li 1.2 - 1/ '*+T 1 c 1.0 T \4 \,h O 1 E 08- \\-\<3. \47- 0.6 - <C 0.4 - 0.2 0.0 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) -1.3 (90% DBE)---SRSS SRSS 1.6 - 1.4 -j/ \ I. 1 0/9 1.0 -, O E 0.8 - (D ! 0.6 - 0.4. 4 r .1 t i:.'!1 ..1 0.2 - j 11 J 0.0 -. 0.1 1 10 ; Period (sec) 1.3 (90% DBE) --- SRSS By: 3*Checked by: MA Date: 8/27/2003 8:58 AM Date: $/aff.- FIGURE 12.10 Santa Ana Data Center (4953-03-2631) Northridge-Newhall, EW, DBE Response Spectra 3.0 - 2.5 - 2; 1 1 3 2.0 1 1 1.5 - 1.0 - 4 IS. , /.1 1 r I ,.'21 &1 05-7 I 1 0.0 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 3.0 - 2.5 -ar 1 i '1 1 1. 12 2.0 -1', . 1 i Â·1 '' 1 . ,1, 1,1 1 1 1 1.5 -li2 i' 1 j 1.0 - 1 1 :iii ,'.7,1 1 ' 1 0.5 - -Â·Â·----..- 1 _ ._,..1.-2.2.1.-*27 F-- .1 It 1 1 J '14</ ., 1 1 -4! 'ii!1 ,-1 li '.1 11 1 1 11,-9----15 1 ,, , ,* 1 1 *.-' * i g0.0 - 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By:JOE Date: 8/27/2003 8:59 AM E co LEL 3hln91=1 iecked by: Santa Ana Data Center (4953-03-2631) Northridge-Newhall, EW, DBE Acc. Time History Vel. Time History Disp. Time History 0.8 453.5 0.6 3.5 2.5 2.50.4 1.5 0.2 1.5 2 0.5 0 40 0 20 -6 -O-5.10 20 3030 - - 40 - 50 40 50 -0.2 -15 > -1.5 -04 2.5 -2.5-06 -3.5 -0.8 -3.5 -45 Time (sec)Time (sec)Time (sec) - - Modified Vel (ft/sec)|-Modified Disp (ft)|- - - Modified Acc (g) | Acc. Time History Vel. Time History DIsp. Time History 08 3.5 0.6 - 2.5 0.4 0.2 2 0.5 13 -05 -02 > -15 0.4 -- 0.6 -2.5 -08 3.5 4.5 3.5 25 1.5 01 g 0.5 g -05.10 20 30 40 50 1 20 30 40 -50 -1.5 2.5 -35 -4.5 Time (sec)Time (sec)Time (sec) [- origini Aci iii]E--zpri;in,1 Vel (fliec) 1 - Original Disp (ft) ] By:u Checked h 11/11 Date: 8/27/2003 9 00 AM Date ,â€¢1:87Ti ZE L 3hln913 1 1 Santa Ana Data Center (4953-03-2631) Northridge-Newhall, NS, DBE Response Spectra 2.5 - 2.0 - J 1.5 - 1 11 1.0 - i N 0.5 - i 0.0 - 0 0.5 1 1.5 2 Acceleration (g) , 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum ; Response Spectra 2.5 - 11 . 11, , !11'1 1:1 1 !1 2.0- 1 1!1 1 1.Lt 'i,I1 1 , ! il1 1:111 1 ... .1- Elt i illt 1 '/ ,1 :Ii 0|Â· 1, , ', ; i 2 1i'l.r 1 *. . 111 11 01, 1 1 11.0 - 0.5 - - . -I . - I Â· - Â·i Â· - i. 1 'f-r : , i ; i 1 ,F 1 I i #<1 - t-1, 0.0 ,11 1 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By: ial Date: 8/27/2003 9:00 AM Checked by: 0111\ Date: 15-66-G FIGURE 13.3 Santa Ana Data Center (4953-03-2631) Northridge-Newhall, NS, DBE Acc. Time History Vel. Time History Disp. Time History 2.0 15 10 05 2 5 00 0 30 40 50 E -0.5 -1.0 -1.5 -2.0 0.8 4.0 06 -30 04 2.0 00 3 20 30 40 50 0 U 0 Â§ -10 -0.4 -2.0 -0.6 -3.0 -08 -40 W 30 40 50 El Time (sec)Time (sec)Time (sec) 1- - Z *0â‚¬Cclg).1 brified Vel (Wsec) - Modified Disp (ft) Acc. Time History Vel. Time History DIsp. Time History 08 4.0 0.6 3.0 04 2.0 02 El.0 2 5 00 0 .1 101 20 30 40 50 60 -0.4 -20 -06 -3.0 -0.8 -40 Acc (g) 2.0 1.5 1.0 0.5 2 *2 00 20 30 40 50 0 t0 20 30 40 50 El -0.5 -1.0 -1.5 -2.0 Time (sec)Time (sec)Time (sec) 1 -i-*Aal Ace {Rd - Original Vel_Â«Usec) - Onginal Disp (It) 1 By: JU Date: 8/27/2003 9 04 AM Checked b Dole VI k 3hlnel=1 Santa Ana Data Center (4953-03-2631) Spectra - Northridge-Newhall (DBE) SRSS 1.4 - 1.2 - 26, A r // 9 1/ \51 19 0.8 -' .* 16 1 ! Â·* 0.6 - \\1, 0 0,02* U , 1 1 1 4 0.4- 'Bi, 1 0.2 - ' ' I 0.0 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) - 1.3 (90% DBE) --- SRSS SRSS 1.4 - I 1 1 1.2 - 1.0 C 2 0.8 E -*0.6 0 0 4 0.4 0.2 0.0 /$ -r' n 1 1 -1.-1 1 ' 111 1 Â£ 1 1.i . , 1 1 , r t: 1 11 1 1 Â» 1 , 1\.J r 1 , 1 ji 1 1 0.1 1 10 Period (sec) 1.3 (90% DBE) --- SRSS By: J/)8 Checked by: #Â¥11 Date: 8/27/2003 9:05 AM Date: 3Â»/03 FIGURE 13.5 Santa Ana Data Center (4953-03-2631) Northridge-Newhall, EW, UBE Response Spectra 3.0 - 2.5 -rn /1 2.0 1.5 - i 0.5 -f 0.0 - 0 0.5 1 1.5 2 2.5 3 3.5 4 . Acceleration (g) Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra 3.0 - 2.5 - 2 2.0 1.5 - 1.0 - 0.5 -122221 0.0 - A f 1 1 ' i '1 11'',:i I ! ' 1:! 1/ / 11, 1 1 , 11 IiI,i,1 t,. r 1 3 ''.1 1 ' 1I _ L L;_11 : 1 1 1 , 11 1:1 l , , i; i '!i! 4. h 1 1 1 . 1 1 lili 1 1 1.1!' I 1 1 iii 1 111 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum ByN@2 Checked by: 094 Date: 8/27/2003 9:05 AM Date: 77/21-,7IE FIGURE 13.6 Santa Ana Data Center (4953-03-2631) Northridge-Newhall, EW, UBE DIsp. Time HistoryAcc. Time History Vel. Time History 0.8 0.6 - - 0.4 20 04 -0.6 -08 30 3.5 4.0 3.0 2.5 2.0 15 --1.0 2 40 -0.5 0 1111- - --2 - 10.--- 40Â·- --Â·50 40 50 0 -1.0 > -1.5 -2.0 -25 -3.0 -3.5 40 elocity (ft/sec) Time Dec)Time (sec)Time (sec) -1--- E- - Mod*UPE!911 . .I 1 MWimep YE! (Msdii 1 1=MAi#Pd Di@ (n) 1 --i - DIsp. Time HistoryAcc. Time History Vel. Time History 08 35 0.6 2.5 -- 0.4 g 15 0.2 2 0.5 -0.2 30 40 50 2 -050 > -1.5 -04 2.5-0.6 -0.8 -35 Acc (g) 40 3.0 2.0 10 2 g 10 20 30 40 50 0 50 - 0 -1.0 20 3.0 -4.0 Time (sec)Time (sec)Time (sec) [L Original Acc (g) 1 1 -zz ori8inâ‚¬*l_**c)] | -Original Disp (ft) j 8,:1ER Date: _22221Checked ty. |11 Date: 8/27/2003 9 06 AM Z'EL 3Â¥091 3 :1 Acc (gl Santa Ana Data Center (4953-03-2631) Northridge-Newhall, NS, UBE Response Spectra 2.5 - 2.0 1.5 - 2 1 11 1.0 - .ift 0.5 -7 0.0 - 0 0.5 1 1.5 Acceleration (g) 2 2.5 3 3.5 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum Response Spectra j 2.5 - 2.0 - i i 1.5 11, Â¢ ",1 1 /1 i 1, 1 hi ,/t '' 1\ 1 # 1 :i '1 : 111 , 1 r , # -. a 1 - ,1 r. 2> '44''.1 , 1 1 1 11 1 1 1.18 ' Â·r' ,1 1 :1 -''I, 1 - 144 i.,4/ 10.1 O.5 -==24-077 1 .1 1,1 i !111 111 ,\..1: 1 ! 111 0.0 1 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By: JM Date: 8/27/2003 9:06 AM Checked by: #DR Date: **,/G 3 FIGURE 13.8 Santa Ana Data Center (4953-03-2631) Northridge-Newhall, NS, UBE DIsp. Time HistoryAcc. Time History Vel. Time History 0.8 4.0 0.6 3.0 0.4 2.0 0.2 0.0 2 0.0 50 0 -0.2 2 -1.0 -0.4 -2.0 -0.6 -3.0 0.8 -4.0 2.5 2.0 1.5 1.0 0.52 5 0.0 â‚¬0 6 .O.5 ' -1.0 -1.5 20 -2.5 '20 U .4 60 50 El Time (sec) Time (sec)Time (sec) - Modified Disp (ft) |- - - Modiii@-54 (g)1 | -Modified Vel (fsec) | Acc. Time History Vel. Time History DIsp. Time History 0.8 4.0 0.6 30 0.4 2.0 0.2 2 Z O.0 I ..lol 20 30 40 50 60 0.2 Â§ -1.0 0.4 -2.0 -0.6 -3.0 -0.8 -4.0 25 2.0 1.5 1.0 0.52 3 0.0 - 20 30 40 50 60 5 -0.5 L -10 -1.5 -20 2.5 V 10 20 30 40 50 Time (sec)Time (sec)Time (sec) L-ongl@'-Apcjg)] [ -Original Vel (f/sec) # -Original Disp (ft) By,22 DateÂ· 8/27/2003 9:07 AM Checked b Date JE 6Â£ L 3hln91=1 Acc(g) Santa Ana Data Center (4953-03-2631) Spectra - Northridge-Newhall (UBE) SRSS 1.8 - 1.6 - ' 1 /I lili , :m 1.0 1 i- +2 #-4 , 2 0.8 -1, \ + lili, . \21' 1 O 1'0 0.6 -1 -<al.-.- ------0.4 - ' , 111 . --, .--- 1.- 0.2 -i 1,1 ,,,'. ,1 ' :i l 0.0 - 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) -1.3 (90% DBE) --- SRSS , SRSS 1.8 - t 1. , 1.6 /1 1 1.4 - ,T Iii I i; ' r : . , 1 1 - A . 1 1 , 1 1 liN\1 1;, 2 1.0 -9-m III 1 X.1-1 , : 1,11 1 .. .1 1 '''1 1 1.:1 1 1NO.8- i 1 1 .06/ 1! 11 I .i.Â· i i.; 11 O 0.6- 1 i 0.4 - 1 1 .4204 1 1 1 1 1 1 2 0.0-. 0.1 1 10 Period (sec) - 1.3 (90% DBE) --- SRSS I By: JR/) Date: 8/27/2003 9:07 AM Checked Ily: #1/11 Date: ,/aÂ¥ (03 FIGURE 13.10 Santa Ana Data Center (4953-03-2631) Northridge-Sylmar, EW, DBE Response Spectra 1.6 - 1.4 - 1.2 0.4 - Acceleration (g) -.0 0.2 - i 1 - i I 0.0 - 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum ; Response Spectra 1.6 - 1.4 - 1.2 - 1.0 - 0.8 0.4 - 0.2 - 0.0 - 0.01 0.1 1 Acceleration (g) 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By: 282 Checked by: MA Date: 8/27/2003 9:15 AM Date: T#t85-- FIGURE 14.1 Santa Ana Data Center (4953-03-2631) Northridge-Sylmar, EW, DBE DIsp. Time HistoryAcc. Time History Vel. Time History 5.0 4.0 3.0 2.0 1.0 10 20 30 40 500 ' lq- -v- 20 ---- -30---40- - - 50 --- â‚¬0 0 -10 ' -2.0 -3.0 -4.0 -5.0 0.8 3.5 0.6 2.5 0.4 1.5 2 0.5 0.0 20 30 40 51 E -0.5 -0.2 ---f!1-1-11 > -1.5 -0.4 -2.5 0.6 -08 -3.5 Time (sec)Time (sec)Time (sec) - - - - Modified Acc (g)1=.M-efgget*Al |-Mpdgied sp (ft) DIsp. Time HistoryAcc. Time History Vel. Time History ---F--onginal Acc (g) ]-Original V@ (!fsect ]1 - ci,Â¥Mal Dp.(ft) 1 -- I.-, -- - --- --- Date: 8/27/2003 9:16 AM 50 4.0 3.0 2.0 - 102 0 40 -50 10 20 20 Â·Â·- 30 30 40 506 -1.0. -2.0 -3.0 4.0 .5.0 0.8 3.5 2.5 1.5 1 0.2 - - - - -- 0.5 O 1 11;1'6 20 30 40 50 E -0.5 %-1.5 -2.5-0.6 -0.8 -3.5 Acc (g) Time (sec)Time (sec)Time (sec) Checked Dole. 0 DIÂ· 32:Ingl:1 11 Acc (g)0 Santa Ana Data Center (4953-03-2631) Northridge-Sylmar, NS, DBE Response Spectra 3.0 - 2.5 - i ' 1 122.0 t 1.5 - 1,0 - l rl- . , 0.5 -r ' .lilli 0.0 - 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (sec) , Target Spectrum ---- Original Time History --- Matched Spectrum : Response Spectra 3.0 - 2.5 2.0 -11 1.5 1.0 - 1 / 1 0.5 - -1 1 0.0 - ..r 1 # 1 r.. , 1\, 1 / ' '!t, , 4 , 1 1 - 1 L 1-% ' i .. 11,1I 1 r i ' i lili.-P. I ,1 !1 It i 1 1 1, Eli 1: lit '111!1 It 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By:M_Checked by: E_ Date: 8/27/2003 9:16 AM Date: 54â‚¬0) FIGURE 14.3 Santa Ana Data Center (4953-03-2631) Northridge-Sylmar, NS, DBE Acc. Time History Vel. Time History Disp. Time History 1.0 5.0 0.8 4.0 0.6 3.0 0.4 0 2.0 0.2 5 1.0 0.0 Coo / 3 -1.00 -04 > -2.0 -0.6 -3.0 -0.8 -4.0 -10 -50 3.0 2.0 10 0.0 ' 1. ..20 30 40 50 e -1.0 -2.0 -3.0 (U)ds!0 30 40 Time (sec)Time (sec)Time (sec) [- --- Modified.#cgg)1 |- Modified Vei (it/sec) - M8dified Disp (ft) Acc. Time History Vel. Time History DIsp. Time History 1 50 4.0 06 3.0 0.4 5 2.0 8 0.2 i 1.0 UtnÂ·t ...A Â·t Â·Â· - .10 .._ 20 30 40 50 3 -2.0 -0.6 -3.0 -08 -4.0 -1 -50 3.0 2.0 1.0 9 0.0 20 30 40 50 0 8 'V 10 20 30 40 -1.0 -2.0 -30 Time (sec)Time (sec)Time (sec) - *@inai Acc fbi] - Original Vel (lusec) ,-Onginal Disp (11) 1 By: bdaw Date: 8/27/2003 9.16 AM 50 50 Checked Gy Date a.Â» Â»1. 32:Ingl 3 Accial 0 0 Santa Ana Data Center (4953-03-2631) Spectra - Northridge-Sylmar (DBE) SRSS 1.4 1.2 - /--i fl 4% ' C \\ 2 0.8 - \\ $ 1 O 1--% i i ,. Â·* 0.6 0 -1-1 5 U i - -7--212%< 0.4 - 1 1 0.2 '., 1 '11,1 1 1;i!1''11. 10.0 +. 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) - 1.3 (90% DBE) --- SRSS SRSS 1.4 - 1.2 1 I61 lilli ii , \1 \1 i 1 - 1.2 0.8 --" !4 i, t 1 6 .E Ill 1Â»\ '! 111 ,1 11 1 '*0.6. ' 1 1 lit'lilli \43 1'4 04 Ii.. 1 1 ! 1 1'' 1,0.2 1 1 El t!-; ,11 ! 0.0 -, 0.1 1 10 Period (sec) 1.3 (90% DBE) - - - SRSS By: 2%#Checked by: _*ML Date: 8/27/2003 9:16 AM Date: 96/03 FIGURE 14.5 Santa Ana Data Center (4953-03-2631) Northridge-Sylmar, EW, UBE Response Spectra 1.6 - 1.4 - 1.2 - 0.6 - 0.4 - 0.2 - 0.0 0 0.5 Acceleration (g)1 1 / Â»--- L 1 : , I.-77---- ,1-1 1 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum, Response Spectra ' 1.6 - 11 1 , 1,1 1 , 1 1 1,11:1.4 ' '' 'It' f ''1 1 1 11 1 41 - 1.2 .f :Ill 1 t'11 ,i\. iII1 ; 1./ : 1.0 - 2---kj , '' 11 ,i ' 1 1 1 1 0 0.8 Nj:. 10, . , 1 1 1 1fr i ! 1,14 7</ ..D ./4 377 ' '.%4 1 1 #ELElili 1 Â· lili ,% . 1 0.4 -- -- -, j lilli I 1 0 111 -O.2 - , 1 liii; 1 1 Â· 'sÂ·lil 11 i f 111.I : 1 1 11 i:-1 Ii' i i , /1 gil1 1 1 ' i 1,1 1 10.0 - ' t 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By: 122 Date: 8/27/2003 9:17 AM Checked by:,-81!L Date:t'3510, FIGURE 14.6 Santa Ana Data Center (4953-03-2631) Northridge-Sylmar, EW, UBE Acc. Time History Vel. Time History Disp. Time History 0.8 3.5 0.6 - -- 25 0.4 1.5 0.5 0 lul'Nj 1107 - 1 20 30 40 > -1.5 -25-0.6 08 -3.5 Acc (g)ty (ft/sec) 4.0 30 2.0 1.0 2 5 00 0 -- -20 ---30 40 -- - 50 -1.0 -2.0 -30 -4.0 V Mo - 30 40 50 ED Time (sec)Time (sec)Time (sec) - E- - Modified Acc (g) . - -.....- Modified Vel (ft/sec)|-Modified disp (iii| Acc. Time History Vel. Time History DIsp. Time History 0.8 3.5 0.6 2.5 04 1.5 0.2 2 0.5 O 11 110 20 30 40 50 60 E -0.5 (1 % -15 0.4 - - -0.6 -2.5 -08 -3.5 Acc (g) 4.0 3.0 2.0 1.0 E 3 00 -'-V I0 20 30 40 50 El -1.0 -2.0 -3.0 -4.0 Time (sec)Time (sec)Time (sec) - Original Acc (g)[-F Or**yellf!fsec! 1 1 - Original Disp chi ] By: ,h*Checked y. , Date. 8/27/2003 9 18 AM Date 7/0*/r.. 2-*1. 3%:IA91=1 11 Santa Ana Data Center (4953-03-2631) Northridge-Sylmar, NS, UBE Response Spectra 3.0 2.5 - 2.0 - 1.5 - 4 0.0 - 0 0.5 1 1.5 2 2.5 Acceleration (g) 1- 3 3.5 4! Period (sec) I Target Spectrum ---- Original Time History --- Matched Spectrum ; Response Spectra 3.0 - 2.5 - 22.0 1.5 - 1.0 --- 0.0 1,11,1 11 111 i 47 1 $ 11 1 1 1 1 , 1 4 \ 1 11 1 , 1 1 / 1..... ' ./ ! : t '!lil, -1 11 Ill 1 iI 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By: 38& Date: 8/27/2003 9:18 AM Checked by, BA Date: -*/43 FIGURE 14.8 Santa Ana Data Center (4953-03-2631) Northridge-Sylmar, NS, UBE DIsp. Time HistoryAcc. Time History Vel. Time History 2.5 50 2.0 4.0 1.53.0 : 2.0 10 0.5 2 5 0.0 30._ __.40__ _ _.50 _ . O 3 -1.00 i 1'18 ' 20 30 40 50 0 5.0.5 ' > -20 1.0 -3.0 1.5 -4.0 -2.0 -5.0 -25 1.0 08 0.6 0.4 0.2 8 0.0 < .0.2 0 20 _ -0.4 -06 -0.8 -1.0 v 30 - 40 50 E] Time (sec)Time (sec)Time (sec) + - -- |- Modified Disp (it) |D-=2-Modlfi"Acg -- - -| - Modified Vel iiuse8) ] Disp. Time HistoryAcc. Time History Vel. Time History 1 50 08 4.0 0.6 3.0 0.4 g 2.0 02 5 10 0 2 0.0 / -0.2 20 30 40 . 50 -0.4 f -1.0 0 > -20 -0.6 30 -0.8 -40 .1 -50 2.5 - -- 20 1.5 1.0 A 0.5 14 o.o JIA- 110 20 30 40 50 63 8 .0.5 ' |/ V 10 20 30 40 50 0 -10 15 -2.0 -2.5 Time (sec)Time (sec)Time (sec) bâ‚¬-bÂ®r#*g *] - Onginal Vel (fl/sec) i - Original Disp (ft) By j Checked by - Date 8/27/2003 9:18 AM Date k/2,42 6'td 3hln91:1 Santa Ana Data Center (4953-03-2631) Spectra - Northridge-Sylmar (UBE) SRSS 1.6 1,\1/1 '!1.4 - 2 - 1 1 \\ ,1 1.0 -'11 \ , 1 1 9 / 0.8 - \ \- 48 0.6 I.-I- 0.4 0.2 - r l!; 1 '11 0.0 - :1110;' 1,!01 '!litislili:-: 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) - 1.3 (90% DBE) --- SRSS ' SRSS 1.6 - 1 1, 1.4 -1 2-1, A 1 1 1 1 1 1 1.2 -// 1 1 1 |1 1 ! i\! ''it 1 1 i !9 1.0 -, I ' I &< , I I\O 1 1 ; 1 \14 ! i It16 0.8 ! 1 1 1 11\1\- 11 141.1 1 !,1,1 i I5 0.6 ' 1 ; 1 , U i 1, 0.4 1 1 ! 1 lili & 0.2 1 ,lit 1 111 : ,i! 0.0 - 0.1 1 10 Period (sec) 1- 1.3 (90% DBE) --- SRSS By: 142 Checked by:, #A Date: 8/27/2003 9:18 AM Date: %/26/0,> FIGURE 14.10 Santa Ana Data Center (4953-03-2631) Petrolia-Cape Mendocino, EW, DBE Response Spectra 2.0 - 1.8 - 1.6 \ 61.4 \8 1.2 1 1 8 1.0 - b;,r; 1.1,/ â‚¬4 0.8 - il #*L-Ck-- -i i It , 14 u.6 - 1 \N % 1 0.4 - i 0.2 I t 0.0 - 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum i i Response Spectra 2.0 - 1.8 - 1.6 - S 1.4-r 1.2 - 1.0 - 0.8 A/1 - Acceleration (11 r 1 1 i:'' 1 11 \21- . 11 '' -<4 , : !1 1!$1 10.2 - : i lilli 1 1 4 11 Iii 0.0 - ,1; 'It ,I11 0.01 0.1 1 10 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum By:. Date: 8/27/2003 9:22 AM Checked by: A Date: -5/300/K FIGURE 15.1 Santa Ana Data Center (4953-03-2631) Petrolia-Cape Mendocino, EW, DBE Acc. Time History Vel. Time History DIsp. Time History 0.8 3.5 0.6 2.5 0.4 1.5 2 0.5 30 40 2 -0.5 -02 -mi > -15 0.4 -0.6 -2.5 -0.8 -3.5 2.5 2.0 1.5 1.0 052 F O.0 0 0--2 30 - 40 -50 5 -05 1.0 1.5 -2.0 - 2.5 Time (sec)Time (sec)Time (sec) - 1--- Modified Acc (g) | . ----i----- -Modified Vfl (ft/se(|[12409_,fied Disp (fill Acc. Time History Vel. Time History Disp. Time History 0.8 3.5 2.5 0.6 20 2.5 1.5 0.4 1.0 02 2 0.5 2 0 0 30 40 50 E -50 -0.2 - > -15 -1.0 -0.4 15 -06 2.5 2.0 .0.8 -3.5 2.5 Acc(g) Time (sec)Time (sec)Time (sec) - Original Acc (g)E--3*jgin#i ve-ic'*ed]- Original Disp (il) 1 By:22 Checked b. /1 Date. 8/27/2003 9.22 AM ESL 32:In91:1 i Acc fa) Santa Ana Data Center (4953-03-2631) Petrolia-Cape Mendocino, NS, DBE Response Spectra 1.6 1.4 1.2 - 3 Â·Â· i f 1.0 - rr , : I-0 3 k.*\ - jE 0.8 - Al,F 4 1 - .43 0.6 - d A ' \ 0.4 7 : 0.2 -- 1 .-i 0.0 - 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum, Response Spectra 1.6 t , 1 !1< . 1 11.4 - ., - 1.2 - c 1.0 - 0 20.8- (D 8 0.6 -- .--. 0.2 - 0.0 - : : 1 3 it! 1i ;$ i l. . 0.,341 g >1 -j-..rn :1 :li 1 1 11 1 , ! . 0*3 1 1 ..1-1. : 1/3 11 1 1 + '. 1 it d : /2Â¢/ ., 1 , 1, 0.01 0.1 1 10 Period (sec) , Target Spectrum ---- Original Time History --- Matched Spectrum By:.2,9 Checked by: *AL Date: 8/27/2003 9.22 AM Date: 1(3* l03 FIGURE 15.3 Santa Ana Data Center (4953-03-2631) Petrolia-Cape Mendocino, NS, DBE DIsp. Time HistoryAcc. Time History Vel. Time History 0.8 4.0 0.6 3.0 0.4 2.0 0.2 0 -0.2 -1.0 -0.4 -2.0 -0.6 -3.0 -0.8 -4.0 20 1.5 1.0 0.5 50.0 30 40 50 20 30 40 50 0 -0.5 1.0 -1.5 -2.0 Time (sec)Time (sec)Time (sec) - . -- -;- -Modified Disp (11) |_ _ 2 -pdi*Acc (g) | -Modified Vel (fl/sec) | Acc. Time History Vel. Time History Olsp. Time History 0.8 4.0 20 3.0 1.5 0.4 20 1.0 02 0.5 g 2 0.0 A 30 40 50 0 '" 7'10 " 20 30 40 50 0 -0.4 -20 -1.0 -0.6 -3.0 .15 -0.8 4,0 -2.0 Time (sec)Time (sec) Time (sec) - drig#Â·,aJAI)] -Original Vel (fusec) i - Original Disp (n) i sr.JAA Date: 8/27/2003 9 23 AM Checked tl Date -06 t*91. 3hln91:1 Acc (al 0 0 Santa Ana Data Center (4953-03-2631) Spectra - Petrolia-Cape Mendocino (DBE) SRSS 1.4 - 1, 1.2 - /.,%\,1 -1 VI Â·6 1.0 _, , t , 2 0.8 !2 0 ,,\1 , '11 4 2 06- '4,Â· \. 8 4 0.4 ' 1 1 .1.' 10.2 - 11 IIi .1 1 ,::0.0 - 0.1 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) 1.3 (90% DBE) --- SRSS SRSS 1.4 - , 1.2 - ' * 1 i 1 I 1 7\ 1 111 1 1 1 7,1 - 1.0 1 1 1 . 1 \1 \1 111 9 1.2 0.8 -- 1 I '* 1 i1'IN\' , ' 1\1.1 1 1 1 1 >* ' ' ' ' 1 1 1 1 1 2 06- iii i! ! 1 lillil. 1 111 18 ' / --< 0.4 ' ' ' 1 ' -*.* 1 1 * 1 1 lilli I .74\1\4 11 2 lilli 1110.2 --4#. t:, 1 1 1 1 11 1, I 1 11, it '1, . 11, Id I0.0 -, 0.1 1 10 Period (sec) ,- 1.3 (90% DBE) --- SRSS sy JAR Checked by: /11/A Date: 8/27/2003 9:23 AM Date: FIGURE 15.5 Santa Ana Data Center (4953-03-2631) Petrolia-Cape Mendocino, EW, UBE Response Spectra 2.0 - 1.8 - 1.6 1.4 1.2 - 0.4 - 0.2 - 0.0 - 0 0.5 1 1.5 2 2.5 3 Acceleration (g) i 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum ' Response Spectra 2.0 - 1 ., 11' 1.8 - .1 , 1,i . ' 't, 1 1.6- ,1 1. 6, 1 3 1.4 1 e ''ti, : 1 11,1 1 - r.1 - 11 g 1.2-' lili.Â£= '1 1. 11 102 1.0 - ,1. ! 1.,It, .1 1 1 lilli 16 0.8-C. t . :' .I'll , ! \'' \0\ 1 1 11140.6- . . '..,i 2 1 1 Â·.1 11 1 ,2234 1 ' 1 11 ir' 1 '11 IQ iII 1 1 . 1 ! 11;1 110.2 -1 1 1 1 5 Â· b i i ,Â»1 1 1 111 / 11,1 0.0 n !111 111' 1 0.01 0.1 1 10 Period (sec) : Target Spectrum ---- Original Time History --- Matched Spectrum By: M Date: 8/27/2003 9:23 AM Checked by: 1*L Date:10,03 FIGURE 15.6 Santa Ana Data Center (4953-03-2631) Petrolia-Cape Mendocino, EW, UBE Disp. Time HistoryAcc. Time History Vel. Time History 6.0 4.0 2.0 --30Â·-- ---40-- --50 - - -60 -20 + 4.0 -6.0 .5 .5 .5 5 5 5 5 5 10 20 30 40 0.8 0.6 0.4 0.2 -0.2 -08 Acc (g) Time (sec)Time (sec)Time (sec) E-- 2 Modified Accjg)-1 [--Mofifkg Vel (11/sec) 1 |-M*ned Disp (ft) | Acc. Time History Vel. Time History Disp. Time History 3.5 6.0 2.5 4.0 - -- 1.5 2.0 - - 0.5 /11 2 10 20 30 30 40 50 60 -0.5 0 -Â· - 10 -20 - -- 30 - 40- - - 50 - -0 -2.015 --- -4.0-2.5 35 -60 Velocity (fUsec) Time (sec)Time (sec)Time Dec) 1==87@n/AZZTJ I Enk--9-inal yeurgsQci_] - Original Disp (ft) By.J. Date. 8/27/2003 9,24 AM 50 E ked Dy Checl Dale 3/alk 29 k 3BA91=1 Acc (g) 0.8 3 0.6 -- 2 0.4 0.2 1 0 00 0 S -0 -0.2 -- 1 -1 -2 -0.6 - -0.8 Velocity (fUsec) Santa Ana Data Center (4953-03-2631) Petrolia-Cape Mendocino, NS, UBE Response Spectra 1.6 - 1.4 1.2 0.8 - 0.6 -1 0.4 - 0.2 - 0.0 0 0.5 1 1.5 Acceleration (g) 2 2.5 3 3.5 4 Period (sec) Target Spectrum ---- Original Time History --- Matched Spectrum 1 Response Spectra 1.6 - 1.4 - 1.2 - t 1 1.0 - 0.8 - IAcceleration (g) 0.4 ---I -i /1. lili 1 L 1 \ N.L 1.,lili , 1 III: 1 '11 0.0 ' ' ' I 0.01 0.1 1 10 Period (sec) 1 Target Spectrum ---- Original Time History --- Matched Spectrum By.JAA Date: 8/27/2003 9:24 AM F . R 891. 3Â¥091 3 Santa Ana Data Center (4953-03-2631) Petrolia-Cape Mendocino, NS, UBE Acc. Time History Vel. Time History DIsp. Time History 0.8 4.0 0.6 3.0 0.4 2.0 0.2 00 2 0.0 02 04 0.6 --30 0.8 -4.0 30 25 2.0 1.5 1.0 Elli -05Â¥ 0.04-A AA-/1-A-A_Â» -0 -- 40 50 0 40 50 0 5 -0.5 ' -' 1Â°L / / - - 1.0 W--V -1.5 20 2.5 Time (sec)Time (sec)Time (sec) - - - Modified Disp (11) |1- . 2 Mditi,6-44 ail - Modified Vel (fUsec) | Acc. Time History Vel. Time History DIsp. Time History 08 4.0 25 06 20 3.0 1.5 04 20 1.0 0.2 T lo h 05 2 2 20.01 0 30 40 50 0 40 50 -1.0 -04 2.0 -1.5 -06 -30 -20 -08 -4.0 2.5 Time (sec)Time (sec)Time (sec) 1 - 07Â§91 Aifqd [-Original Vel (11/sec) - Original Disp (11) ..188 Checked 4. 11 Date: 8/27/2003 9.24 AM Date 4444 69t Elhln91=1 Santa Ana Data Center (4953-03-2631) Spectra - Petrolia-Cape Mendocino (UBE) SRSS 1.6 1.4 - , 0.8 - 0.6 - 0.4 - 0.2 - ' 0.0 - 0.1 1.6 1.4 - 1.2 0.8 - 0.6 - 0.4 - 0.2 - 0.0 -, 0.1 Acceleration (g) Acceleration (g) . --044 " 14 '1' 0- 1 Â·/ *1 1 1 | 1 . 0.6 1.1 1.6 2.1 2.6 3.1 Period (sec) - 1.3 (90% DBE) --- SRSS i SRSS I , . 11 Il l,1 , 1 ,1 11 'Iii 11 !' 1i Efirk , i :, i Ell' 31. 1 1 1 ':i 1 I Ill,\I 1 1 \6 1 1 1 , :11 It 11 1 1 1 ; i --,il , 1 10 Period (sec) - 1.3 (90% DBE) --- SRSS By: Jek Date: 8/27/2003 9:25 AM Checked by: /441 Date:r/25/6 FIGURE 15.10 1 1 1 1 1 1 1 1 APPENDIX A EXPLORATIONS AND LABORATORY TESTS 1 1 1 1 1 1 1 1 1 1 Lutzky Associates Development. LP - Geotechnical Investigalion MACTEC Project 4953-03-2631 September 18,2003 APPENDIX A EXPLORATIONS AND LABORATORY TESTS EXPLORATIONS We explored the site for the proposed project by drilling three boring to depths ranging from 60 to 75 feet below the existing grade using 5-inch-diameter rotary wash-type drilling equipment. The location of boring is shown on Figure 2.2, Boring and CPT Location Plan. The soils encountered were logged by our field technician, and undisturbed and bulk samples were obtained for laboratory inspection and testing. The log of the current boring is presented in Figures A-1.1 through 1.3; the depths at which undisturbed samples were obtained are indicated to the left of the boring logs. The number o f blows required to drive the Crandall sampler 12 inches using a 140 pound hammer falling 30 inches is indicated on the logs of the current borings. The soils are classified in the accordance with Unified Soil Classification System as described on Figure A-2. CONE PENETRATION TEST To obtain data for evaluating the liquefaction potential of the soils underlying the site and to aid in developing foundation recommendations, we retained Kehoe Testing and Engineering to perform three cone penetration tests at the site at the locations shown on Figure 2.2. The results of the CPTs are presented in Appendix B. LABORATORY TESTS Laboratory tests were performed on selected samples obtained from the borings to aid in the classification of the soils and to determine their engineering properties. The field moisture content and dry density of the soils encountered were determined by performing tests on the undisturbed samples. The results of the tests are shown to the left of the boring logs. A-1 Lutzky Associates Development, LP - Geotechnical Investigation MACTEC Project 4953-03-2631 September 18,2003 Direct shear tests were performed on selected undisturbed natural samples to determine the strength of the soils. The tests were performed at increased moisture content and at various surcharge pressures. The yield-point values determined from the direct shear tests are presented on Figure A-3, Direct Shear Test Data. Confined consolidation tests were performed on undisturbed samples to determine the compressibility of the soils. Water was added to the samples during the tests to illustrate the effect of moisture on the compressibility. The results of the tests are presented on Figure A-4, Consolidation Test Data. To determine the percentage of fines (percent passing through a No. 200 sieve), tests were performed in selected samples. The results of these tests are presented on the boring logs. The Expansion Index of the soils was determined by testing one sample of the upper soil in accordance with the Uniform Building Code Standard 29-2 method. The results of the test are presented on Figure A-5, Expansion Index Test Data. Hydroconsolidation tests were performed on one undisturbed sample of the upper soils to determine the hydroconsolidation potential of the purous upper natural soils. The results of the tests are presented on Figures A-6, Hydroconsolidation Test Data. The results of prior corrosion testing in the vicinity of the site are attached at the end of this appendix. A-2 UJ 2 M 3 2 2 00 72 0 ZC E& A Z- D c O A UB Ov -1 m BORING 1 DATE DRILLED:July 31, 2003 EQUIPMENT USED Rotary wash HOLE DIAMETER (in.): 5 ELEVATION: 42.9 ** 4" 302'"'t' .....1 .... :;:;:5 .%.... ...... 1::::. ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ..... ..... Â§:iss' 40-- -- 5 -- 10 30 -- -- 15 25 -- 131 114 8 26.0 95 9 25.9 98 12 35 --23.9 100 11 26.8 97 11 4 -- 20 Thick Asphalt Concrete and 6" Thick Sand/Gravel Base FILL - SANDY SILTY CLAY with Gravel - stiff. moist. dark brown and gray, fine sand CL-SILTY CLAY - medium stiff. moist. medium to dark brownish gray ML soft ..... ..... -- I S..... .....4 S..... -- I 20 -- - ...... ...... ...... .....1 18.3 109 8 7,--- -- 25 r,â„¢ â€¢,,-â€žmedium stiff ...... ...... .S.S.. ...... .....4 - .t...4 15-- - stiff, reddish brown15 ...... SP-POORLY GRADED SAND with Silt - medium dense, wet, light SM brown, fine to coarse sand 10--14.6 119 29 6.4% Passing No. 200 Sieve SM SILTY SAND - medium dense, wet, light brown, fine sand 5 -- 30 -- 35 !8 40 The First American Corporation Santa Ana, California (CONTINUED ON FOLLOWING FIGURE) *MACTEC Field Tech: AR Prepared By: SB Checked By' A/1Nl LOG OF BORING Project: 4953-03-2631 Figure: A-1.la B2SOIL CRANDALL REVI 32631 GPJ LAW_CRAN.GDT 9/16/03 THIS RECORD ISA REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT 011 IER LOCATIONS LO 2 0, 3 00 00 ZC E& 0 A U BORING 1 (Continued) Z- O 03 -1 DATE DRILLED:July 31,2003 32 %EQUIPMENT USED:Rotary washOW 2 HOLE DIAMETER (in.): 5 ELEVATION: 42.9 .. 18.6 112 45 E 0-- 40 -- 45 18.7 -- 50 SP -10-- SP- 20 -- 55 -15-- 28.3 94 I 3 ML -- 60 -20-- -- 65 -25-- -- 70 -30-- -- 75 -35 -- 80 dense 39.3% Passing No. 200 Sieve POORLY GRADED SAND - medium dense. wet. light gray, occasional gravel, fine to coarse sand 2.5% Passing No. 200 Sieve POORLY GRADED SAND with Silt - medium dense, wet, brownish gray 8 1% Passing No 200 Sieve SILTY CLAY - stiff, wet, brownish gray End of Boring at 60' NOTES: Water measured at 16. l' after removal of drilling mud. Hole backfilled with cement/bentonite grout. * Number of blows required to drive Crandall sampler 12 inches using a 140 pound hammer falling 30 inches. ** Elevations are based on finish Aoor elevation of existing Building I (FFE=42.0), 1 First American Way (please see Figure 2, Boring and CPT Location Plan) The First American Corporation Santa Ana, California *MACTEC Field Tech: AR Prepared By: SB Checked By: /11#M LOG OF BORING Project: 4953-03-2631 Figure: A-1.1 b 82SOIL_CRANDALL.REVI 32631.GPJ LAW.CRAN GDT 9/16/03 TINS RECORI) IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT 11!Ii EXP[.ORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS ZC LU O 08; 0, Â¤ A Z- Dc 0 : U 3 -1 m 0 0 -1 LIU U) BORING 2 DATE DRILLED July 30.2003 EQUIPMENT USED Rotary wash HOLE DIAMETER (in ) 5 ELEVATION: 42.9 .. 49." Thick Asphalt Concrete and 5" Sand/Gravel Base FILL - SANDY SILTY CLAY - medium stiff. moist. dark gray and 14.7 116 13 black, some concrete fragments 40-- FILL - SILTY SAND with Gravel - loose. moist. light brown. fine to 15.1 1 15 12 medium sand -- 5 FILL - SILTY CLAY - medium stiff. moist. gray and brown - - >00*< x< x< 35 -- _ 27 6 7 ......SILTY CLAY - soft. moist. gray and brown 55:-55 "'L -- 10 ./...1 ...... ....SS 22.6 101 6 slightly porous ...... 30 - 25 - 20 - I 5 5 20 25 26.3 24.8 99 102 4 11 .....4 ....t. ...... ....4. ..h., ...... ...... ...... ...... ...... tra .1 11# rÂ·.â€ž ...... 'rÂ·.,4 .%...4 .:t:::, ...... ...... ...... ...... medium stiff l0 SC CLAYEY SAND - medium dense, wet. reddish brown 49.0% Passing No. 200 Sieve 15- loose SP POORLY GRADED SAND - medium dense, wet, light gray, fine to coarse sand ML SANDY SILT - very stiff, wet. light brownish gray, fine sand with cemented silt fragments 5- stiff The First American Corporation Santa Ana, California (CONTINUED ON FOLLOWING FIGURE) #MACTEC Field Tech: AR Prepared By SB Checked By: A*l LOG OF BORING Project: 4953-03-2631 Figure: A-1.2a BZSOIL CRANDALL REVI 32631.GPJ LAW CRAN.GDT 9/16/03 1-IllS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER I.OCATIONS 15.7 118 25 8 -- 30 4 150 115 26 E -- 35 19 21 40 LU < =D 59 1- 0Â£ <0 C/} U.} Z= 0> i- < Z< 8 - D u. D Lo Z 52 28 U (n82 g W 81 2. X ME 02 & E< << 0Q Â» M EG U U., 83 Lt- = 5 k ZZ O < LU i- 5 LO Lu =C 5 3 << . G -Z B< 0 2 /0 0-- -- 45 -5 -- -- 50 -10-- -- 55 -15 -- -- 60 -20-- -- 65 -25 -- -- 70 -30-- -- 75 2/ AU BORING 2 (Continued) %E %3 G z12 3 <Z + 2 7.9. Om W > 23 56 ug 2 DATE DRILLED:July 30,2003 *2 22 = ma M EQUIPMENT USED:Rotary wash HOLE DIAMETER (in.): 5 m ELEVATION: 42.9 " 14 SP-POORLY GRADED SAND - medium dense, wet. light gray. 1-ine to SM medium sand 22.7 103 36 e 25 9.8% Passing No. 200 Sieve 17.0 110 60 E dense 2,2-7,-n-EJ SILTY CLAY - stiff, wet, medium to dark brownish gray 56&555 ML 13 IY /,//// 0555555 ...... ...... ...... ...... 28 6 92 11 medium stiff ...... ...... ...... .....S .....1 .....S ...... r--3.....11 1\1'/,/// 6(:::::5 stiff ...... 34.7 88 14 ...4. ...... ...... ...... 24.6 101 16 End o f Boring at 75' NOTESÂ· -35 --Water measured at Iii' after removal of drilling mud. Hole backfilled with cement/bentonite grout. 80 The First American Corporation Santa Ana, California #MACTEC Field Tech: AR Prepared By: SB Checked By. MA LOG OF BORING Project: 4953-03-2631 Figure: A- 1.2b BZSOIL CRANDALL_REVI 3263 I.GPJ LAW CRAN.GDT 9/I 6/03 A U BORING 3 2- 0 DE J 82 5 DATE DRILLED:July 30,2003 EQUIPMENT USED:Rotary wash OW .r HOLE DIAMETER (in.): 5g CA ELEVATION: 41.9 .. 40-- 35-- 30-- 25-- 20-- 15-- 5 10 ]5 20 25 4" Thick Asphalt Concrete and 6" Thick Sand/Gravel Base Course FILL - SILTY CLAY - medium stiff, moist, gray and medium brown 13 I 2 stiff SILTY CLAY - medium stiff, moist, brown 5â€ž5,5 ML Â«19:;:.10 ............ stiff .t.... 22% 12 41:1:624.9 100 10 02555565 medium stiff, wet .....4 ...... 4 'En-*,0.,t soft ...... .....4 99U: ::s22.3 107 9 55,555 medium stiff, porous 1..... 22 very stiff 16.2 114 17 /......stiff "/,j, 59Â«55 8 1921* CL-SANDY SILTY CLAY - medium stiff, wet, medium brown, fine to MI. medium sand 18 Sp POORLY GRADED SAND - medium dense, wet, light medium 10-- -brown, fine to medium with some coarse 17 0 -- 35 . ..SM SILTY SAND - medium dense, wet, brownish gray, fine sand 5-- - 19 E - 40 25.3 97 30 (CONTINUED ON FOLLOWING FIGURE) Field Tech. AR Prepared By: SB Checked By: Af#l The First American Corporation Santa Ana, California *MACTEC LOG OF BORING Project: 4953-03-2631 Figure: A-1.3a B2SOIL CRANDALL_REVI 3263 I GPJ LAW CRAN.GDT 9/I 6/03 rilis RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT 1-1113 EXPLORATION LOCATION SUBSURFACECONDITIONS ATOTIIER 1.OCATIONS 2 g BORING 3 (Continued)2 z g M Wi R 2 M5 0 D E. ZC O U]B E 95% ME ** u* -1 DATE DRILLED:July 30,2003 Â£1 >to I -1 00 32 2 EQUIPMENT USED:Rotary wash ZP 3- &HOLE DIAMETER (in.): 5=R J G -03 3 W CO ELEVATION: 41.9 ** 0-- 41 8 ...dense 23.1% Passing No 200 Sieve / L.' --45 -5 -- 19.8 108 39 2 SP POORLY GRADED SAND - medium dense. wet. light gray- 3.4% Passing No. 200 Sieve<C -- 50 =W 5 4 -10-- _ 43 dense & - I SILTY CLAY - stiff, wet, medium brown "' -- 55 f555,SML ...... 95-,#,Il,< - 26.5 1 00 1 3 mmE C '61::,445 -- - tt- ts'*S' --in ...... 1- - 3 10 Nruitti, -- 60w 1-""C/C..â‚¬ - End of Boring at 60'h'.- -20 --NOTES: CE - Water measured at 14.7' after removal of drilling mud.DEZZ -Hole backfilled with cement/bentonite grout. n- L,4 L,6 3 t=-2 -- 65 -25 -- -- 70 -30-- -- 75 -35-- 80 The First American Corporation Santa Ana, California *MACTEC Field Tech: AR Prepared By: SB Checked By: 01/K LOG OF BORING Project: 4953-03-2631 Figure: A-1.3b B2SOIL CRANDALL_REVI 32631 GPJ LAW CRAN,GDT 9/16/03 GROUP Auger CuttingsMAJOR DIVISIONS TYPICAL NAMES Undisturbed SampleSYMBOLS CLEAN t' GW Well graded gravels, gravel - sand X Split Spoon Sample 4 Bulk Samplemixtures, little or no fines. GRAVELS ?Lt.(1'15/Soor (Little or no lines) 0 6Â°G p Poorly graded graveis or grave - sand Rock Core Crandall Sainplermixtures, little or no fines.3, hcoarse fraction is 'MILLARGER than the GRAVELS Â°LA GM Silty gravels, gravel - sand - silt mixtures.Dilatometer Pressure Meter No. 4 sieve size)WITH FINES U hCOARSE GRAINED (Appreciable Clayey gravels, gravel - sand - clay O No RecoveryPacker SOILS amount of fines)mixtures. (More than 50% of Well graded sands, gravelly sands, little ormaterial is CLEAN no fines.Water Table at time of drilling Water Table after 24 hours LARGER than No. 200 sieve size)SANDS SANDS Uvlore than 50% of (Little or no fines)Poorly graded sands or gravelly sands, little or no fines. coarse fraction is SMALLER than the No. 4 Sieve SANDS Say sands, sand - silt mixtures Size)WITH FINES A .A A lA A .A (Appreciable amount of fines)Clayey sands, sand - clay mixtures. FINE GRAINED SOILS (More than 50% of material is SMALLER than No. 200 sieve size) SILTS AND CLAYS (Liquid limit LESS than 50) SILTS AND CLAYS (Liquid limit GREATER than 50) SW SP SM 0 SC ML ''ll11, lllltt 0L MH Inorganic silts and very fine sands, rock Ilour, silty of clayey fine sands or clayey silts and with slight Blasticity. Inorganic lays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean days. Organic silts and organic silty clays of low plasticity. Inorganic silts, micaceous or diatomaccous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays Correlation of Penetration Resistance with Relative Density and Consistency SAND & GRAVEL SILT & CLAY No. of Blows Relative Density No. of Blows Consistency 0-4 Very Loose 0-1 Very Soft 5-10 Loose 2-4 Soft 11 - 30 Medium Dense 5-8 Medium Stiff 31 - 50 Dense 9-15 Stiff Over 50 Very Dense 16 - 30 Very Stiff Over 30 Hard OH Organic clays of medium to high plasticity, organic silts. -- HIGHLY ORGANIC SOILS 4 0 4 PT Feat and other highly organic soils. BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations ofgroup symbols. SILT OR CLAY SAND GRAVEL Cobbles Boulders Fine Medium Coarse Fine Coarse KEY TO SYMBOLS AND DESCRIPTIONS No.200 No.40 No. 10 No.4 Â·3/4" 3" 12" U.S. STANDARD SIEVE SIZE Reference: The Unified Soil Classification System, Corps of Engineers, U.S. Army Technical Memorandum No. 3-357, Vol. 1, March, 1953 (Revised April, 1960) :YMACTE C 23 FIGURE A-2 SHEAR STRENGTH in Pounds per Square Foot 0 1000 2000 3000 4000 5000 6000 0 c4.5 \\ 1000 \ \ 2@10%,7 1@10.5 2@14.50#*4.5 0 0\@14.5 03@15.5 2000 2(*2.5\91.51@4 5 0\ 0 1@4.5 Boring Number and Sample Depth (ft.) \\ 3000 1 /77, * < \ 2(51.5 3@5 0 \ 2@515 0 1@45.5 0 3@47 5 0 4000 \ 14.52@10.5' 3@21504 0\ 2@ 1.5 031@55.5 0\ 2@&.5 , 1 0 \ 0/111\5 \ - Values Used in Analyses for Deep Foundations 5000 2@4 -5 \ 4 6000 Values Used in Analyses for Shallow Foundations 1 KEY:o Samples tested after soaking to a moisture content near saturation L Natural soils DIRECT SHEAR TEST DATA 4Ill MACTEC FIGURE A-3 JOB 4953-03-2631 DATE August 26,2003 F.T. DR. SB O.E. NS ClIKD /'A k SURCHARGE PRESSURE in Pounds per Square Foot LOAD IN KIPS PER SQUARE FOOT 0.4 0.5 0.6 0.7 0.8 0.91.0 0 5.0 6.0 7.0 8.02.0 Boring 2 at 10'/2 SILTY CLAY 3.0 4 Boring 3 at 15 W SILTY CLAY NOTE: Water added to samples after consolidation under a load of 1.8 kips per square foot. CONSOLIDATION TEST DATA MACTEC FIGURE A-4 JOB 4953-03-2631 DATE August 26.2003 F.T. DR. SB O.E. NS Cl-IKD /01#1 CONSOLIDATION IN INCHES PER INCH BORING NUMBER AND SAMPLE DEPTH: 3 at 396' FILL -SILTY CLAY SOIL TYPE: CONFINING PRESSURE: (lbs./sq. ft.) 144 INITIAL MOISTURE CONTENT: (% dry wt.) 13.5 FINAL MOISTURE CONTENT: (% dry wt.) 26.8 DRY DENSITY: (lbs/cu.ft.) 101.2 EXPANSION INDEX:63 EXPANSION INDEX TEST DATA MACTEC FIGURE A-5 JOB 4953-03-2631 DATE August 26.2003 F.T. DR. SB O.E. NS Cl-IKD dl BORING NUMBER AND SAMPLE DEPTH: I at 4'h' SILTY CLAY SOIL TYPE: SURCHARGE PRESSURE: (lbs./sq. ft.) 1800 PERCENT HYDROCONSOLIDATION: (%) -0.2 HYDROCONSOLIDATION TEST DATA MACTEC FIGURE A-6 JOB 4953-03-2631 DATE August 26.2003 F.T. BE DR. SB O. E. NS Cl-IKI) /11/4 M. J. SCHIFF & ASSOCIATES, |NC. Consulting Corrosion Engineers - Since 1959 1291 North Indian Hill Boulevard Claremont, California 91711-3897 Phone 909-626-0967 FAX 909-621-1419 E-mail SCHIFFCORR@AOL.COM August 12,1997 GEOTECHNICAL PROFESSIONALS, INC. 5736 Corporate Avenue Cypress, California 90630 Attention:Mr. James E. Harris Re:Soil Corrosivity Study First American Title Irvine, California Your #1385.I, MJS&A #97246 INTRODUCTION Laboratory tests have been completed on three soil samples you provided from your borings for the referenced project located on the northwest corner of MacArthur Boulevard and the 55 freeway. It is our understanding that this project will consist of a six story office building with driven concrete piles. The purpose of these tests was to detennine if the soils may have deleterious effects on underground utilities, hydraulic elevator cylinders, and concrete foundations including piles. We assume that the samples provided are representative of the most corrosive soils at the site. The scope of this study is limited to a determination of soil corrosivity and general corrosion control recommendations for materials likely to be used for construction. If the architects and/or engineers desire more specific information, designs, specifications, or review of design, we will be happy to work with them as a separate phase ofthis project. TEST PROCEDURES The electrical resistivity of each sample was measured in a soil box per ASTM G57 in its as- received condition and again after saturation with distilled water. Resistivities are at about their lowest value when the soil is saturated. The pH of the saturated samples was measured. A 5:1 water:soil extract from each sample was chemically analyzed for the major anions and cations. Sulfide and oxidation-reduction (redox) potential were determined on the sample most likely to have sulfide and a negative redox potential. Test results are shown on Table 1. CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES PLANS AND SPECIFICATIONS o FAILURE ANALYSIS â€¢ EXPERT WITNESS o CORROSIVITY AND DAMAGE ASSESSMENTS GEOTECHNICAL PROFESSIONALS, INC.August 15,1997 MJS&A #97246 Page 2 SOIL CORROSIVITY A major factor in determining soil corrosivity is electrical resistivity. The electrical resistivity of a soil is a measure of its resistance to the flow of electrical current. Corrosion of buried metal is an electrochemical process in which the amount of metal loss due to corrosion is directly proportional to the flow of electrical current (DC) from the metal into the soil. Corrosion currents, following Ohm's Law, are inversely proportional to soil resistivity. Lower electrical resistivities result from higher moisture and chemical contents and indicate corrosive soil. A correlation between electrical resistivity and corrosivity toward ferrous metals is: Soil Resistivity in ohm-centimeters Corrosivity Category over 10,000 mildly corrosive 2,000 to 10,000 moderately corrosive 1,000 to 2,000 corrosive below 1,000 severely conosive Other soil characteristics that may influence corrosivity towards metals are pH, chemical content, soil types, aeration, anaerobic conditions, and site drainage. Electrical resistivities were in corrosive and severely corrosive categories with as-received moisture and at saturation. Some as-received resistivities were at or near their saturated values. Soil pH values varied from 7.3 to 7.6. This range is neutral to mildy alkaline and does not particularly increase soil corrosivity. The chemical content was very high in the sample B-1 @ 25' and less in the others. Sodium sulfate- was the predominant compound. The level of sulfate exposure in the deep soil is severe per the Uniform Building Code (UBC) or American Concrete Institute (ACI-318). This probably applies to all soil below the water table and possibly above. The 2 foot deep soil has a moderate sulfate exposure. Sulfide, which is aggressive to copper and ferrous metals, showed no reaction in a qualitative test. The positive redox potential indicates oxidizing conditions in which anaerobic, sulfide producing bacteria are inactive. This soil is classified as severely corrosive to ferrous metals, and deleterious to concrete. GEOTECHNICAL PROFESSIONALS, INC.August 12,1997 MJS&:A #97246 Page 3 CORROSION CONTROL The life of buried materials depends on thickness, strength, loads, construction details, soil moisture, etc., in addition to soil corrosivity, and is, therefore, difficult to predict. Of more practical value are corrosion control methods that will increase the life of materials that would be subject to significant corrosion. Steel Pipe Abrasive blast underground steel utilities and apply a high quality dielectric coating such as extruded polyethylene, a tape coating system, hot applied coal tar enamel, or fusion bonded epoxy. Bond underground steel pipe with rubber gasketed, mechanical, grooved end, or other nonconductive type joints for electrical continuity. Electrical continuity is necessary for corrosion monitoring and cathodic protection. Electrically insulate each buried steel pipeline from dissimilar metals, cement-mortar coated and concrete encased steel, and above ground steel pipe to prevent dissimilar metal corrosion cells and to facilitate the application ofcathodic protection. Apply cathodic protection to steel piping as per NACE International RP-0169-96. As an alternative to dielectric coating and cathodic protection, apply a 3/4 inch cement mortar coating or encase in cement-slurry or concrete 3 inches thick. Hydraulic Elevator Coat hydraulic elevator cylinders as described above. Electrically insulate each cylinder from building metals by installing dielectric material between the piston platen and car, insulating the bolts, and installing an insulated joint in the oil line. Apply cathodic protection to hydraulic cylinders as per NACE International RP-0169-96. As an alternative to electrical insulation and cathodic protection, place each cylinder in a plastic casing with a plastic watertight seal at the bottom. The elevator oil line should be placed above ground if possible but, if underground, should be protected as described above for steel utilities. Iron Pipe Encase cast and ductile iron piping in 8 mil thick low-density polyethylene or 4 mil thick high- density, cross-laminated polyethylene plastic tubes or wraps per AWWA Standard C 105 or coat with a high quality dielectric coating such as polyurethane or coal tar epoxy. As an alternative, encase iron piping with cement slurry or concrete at least 3 inches thick surrounding the pipe. Bond all nonconductive type joints in pressurized lines, such as waterlines, for electrical continuity. GEOTECHNICAL PROFESSIONALS, INC.August 15,1997 MJSE:A #97246 Page 4 Electrically insulate underground iron pipe from dissimilar metals and above ground iron pipe with insulated joints. Copper Tube No special precautions are necessary for bare copper tubing for cold water. Hot water tubing may be subject to a higher corrosion rate. The best corrosion control measure would be to place the hot copper tubing above ground. If buried, encase in plastic pipe to prevent soil contact or apply cathodic protection. Plastic and Vitrified Clay Pipe No special precautions are required for plastic and vitrified clay piping placed underground from a corrosion viewpoint. Protect any iron valves and fittings with a double polyethylene wrap per AWWA C 105 or as described below for bare steel appurtenances. Where concrete thrust blocks are to be placed against iron, use a single polyethylene wrap to prevent concrete/iron contact and to eliminate the slipperiness of a double wrap. All Pipe On all pipe, coat bare steel appurtenances such as bolts, joint harnesses, or flexible couplings with a coal tar or elastomer based mastic, coal tar epoxy, moldable sealant, wax tape, or equivalent after assembly. Where metallic pipelines penetrate concrete structures such as building floors or walls, use plastic sleeves, rubber seals, or other dielectric material to prevent pipe contact with the concrete and reinforcing steel. Concrete Protect all buried concrete from sulfate attack in soil with a severe sulfate exposure per UBC or ACI-318. Standard concrete cover over reinforcing steel may be used to protect the steel in concrete structures and pipe in contact with these soils. Piles It is assumed that prestressed concrete piles will contain about 8 sacks of type 2 prestress cement per cubic yard of concrete, a water/cement ratio not exceeding 0.45, and 2 inches of concrete cover. No further corrosion control measures are required for such piles. I f ground water is present, solid steel lifting lugs are recommended to prevent ground water from wicking into the pile interior. If wire rope lifting lugs are used, they should be carefully drilled out 1.5 inches deep and the hole filled with epoxy. Please call i f you have any questions. GEOTECHNICAL PROFESSIONALS, INC.August 12,1997 MJS&A #97246 Page 5 1 Respectfully Submitted, M.JACHIFF & ASSOCIATES, INC. /James T. Keegan Reviewed by, -AD 7 < il / All A >A AwAL Paul R. Smith, P.E. Enc:Table 1 z:docs-97\97246.doc 1 1 ' CR10â€¢IMJ j,1{femr ndpRA-Olod) /1 aj OF CAL\FO>''r 1 1 1 1 1 1 1 1 1 1 M. J. Schiff & Associates, Inc. Consulting Corrosion Engineers - Since 1959 1291 N. Indian Hill Boulevard Claremont, CA 91711-3897 Phone 909.626.0967 Table 1 - Laboratory Tests on Soil Samples First American Title - MacArthur Place, Irvine, California Your #1385.I, MJS&A #97246 August 1,1997 Sample ID B-1 B-1 B-5 @ 2'@ 25'@ 2' siltySoil Type clay cia>clay Resistivity Un its as-received ohm-cm 1,700 440 610 saturated ohm-cm 1,200 420 610 PH 7.4 7.6 7.3 Electrical Conductivity mS/cm 0.27 132 0.69 Chemical Analyses Cations calcium Ca2+ mg/kg 52 184 397 magnesium Mg2. mg/kg 10 85 49 sodium Na' + mg/kg 224 894 170 Anions carbonate (032- mg/kg ND ND ND bicarbonate HCO31- mg/kg 207 281 207 chloride Cl'-mg/kg 167 177 110 sulfate SC)42. mg/kg 242 2,184 1,186 Other Tests sulfide S,-qual na na negative Redox mv na na +215 ammonium NH41* mg/kg na na na nitrate N03 1- mg/kg na na na Electrical conductivity in millisiemens/cm and chemical analysis were made on a 1:5 soil-to-water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts = not detected not analyzed docs97\97246.xls ND na = Page 1 of I 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX B CONE PENETRATION TEST DATA 1 1 1 1 1 1 1 1 1 PRESENTATION OF ONE ENETRATION EST DATA Prolect: First American Santa Ana, CA July 29,2003 Prepared for: Mr. Somalingam Balachandran MACTEC (Formerly Law Crandall) 200 Citadel Drive, 2nd Floor Los Angeles, CA 90040-1554 Office (323) 889-5300 / Fax (323) 889-5398 Prepared by: KEHOE TESTING & ENGINEERING 15571 Industry Lane Huntington Beach, CA 92649-1534 Oflice (714) 901-7270 / Fax (714) 901-7289 TABLE OF CONTENTS 1. INTRODUCTION 2. SUMMARY OF FIELD WORK 3. FIELD EQUIPMENT & PROCEDURES 4. CONE PENETRAION TEST DATA & INTERPRETATION APPENDIX â€¢ CPT Plots â€¢ CPT Classification/Soil Behavior Charts â€¢ Interpretation Output (CPTINT) â€¢ Summary of Shear Wave Velocities â€¢ Shear Wave Traces â€¢ CPTINT Correlation Table PRESENTATION OF ONE ENETRATION EST DATA 1. INTRODUCTION This report presents the results of a Cone Penetration Test (CPT) program carried out for the First American project located in Santa Ana, California. The work was performed by Kehoe Testing & Engineering (KTE) on July 29,2003. The scope of work was performed as directed by MACTEC personnel. 2. SUMMARY OF FIELD WORK The fieldwork consisted of performing CPT soundings at two locations to determine the soil lithology. The groundwater measurements were taken in the open CPT hole approximately 10 minutes after completion of CPT. A Pore Pressure Dissipation Test (PPDT) was performed at location CPT-2 at a depth of 31.4 feet. The static water level resulting from the PPDT was approximately 15 feet. The following TABLE 2.1 summarizes the CPT soundings performed: DEPTH OF LOCATION CPT (ft)COMMENTS/NOTES: CPT-1 75 Seismic CPU 75 TABLE 2.1 - Summary of CPT Soundings 3. FIELD EQUIPMENT & PROCEDURES The CPT soundings were carried out by KTE using an integrated electronic cone system manufactured by Vertek. The CPT soundings were performed in accordance with ASTM standards (D5778). The cone penetrometers were pushed using a 30-ton CPT rig. The cone used during the program was a 15 cmA2 cone and recorded the following parameters at 2.5 cm depth intervals: â€¢ Cone Resistance (qc) â€¢Indination â€¢ Sleeve Friction (fs) â€¢Penetration Speed â€¢ Dynamic Pore Pressure (u) â€¢Pore Pressure Dissipation (at selected depths) At location CPT-1, shear wave measurements were obtained at approximately 5-foot intervals. The shear wave is generated using an air-actuated hammer, which is located inside the front jack of the CPT rig. The cone has a triaxial geophone, which recorded the shear wave signal generated by the air hammer. The above parameters were recorded and viewed in real time using a portable computer and stored on a diskette for future analysis and reference. A complete set of baseline readings was taken prior to each sounding to determine temperature shifts and any zero load offsets. Monitoring base line readings ensures that the cone electronics are operating properly. 4. CONE PENETRATION TEST DATA & INTERPRETATION The Cone Penetration Test data is presented in graphical form in the attached Appendix. Penetration depths are referenced to ground surface. The soil dassification on the CPT plots is derived from the normalized CPT Classification Chart (Robertson, 1990) and presents major soil lithologic changes. The stratigraphic interpretation is based on relationships between cone resistance (qc), sleeve friction (fs), and penetration pore pressure (u). The friction ratio (Rf), which is sleeve friction divided by cone resistance, is a calculated parameter that is used to infer soil behavior type. Generally, cohesive soils (days) have high friction ratios, low cone resistance and generate excess pore water pressures. Cohesionless soils (sands) have lower friction ratios, high cone bearing and generate little (or negative) excess pore water pressures. Output from the interpretation program CPTINT provides averaged CPT data over one-foot intervals. The CPTINT output indudes Soil Classification Zones (uses =non normalized chart), SPT N Values, Undrained Shear Strength (Su) and Cydic Stress Ratio (CSR). A summary of the equations used for the tabulated parameters is provided in the CPTINT Correlation Table in the Appendix. The interpretation of soils encountered on this project was carried out using correlations developed by Robertson et al, 1990. It should be noted that it is not always possible to dearly identify a soil type based on qc, fs and u. In these situations, experience, judgment and an assessment of the pore pressure data should be used to infer the soil behavior type. If you have any questions regarding this information, please do not hesitate to call our office at (714) 901-7270. Sincerely, KEHOE TESTING & ENGINEERING Steve Kehoe, P.E. President l 1 1 APPENDIX 1 1 1 1 1 1 1 1 1 1 1 Kehoe Testing & Engineering Office: (714) 901-7220 Fax: (714) 901-7289 Email: skehoe@msn.com Northing: Easting: Elevation: Client: MACTECH Site: First American Date: 29/Jul/2003 Test ID: CPT-1 Project: SantaAna Tip Stress COR SPT N60c Sleeve Stress Pore Pressure Ratio COR (tsf)400 0 (blows/ft)100 0 (tsn 10 -1 (ts/10 0 (96)10 1//1111II 1 1 1 111111 -11.11111, Hand Auger f Cl SIR 15 Cl SIR 3( Gr Sand Depth (ft) 1 Interbedded Sand 75 Sand Mix Sand Cl Stlt 6( f lili /1I 1111 f Maximum depth: 75.04 (R) Page 1 of 2 Test ID: CPT-1 Flo: 02@LMOBC.ECP & 0 0 0 h Kehoe Testing & Engineering Office: (714) 901-7220 Fax: (714) 901-7289 Email: skehoe@msn.com Northing: Easting: Elevation: Client: MACTECH Site: First American Date: 29/Jul/2003 Test ID: CPT-2 Proiect: SantaAna Tip Stress COR SPT N60c Sleeve Stress Pore Pressure Ratio COR (tsf)400 0 (blows/R)100 0 (tsf)10 -1 (tsf) 0100(%)1 II11111 L i Hand Auger a Silt Sand Mix a sin ---2,21/ Gr Sand asm Sand a SIR 45 >$ -C --\Sand Mix --1[20*#85!- Sand 1I1111 Sind Mix . Interbedded . 60 42. InterbÂ«Idod 8- I/1111 Maximum depth: 75.34 (ft) Page 1 of 2 Tit ID: CPT-2 Flo: Â¢2@LOXIC.ECP Depth (lt) g m k W 0 1 LE: a:CPT-1.CSV I Qt(avg)Fs(avg) Rf Rf Zone Spt N Spt Nl CSR (Qc) (TSF)(TSF)(96)(zone #) (blow/ft) (blow/ft) (ratio) 0.500 0.342 -0.002 -0.732 9E9 9E9 9E9 9E9 1.500 1.008 0.004 0.382 1 0 0 9E9 2.500 0.469 -0.002 -0.328 9E9 9E9 9E9 9E9 3.500 1.417 0.073 5.176 2 1 2 9E9 4.500 2.200 0.059 2.692 3 2 3 9E9 5.500 2.579 0.062 2.410 3 2 3 9E9 6.500 8.092 0.140 1.730 5 4 6 9E9 7.500 16.546 0.697 4.212 3 16 24 9E9 8.500 18.779 0.896 4.774 3 18 27 9E9 9.500 15.923 0.673 4.227 3 15 23 9E9 10.500 11.900 0.369 3.104 4 8 12 9E9 11.500 11.923 0.499 4.187 3 11 17 9E9 12.500 12.400 0.552 4.454 3 12 18 9E9 13.500 13.273 0.526 3.966 3 13 20 9E9 14.500 13.118 0.455 3.465 4 8 12 9E9 15.500 10.755 0.381 3.542 3 10 15 9E9 16.500 9.242 0.300 3.246 4 6 9 9E9 17.500 8.718 0.255 2.920 4 6 9 9E9 18.500 7.300 0.245 3.362 3 7 10 9E9 19.500 7.492 0.279 3.726 3 7 10 9E9 20.500 6.325 0.209 3.307 3 6 8 9E9 21.500 12.218 0.444 3.631 4 8 11 9E9 22.500 16.973 0.702 4.135 3 16 21 9E9 23.500 13.767 0.684 4.970 3 13 16 9E9 24.500 22.855 0.584 2.554 5 11 13 9E9 25.500 58.815 2.185 3.714 5 28 33 9E9 26.500 48.950 2.742 5.602 3 47 54 9E9 27.500 23.960 1.068 4.457 3 23 25 9E9 28.500 21.992 1.040 4.729 3 21 23 9E9 29.500 26.243 1.504 5.732 3 25 26 9E9 30.500 71.675 1.516 2.115 7 23 24 0.358 31.500 274.883 0.876 0.319 10 44 44 1.145 32.500 245.545 0.645 0.262 10 39 38 0.717 33.500 108.617 1.582 1.456 8 26 25 0.272 34.500 43.058 1.794 4.167 4 27 25 9E9 35.500 38.836 1.986 5.115 3 37 34 9E9 36.500 38.758 1.623 4.186 4 25 22 9E9 37.500 50.282 2.394 4.760 4 32 28 9E9 38.500 112.927 1.599 1.416 8 27 23 0.247 39.500 216.192 1.963 0.908 9 41 34 0.431 40.500 224.742 2.157 0.960 9 43 35 0.503 41.499 249.455 2.175 0.872 9 48 39 0.788 42.499 236.850 2.603 1.099 9 45 36 0.574 43.499 244.009 2.804 1.149 9 47 37 0.646 44.499 237.931 5.717 2.403 7 76 58 2.645 45.499 122.900 3.275 2.665 7 39 29 0.574 46.499 75.058 2.305 3.071 6 29 22 0.237 47.499 225.108 2.474 1.099 9 43 31 0.358 48.499 254.167 1.228 0.483 9 49 35 0.503 49.499 259.979 1.236 0.476 10 42 30 0.338 50.499 259.808 1.239 0.477 10 41 29 0.324 51.499 253.450 1.108 0.437 10 40 27 0.297 52.499 314.486 1.090 0.347 10 50 34 0.431 53.499 229.523 2.710 1.181 9 44 29 0.324 54.499 58.407 1.742 2.983 6 22 14 0.150 55.499 50.064 1.172 2.341 6 19 12 0.128 56.499 23.717 0.807 3.401 5 11 7 9E9 57.499 21.657 0.601 2.774 5 10 6 9E9 58.499 19.423 0.605 3.113 5 9 6 9E9 59.499 25.085 0.895 3.566 5 12 7 9E9 Aol-1 1 1 1 1 60.499 22.229 0.726 3.268 5 11 7 9E9 61.499 23.064 0.715 3.100 5 11 7 9E9 62.499 19.162 0.510 2.662 5 9 5 9E9 63.499 40.323 1.187 2.944 6 15 9 0.096 64.499 38.708 1.522 3.931 5 19 11 9E9 65.499 22.677 0.642 2.832 5 11 6 9E9 66.499 21.492 0.481 2.237 6 8 5 0.057 67.499 23.969 0.583 2.433 6 9 5 0.057 68.499 26.238 0.632 2.410 6 10 6 0.066 69.499 32.154 0.973 3.026 5 15 8 9E9 70.499 29.531 1.045 3.537 5 14 8 9E9 71.499 25.064 0.602 2.402 6 10 5 0.057 72.499 26.569 0.535 2.012 6 10 5 0.057 73.499 26.331 0.522 1.984 6 10 5 0.057 74.499 29.762 0.428 1.440 6 11 6 0.066 75.499 37.600 0.000 0.000 8 9E9 9E9 9E9 1 l l l 1 1 1 1 l LE: a:CPT-2.CSV I Qt(avg)Fs(avg) Rf Rf Zone Spt N Spt Nl CSR (QC) (TSF)(TSF)(90 (zone #) (blow/ft) (blow/ft) (ratio) 0.500 7.977 0.082 1.022 5 4 6 9E9 1.500 5.862 0.109 1.864 4 4 6 9E9 2.500 59.015 0.618 1.048 7 19 29 0.574 3.500 35.571 1.287 3.618 5 17 26 9E9 4.500 18.629 0.842 4.521 3 18 27 9E9 5.500 17.354 0.812 4.681 3 17 26 9E9 6.500 15.800 0.641 4.060 3 15 23 9E9 7.500 17.362 0.655 3.775 4 11 17 9E9 8.500 20.936 0.798 3.811 4 13 20 9E9 9.500 16.564 0.634 3.825 4 11 17 9E9 10.500 12.983 0.488 3.761 4 8 12 9E9 11.500 14.531 0.570 3.923 4 9 14 9E9 12.500 15.638 0.670 4.284 3 15 23 9E9 13.500 14.264 0.599 4.201 3 14 20 9E9 14.500 13.036 0.494 3.792 4 8 11 9E9 15.500 11.757 0.404 3.433 4 8 11 9E9 16.500 10.792 0.365 3.386 4 7 9 9E9 17.500 9.769 0.286 2.929 4 6 8 9E9 18.500 9.738 0.328 3.365 3 9 11 9E9 19.500 9.362 0.296 3.164 4 6 7 9E9 20.500 9.900 0.278 2.805 4 6 7 9E9 21.500 11.885 0.310 2.608 5 6 7 9E9 22.500 12.577 0.521 4.141 3 12 13 9E9 23.500 17.631 0.412 2.334 5 8 9 9E9 24.500 24.608 0.775 3.148 5 12 13 9E9 25.500 60.750 1.504 2.475 6 23 24 0.260 26.500 70.277 2.621 3.729 5 34 34 9E9 27.500 47.900 1.875 3.915 5 23 23 9E9 28.500 31.186 1.466 4.700 3 30 29 9E9 29.500 26.514 1.528 5.762 3 25 23 9E9 30.500 124.979 1.001 0.801 9 24 22 0.237 31.500 276.054 0.629 0.228 10 44 39 0.788 32.500 277.061 1.223 0.441 10 44 39 0.788 33.500 292.686 1.581 0.540 10 47 40 0.860 34.500 84.538 2.158 2.552 6 32 27 0.297 35.500 54.831 1.903 3.471 5 26 21 9E9 36.500 69.850 3.108 4.449 5 33 27 9E9 37.500 80.487 2.960 3.678 5 39 31 9E9 38.500 136.486 1.015 0.744 9 26 20 0.215 39.500 191.531 1.777 0.928 9 37 28 0.310 40.500 236.754 2.404 1.015 9 45 34 0.431 41.499 81.338 2.351 2.890 6 31 23 0.247 42.499 27.192 0.586 2.156 6 10 7 0.074 43.499 26.615 0.375 1.408 6 10 7 0.074 44.499 170.117 2.048 1.204 8 41 29 0.324 45.499 169.685 1.452 0.856 9 33 23 0.247 46.499 101.000 2.062 2.041 7 32 22 0.324 47.499 76.300 2.169 2.843 6 29 20 0.215 48.499 123.577 1.974 1.597 8 30 20 0.215 49.499 266.438 1.188 0.446 10 43 28 0.310 50.499 269.223 1.078 0.400 10 43 28 0.310 51.499 210.546 1.702 0.809 9 40 26 0.285 52.499 143.646 2.312 1.610 8 34 21 0.226 53.499 118.723 1.864 1.570 8 28 17 0.183 54.499 28.738 3.392 7.990 3 28 17 9E9 55.499 22.015 3.868 7.990 3 21 13 9E9 56.499 21.558 2.615 7.990 3 21 13 9E9 57.499 20.592 9.975 7.990 3 20 12 9E9 58.499 23.193 0.549 2.365 6 9 5 0.057 59.499 22.558 0.524 2.324 6 9 5 0.057 r,01-4 1 1 1 1 60.499 21.892 0.528 2.414 5 10 6 9E9 61.499 21.808 0.535 2.451 5 10 6 9E9 62.499 35.323 1.015 2.875 6 14 8 0.085 63.499 63.854 1.917 3.002 6 24 13 0.139 64.499 48.615 9.094 7.990 3 47 26 9E9 65.499 24.215 5.302 7.990 3 23 12 9E9 66.499 25.138 4.973 7.990 3 24 13 9E9 67.499 29.092 2.170 7.459 3 28 15 9E9 68.499 30.715 0.843 2.745 6 12 6 0.066 69.499 29.408 0.788 2.681 6 11 6 0.066 70.499 24.046 0.480 1.996 6 9 5 0.057 71.499 35.792 0.948 2.648 6 14 7 0.074 72.499 46.575 2.170 4.659 4 30 15 9E9 73.499 22.869 0.542 2.371 6 9 5 0.057 74.499 26.858 0.912 3.394 5 13 7 9E9 75.499 30.380 0.000 0.000 8 9E9 9E9 9E9 1 1 1 1 1 1 1 1 1 1 1 1 1 CPT Classification Chart (after Robertson and Campanella, 1988) KEHOE TESTING & ENGINEERING 1000 = 11 100 z , 8 10- 99' 0 1 2 3 4 5 6 7 8 Zone t / N Soil Behavior Type UCSCS 1/2 sensitive fine grained OL-OH 2/1 organic material Pt-OH 31 1 clay CH 4 1 1.5 silty clay to clay CL-CH 512 clayey silt to silty clay ML-CL 6 1 2.5 sandy silt to clayey silt MH-ML 7m3 silty sand to sandy silt SM-ML 8 4 sand to silty sand SP-SM 9 m 5 sand SP 10 1 6 gravelly sand to sand SW-SP 11 1 very stiff fine grained *CL-MH 12 m 2 sand to clayey sand *SP-SC * overconsolidated or cemented Friction Ratio, Rf (%) Cone Resistance, qt (tsf) CPT Soil Classification Legend1!1 Normalized Friction Ratio Zone QÂ¢N Description Classification Chart 1.2 Sensitive, Fine Grained 2.1 organic Soils-Peats 3.1.5 clays-clay to silty clay 2 Silt Mixtures-Clayey Silt to Silty Clay 3 Sand Mixtures-Silty Sand to Sandy Silt LL 4.5 Sands-Clean Sand to Silty Sand 7.6 Gravelly Sand to Sand 1 Very Stiff Sand to Clayey Sand* 9 L 2 Very Stiff, Fine Grained* -- 1000-1 1.,1 ?lg 9 100 r 6 5 10 0.5 1.0 5.0 1( FRICTION RATIO,t x 1 00% NORMALIZED -'-I.- Clt - OVO (*) Heavily Overconsolidated or Cemented (Ref. Robertson, 1990) 1 1 First American Santa Ana, CA Shear Wave Measurements for CPT-1 First S-Wave Interval Travel S-Wave X-over Velocity S-Wave Depth Distance Arrival Time from Surface Velocity (ft) (ft) (msec)(msec)(fUsec)(fUsec) 5.14 7.17 7.40 15.43 969.02 10.12 11.29 15.88 26.56 710.82 447.44 15.12 15.93 28.60 36.54 556.83 501.00 20.11 20.72 39.14 46.54 529.44 499.00 25.15 25.64 46.91 54.79 546.63 610.91 30.08 30.49 50.64 58.94 602.15 1187.95 35.13 35.48 57.02 65.43 622.31 778.12 39.99 40.30 60.21 69.36 669.35 1236.64 45.02 45.30 65.44 74.42 692.19 1100.11 50.05 50.30 70.82 79.66 710.24 976.70 55.09 55.32 75.94 85.29 728.42 926.40 60.03 60.24 81.60 90.73 738.21 901.54 65.12 65.31 88.71 97.16 736.24 844.99 70.11 70.29 94.76 103.02 741.75 820.18 75.09 75.26 99.20 107.84 758.63 933.52 Shear Wave Source Offset = 5 ft S-Wave Velocity from Surface = Travel Distance/S-Wave Arrival Interval S-Wave Velocity = (Depth2-Depthl)/0<over2-Xoverl) 32-Depth: 5.14 Tue 29/Jul/2003 11:41:03 2.8 - A 2- 1.2 - E 0.8 - \\A 0.4 - V 0 -0.8 - -1.2 0 0.006 0.012 0.018 0.024 0.03 0.036 0.042 0.048 0.054 0.06 Time (msec) Iltude Depth: 10.15 Tue 29/Jul/2003 11:41:03 .. .1 A -0.5 0 0.006 0.012 0.018 0.024 0.03 0.036 0.042 0.048 0.054 0.06 Time (msec) Amplitude 2-5 - 225 - 2- 1.75 - 1.25 - 1- 0.75 - 0.25 - 0 -0.25 - 1.5 -n U 1/ V 0.5 - V 18-A Depth: 15.12 Tue 29/Jul/2003 11:41:03 Â¥ A y /\ 0.064 0.072 0.08 Time (msec) Amplitude 1-65 - 1.5 - 1.35 - 1.2 - 1.05 - 0.9 - 0.75 - 0.6 - 0.45 - 0.3 - 0.15 - 0 0 0.008 0.016 0.024 0.032 0.04 0.048 0.056 18-Depth: 20.11 Tue 29/Jul/2003 11:41:03 1.65 - 1.5 - 1.35 - 1.2 - 1.05 - 0.9 - v i i VJ 0.6 - V IO.3 0.15 - 0.072 0.1 0 0 0.008 0.016 0.024 0.032 0.04 0.048 0.056 0.064 08 Time (msec) Amplitude Depth: 25.15 Tue 29/Jul/2003 11:41:03 1.35 - 1.2 - 0.9 V 0.75 - IO.6 - 0.45 0.3 - 0.15 - 006 0.08 0.09 0 0 0 0.01 0.02 0.03 0-04 0.05 0.07 .1 Time (msec) Amplitude 1.5 - 1.35 - 1.05 - 0.75 - 06- 0.45 - 0.3 - 0.15 - Depth: 30.08 Tue 29/Jul/2003 11:41:03 0 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 008 0.09 0.1 Time (msec) Amplitude 1.2 - f 0.9 V 12 -Depth: 35.13 A Tue 29/Jul/2003 11:41:03 1 1.1 - 1 -Ill.../.0 1- 1 I 0.9 - 1 0.8 - 1 0.7 - I3 = 0.6 - a. I# 0.5 - 1 0.4 - 1 0.3 .0.2 - 1 0.1 - 1 1 0 1 1 ' 1 ' 1 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 008 0.09 0.1 Time (msec) 1 12-Depth: 39.99 Tue 29/Jul/2003A11:41:03 1 1.1 - 1 1 1- 0.9- 1 0.8 - 1 0.7- 12 1 0.6 _ 0.5 - 1 0.4 - 1 0.3 0.2- 1 0.1 - 1 1 0 ' I I ' ' ' 1 0 0.01 0.02 0.03 0.04 0.05 006 0.07 0.08 0.09 0.1 X-Axis 1 1.2 -Depth: 50.05 Tue 29/Jul/2003 11:41:03 A 1.05- ./-- 1 - Ii=.1 r -1 V 0.9 - V 0.75 - 0.6 - 0.45 - 0.3 - 0.15 - 0''I 0 0.015 0.03 0.045 0.06 0.075 009 0.105 0.12 X-Axis W A.1. 12-Depth: 55.09 Tue 29/Jul/2003 11:41:03 A 46 V 0.9 - 0.75 - 0.6 - 0.45 - 0.3 - 0.15 - 0 0 0.015 0.03 0.045 006 0.075 0.09 0.105 0.12 X-Axis Y-Axis 12-Depth: 60.03 Tue 29/Jul/2003 11:41:03 1 1.1 - 1 4Â»1 1 IO.9 - 1 0.8 - 1 0.7 - I/ 1 0.6 - 0.5 - I 0.4 - 1 1 0.3 I 02 - 1 0.1 - 1 1 0 1 1 ' ' ' ' 005 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 X-Axis 1 12 -Depth: 65.12 Tue 29/Jul/2003 11:41:03 1 1.1 - 1 1 1 IO.9 - 1 0.8 - 1 0.7 - l2 0.6 - .2 05- 1 0.4 - 1 0.3 02 - 1 0.1 - 1 1 0 ' 1 1 1 1 0.05 006 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 X-Axis 1 Depth: 70.11 Tue 29/Jul/2003 11:41:03 1.1 - 1- 0.9 - 0.8- 17- ).6 - 1.5- 14 - ).3 - 1.2 - 0 1 0.05 006 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 X-Axis Y-Axis 12 - Depth: 75.09 Tue 29/Jul/2003 11:41:03 1.1 - 1 - 0.9 - 0.8 - 0.7 - 0.5 - 0.4 - 0.3 - 0.2 - 0.1 - I5 Â¢ 0.6 0 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 0.1 X-Axis ' 1 1 1 1 1 APPENDIX C CD-ROM CONSISTING THE MODIFIED ORTHOGONAL HORIZONATAL COMPONENTS OF ACCELERATION TIME HISTORIES