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Geotechnical Investigation - Vallco Town Center 3_27_2018.pdfGEOTECHNICAL INVESTIGATION VALLCO TOWN CENTER Cupertino, California Prepared For. Sand Hill Property Company Menlo Park, California Prepared By. Langan Engineering and Environmental Services, Inc. 4030 Moorpark Avenue, Suite 210 San Jose, California 95117 9?0ESS/0Hq Quo Q�NA T. No. 2702 m d EXP 06/30/19 Q \* S�0iNN� ECG�a\Q Serena Jang, G.E. � of cAssociate j�LaFF;=Ssr G006�{c� no John Gouchon, G.E. NO. 2282 1 Principal/Vice President Ex P. 06130119 4L 0 11 0 CH � F OF CALIF❑� 27 March 2018 � 770633101 4030 Moorpark Avenue, Suite 210 San Jose, CA 95117 T: 408.551.6700 F: 408.551.0344 www.langan.com New Jersey • New York • Virginia • California • Pennsylvania • Connecticut • Florida • Abu Dhabi • Athens • Doha • Dubai - Istanbul Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page i TABLE OF CONTENTS 1.0 INTRODUCTION.............................................................................................................1 2.0 SCOPE OF SERVICES....................................................................................................2 3.0 FIELD EXPLORATION AND LABORATORY TESTING..................................................3 8.1 3.1 Previous Investigation.......................................................................................3 8.1.1 Site Preparation....................................................................................19 3.2 Borings...............................................................................................................3 8.1.2 Lime Treatment (Optional)..................................................................21 3.3 Laboratory Testing............................................................................................5 3.4 Cone Penetration Test.......................................................................................5 8.2.2 Mat Foundation....................................................................................24 3.5 Soil Corrosivity Testing.....................................................................................6 Floor Slab.........................................................................................................25 4.0 SITE AND SUBSURFACE CONDITIONS.......................................................................6 8.5 4.1 Site Conditions...................................................................................................6 8.6 Seismic Design.................................................................................................29 4.2 Subsurface Conditions......................................................................................7 8.6.1 Site -Specific Response Spectra and Time Histories ..........................29 5.0 REGIONAL SEISMICITY.................................................................................................8 6.0 GEOLOGIC HAZARDS.................................................................................................11 6.1 Liquefaction and Associated Hazards............................................................11 8.7.2 Tieback Testing....................................................................................33 6.2 Seismic Densification......................................................................................11 8.7.3 Penetration Depth of Soldier Piles......................................................35 6.3 Fault Rupture...................................................................................................12 7.0 DISCUSSION AND CONCLUSIONS............................................................................12 7.1 Expansive Soil Considerations........................................................................13 7.2 Foundations.....................................................................................................14 7.3 Groundwater Considerations..........................................................................15 7.4 Shoring Considerations...................................................................................15 7.5 Underpinning...................................................................................................17 7.6 Excavation and Monitoring.............................................................................18 7.7 Corrosion Potential..........................................................................................18 8.0 RECOMMENDATIONS.................................................................................................19 8.1 Earthwork.........................................................................................................19 8.1.1 Site Preparation....................................................................................19 8.1.2 Lime Treatment (Optional)..................................................................21 8.2 Foundations.....................................................................................................22 8.2.1 Spread Footing Foundations...............................................................22 8.2.2 Mat Foundation....................................................................................24 8.3 Floor Slab.........................................................................................................25 8.4 Permanent Below -Grade Wall Design............................................................26 8.5 Concrete Pavement and Exterior Slabs..........................................................29 8.6 Seismic Design.................................................................................................29 8.6.1 Site -Specific Response Spectra and Time Histories ..........................29 8.6.2 Code Based Mapped Values................................................................31 8.7 Shoring Design.................................................................................................31 8.7.1 Tieback Design Criteria and Installation Procedure ...........................32 8.7.2 Tieback Testing....................................................................................33 8.7.3 Penetration Depth of Soldier Piles......................................................35 LA/VGAN Geotechnical Investigation Vallco Town Center Cupertino, California TABLE OF CONTENTS (Continued) 27 March 2018 770633101 Page ii 8.7.4 Soil Nail Design Criteria.......................................................................35 8.8 Green Roof.......................................................................................................37 8.9 Asphalt and Resin Pavements........................................................................38 8.10 Utilities.............................................................................................................39 8.11 Site Drainage....................................................................................................40 8.12 Bioretention Systems......................................................................................40 8.13 Construction Monitoring.................................................................................41 9.0 ADDITIONAL GEOTECHNICAL SERVICES..................................................................42 10.0 LIMITATIONS...............................................................................................................42 770633101.05 WW Report_GEO Investigation - Vallco Town Center.docx LA/VGAN Geotechnical Investigation Vallco Town Center Cupertino, California LIST OF FIGURES Figure 1 Site Location Map Figure 2 Site Plan with Existing Conditions Figure 3 Site Plan with Proposed Development Figure 4 Idealized Subsurface Profile A -A' Figure 5 Idealized Subsurface Profile B -B' Figure 6 Map and Major Faults and Earthquake Epicenters in the San Francisco Bay Area Figure 7 Modified Mercalli Intensity Scale Figure 8 Recommended Spectra Figure 9 Design Parameters for Soldier -Pile -and -Lagging Shoring System 27 March 2018 770633101 Page 1 Figure 10 Design Parameters for Soldier -Pile -and -Soil -Cement Shoring System Figure 11 Surcharge Pressure from Existing Footing on Proposed Shoring Case A through D Figure 12 Surcharge Pressure from Existing Footing on Proposed Shoring Case E though H Figure 13 Surcharge Pressure from Existing Footing on Proposed Shoring Case I and J L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 2 LIST OF APPENDICES Appendix A — Boring Logs and Laboratory Test Results from Previous Investigations Appendix B — Logs of Test Borings Appendix C — Downhole Suspension Logging Appendix D — Laboratory Data Appendix E — Cone Penetration Tests Appendix F — Soil Corrosivity Evaluation and Recommendations for Corrosion Control Appendix G — Site Specific Ground Motions LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California GEOTECHNICAL INVESTIGATION VALLCO TOWN CENTER Cupertino, California 1.0 INTRODUCTION 27 March 2018 770633101 Page 1 This report presents the results of the geotechnical investigation by Langan for the proposed Vallco Town Center project at 10000 N. Wolfe Road in Cupertino, California. The approximate location of the project is shown on Figure 1. The site is north of the intersection of N. Wolfe Road and Stevens Creek Boulevard and encompasses approximately 30 acres. It is bound by Stevens Creek Boulevard to the south, Perimeter Road and residential housing to the west, Interstate 280 to the north and commercial buildings to the east, as shown on Figure 2. N. Wolfe Road runs north -south through the site. Currently, the site is occupied by the Vallco Shopping Center. The shopping center includes a two-level shopping center building, multi-level parking structures, surface parking lots, a pedestrian bridge spanning N. Wolfe Road, a vehicle tunnel crossing below N. Wolfe Road, and several stand-alone buildings. We understand the existing shopping center will be razed. The demolition may occur in phases in order to accommodate existing tenants while the new development is constructed. Based on schematic design drawings (Rafael Vinoly Architects, 2016), the proposed buildings will be laid out in urban style street grid forming 17 blocks, as shown on Figure 3. The proposed development is separated into two areas designated West of N. Wolfe Road and East of N. Wolfe Road. The following provides a brief description of each area: • West of N. Wolfe Road: Four- to five -story residential and retail buildings over one to two levels of below grade parking. Approximate excavation depths for the below -grade parking levels will be approximately 10 to 20 feet below existing ground surface (bgs). • East of N. Wolfe Road: Six -story office buildings over three to four levels of below grade parking. Approximate excavation depths for the below -grade parking levels will be approximately 40 to 60 feet bgs. We understand the design team is considering moving the north basement wall to the south by approximately 12 feet and supporting the north perimeter wall at -grade. In addition, a 30 -acre base -isolated green roof structure is planned over the development. Slope inclinations up to 22 percent for the roof and up to 40 percent for the soil are proposed. LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California 27 March 2018 770633101 Page 2 Based on a topographic survey of the project site (Sandis, 2016), the existing ground surface elevations range from Elevation 176.4 feet' at the north side of the project to Elevation 198.4 feet at the southwestern portion of the project. 2.0 SCOPE OF SERVICES Our scope of services was outlined in our proposal dated 10 August 2016. We reviewed available subsurface information for the site and vicinity from our files and further explored subsurface conditions at the site by drilling borings and advancing cone penetrometer tests (CPTs). We conducted laboratory tests on samples recovered from the borings and used the results from our field exploration to perform engineering analyses and develop conclusions and recommendations regarding: • anticipated subsurface conditions including groundwater levels; • 2013 California Building Code (CBC) site classification, mapped values SS and S1, modification factors Fa and Fv and S„,S and SMi; • site seismicity and potential for seismic hazards including liquefaction, lateral spreading, fault rupture; • appropriate foundation type(s) including shallow foundations and alternatives for deep foundations, as necessary; • design parameters for the recommended foundation type(s), including vertical and lateral capacities and associated estimated settlements; • lateral earth pressures for temporary shoring; • lateral earth pressures for permanent basement walls; • subgrade preparation for slab -on -grade floors and exterior slabs and flatwork, including sidewalks; • site preparation, grading, and excavation, including criteria for fill quality and compaction; • corrosivity, including a corrosion evaluation report; • design criteria for roof shear keys; • construction considerations. 1 All elevations reference North American Vertical Datum of 1988 (NAVD88). L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 3 3.0 FIELD EXPLORATION AND LABORATORY TESTING We began our investigation by reviewing previous geotechnical investigations performed at or in the vicinity of the site. To further investigate subsurface conditions at the site, we drilled five test borings, and performed five CPTs. Prior to performing the field exploration, we: • obtained a soil boring/monitoring well permit from the Santa Clara Valley Water District (SCVWD); notified Underground Service Alert; • checked the boring locations for underground utilities using a private utility locator. Details of the field exploration activities and laboratory testing are described in the remainder of this section. 3.1 Previous Investigation We reviewed existing subsurface information from a report titled "Preliminary Geotechnical Investigation, The Hills at Vallco, Cupertino, California," dated 19 November 2015, by TRC. We used the information provided on the boring logs from the above referenced report to supplement the information developed from our exploration of the site. The approximate locations of the previously drilled borings by TRC are shown on Figures 2 and 3. Logs of borings and the associated laboratory test results presented in the TRC report are presented in Appendix A. 3.2 Borings Our field exploration included drilling five borings. The borings, designated as B-1 through B-5, were drilled at the site at the approximate locations shown on Figures 2 and 3. Borings B-1 and B-2 were drilled using truck mounted rotary wash drilling equipment from 6 through 8 September 2016 by Pitcher Drilling Company. The borings were drilled to depths of 101.5 and 141 feet bgs. Borings B-3 to B-5 were drilled using truck mounted hollow stem auger drilling equipment on 13 and 14 September 2016 by Exploration Geoservices. The borings were drilled to depths of 50 to 100 feet bgs. LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 4 During drilling, our field engineer logged the borings and obtained representative samples of soil encountered for visual classification and laboratory testing. Logs of the borings are presented in Appendix B on Figures B-1 through B-5. The soil encountered in the borings was classified in accordance with the Classification Chart, presented on Figure B-6. Samples were obtained using the following split -barrel sampler types. • Sprague & Henwood (S&H) sampler with a 3.0 -inch outside diameter and 2.5 -inch inside diameter, lined with steel or brass tubes with an inside diameter of 2.43 inches • Standard Penetration Test (SPT) sampler with a 2.0 -inch outside diameter and 1.5 -inch inside diameter, without liners. The sampler types were chosen on the basis of soil type and desired sample quality for laboratory testing. In general, the S&H sampler was used to obtain samples in medium stiff to very stiff cohesive soils. The SPT sampler was used to evaluate the relative density of granular soils. For the rotary wash borings (Borings B-1 and B-2), the SPT and S&H samplers were driven with a 140 -pound, above -ground, automatic safety hammer falling 30 inches. The blow counts required to drive the S&H and SPT samplers were converted to approximate SPT N -values using factors of 0.7 and 1.1, respectively, to account for sample type and hammer energy and are shown on the boring logs. For the hollow stem auger borings (Borings B-3 to B-5), the SPT and S&H samplers were driven with a 140 -pound, downhole, wireline safety hammer falling 30 inches. The blow counts required to drive the S&H and SPT samples were converted to approximate SPT N -values using factors of 0.6 and 1.0, respectively, to account for sample type and hammer energy and are shown on the boring logs. Boring B-4 was drilled with two different drilling rigs due to equipment issues. The conversion factors to account for sample type and hammer energy were similar between the both drilling rigs and hammers. The SPT and S&H samplers were driven up to 18 inches and the hammer blows required to drive the samplers every six inches of penetration were recorded and are presented on the boring logs. A "blow count" is defined as the number of hammer blows per six inches of penetration or less if the blow count approached 50 blows. The driving of sampler was discontinued if the observed (recorded) blow count was 50 for six inches or less of penetration. L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 5 The blow counts used for this conversion were: 1) the last two blow counts if the sampler was driven more than 12 inches, 2) the last one blow count if the sampler was driven more than six inches but less than 12 inches, and 3) the only blow count if the sampler was driven six inches or less. NorCal Geophysical was retained to perform in-situ downhole suspension logging to measure the shear wave velocity of the subsurface materials within boring B-1. The details of the suspension logging methodology, procedures, and the results are presented in Appendix C. Upon completion of drilling or suspension logging, the borings were backfilled with grout consisting of cement, bentonite, and water in accordance with the requirements of SCVWD. The borings were completed at the ground surface with cold patch asphalt. The soil cuttings and drilling fluid were placed in 55 -gallon drums stored temporarily at the site, tested, and have been transported off-site for proper disposal. 3.3 Laboratory Testing The soil samples recovered from the field exploration program were re-examined in the office for soil classification, and representative samples were selected for laboratory testing. The laboratory testing program was designed to evaluate engineering properties of the soil at the site. Samples were tested to measure moisture content, dry density, plasticity (Atterberg Limits), gradation, shear strength, and compressibility, where appropriate. Results of the laboratory testing are included on the boring logs and in Appendix D on Figures D-1 through D-15. 3.4 Cone Penetration Test To supplement the soil boring data, five CPTs, designated as CPT -1 through CPT -5, were performed on 29 and 30 September 2016 by Gregg Drilling and Testing (Gregg) at the approximate locations shown on Figures 2 and 3. The CPTs were advanced to depths of approximately 75 feet bgs. The CPTs were performed by hydraulically pushing a 1.4 -inch -diameter, cone -tipped probe, with a projected area of 15 square centimeters, into the ground. The cone tip measures tip resistance, and the friction sleeve behind the cone tip measures frictional resistance. Electrical strain gauges or load cells within the cone continuously measured the cone tip resistance and frictional resistance during the entire depth of each probing. Accumulated data was processed by computer to provide engineering information, such as the types and approximate strength LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 6 characteristics of the soil encountered. The CPT logs, showing tip resistance and friction ratio by depth, as well as interpreted SPT N -Values, friction angle, soil strength parameters, and interpreted soil classification, are presented in Appendix E on Figures E-1 through E-5. Soil types were estimated using the classification chart shown on Figure E-6. After completion, the CPTs were backfilled with cement -bentonite grout in accordance SCVWD requirements. The CPTs were completed at the ground surface with cold patch asphalt. 3.5 Soil Corrosivity Testing To evaluate the corrosivity of the soil near the foundation subgrade, we performed corrosivity tests on samples obtained at depths of 18'/2 feet, 26 feet and 63'/2 feet. The corrosivity of the soil samples was evaluated by CERCO Analytical using the following ASTM Test Methods: • Redox — ASTM D1498 • pH — ASTM D4972 • Resistivity (100% Saturation) — ASTM G57 • Sulfide —ASTM D4658M • Chloride — ASTM D4327 • Sulfate — ASTM D4327 The laboratory corrosion test results and a brief corrosivity evaluation by JDH Corrosion are presented in Appendix F. 4.0 SITE AND SUBSURFACE CONDITIONS The existing site and subsurface conditions observed and encountered at the site, respectively, are discussed in this section. 4.1 Site Conditions The existing shopping center includes a two-level shopping center located on the east and west sides of N. Wolfe Road, multi-level parking structures, surface parking lots, a pedestrian bridge spanning N. Wolfe Road, a vehicular tunnel crossing below N. Wolfe Road, and several stand-alone buildings. Based on a topographic survey of the project site (Sandis, 2011), the range of existing ground surface elevations is: LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California 27 March 2018 770633101 Page 7 • West of N. Wolfe Road: Ground surface elevations range from Elevation 178.1 feet at the northern portion of the parcel to 198.4 feet at the southwest corner of the parcel,- East arcel; East of N. Wolfe Road: Ground surface elevations range from Elevation 176.4 feet at the northwest corner of the parcel to Elevation 197.5 at the eastern portion of the parcel. 4.2 Subsurface Conditions Where asphalt pavement was encountered, the section consists of 1'/2 to 6 inches of asphalt concrete (AC) over 3 to 10 inches of aggregate base (AB). In general, the project site is underlain by alluvial deposits consisting of stiff to hard clays and sandy clays and medium dense to very dense sand and gravel. TRC (as Lowney Associates) encountered 11/2 and 4'/2 feet of clay fill in borings LB -6 and LB -8, respectively. The surficial clayey soil has moderate to high expansion potential'; where tested, the upper clay layers have plasticity indices of 25 and 39. Where tested, laboratory test results of the undrained shear strength of relatively undisturbed samples of the alluvium ranges from 1,220 to 4,750 pounds per square foot (psf). An undrained shear strength of 640 psf was recorded during testing of a disturbed sample collected from boring B-1 at a depth of 75'/2 feet bgs. In addition, the consolidation laboratory test results indicate the alluvium is overconsolidated3 and has compression ratios ranging from 0.1 to 0.12. Idealized subsurface profiles, Figures 4 and 5, illustrate the general subsurface conditions at the site Based on our review of published maps (California Division of Mines and Geology, 2002), historic high groundwater in the project vicinity is deeper than 50 feet bgs. Based on previous geotechnical investigation at or nearby the project site, (Langan Treadwell Rollo, 2014 and TRC, 2015), groundwater was encountered at depths of approximately 65 to 75 feet bgs. During our current investigation, the groundwater levels were measured at depths of approximately 48 and 96 bgs (corresponding to Elevations 146 to 86 feet) at Borings B-1 and B-4, respectively. However, this depth was measured during drilling and may not represent a stabilized ground water level. Groundwater levels may fluctuate due to seasonal rainfall. 2 Highly expansive soil undergoes large volume changes with changes in moisture content. 3 An overconsolidated clay has experienced a pressure greater than its current load. L A NGA N Geotechnical Investigation Vallco Town Center Cupertino, California 27 March 2018 770633101 Page 8 Pore -pressure dissipation tests' (PPDTs) were attempted at CPT -1 through CPT -5 at depths of approximately 62 feet to 75 feet bgs; groundwater was not encountered at those depths. Groundwater depth and elevation data from the current and prior investigations are summarized in Table 1. TABLE 1 Summary of Groundwater Depth and Elevation Data Consultant Location Year of Exploration Ground Surface Elevation (ft) Exploration Depth (ft) Groundwater Depth (ft) Groundwater Elevation (ft) B-1 2016 194.2 141 48 146.2 B-2 2016 197.6 101.5 - B-3 2016 196.1 50 - B-4 2016 182.4 100 96 86.4 B-5 2016 179.8 50 - Langan CPT -1 2016 195.4 75.3 - CPT -2 2016 194.2 75.3 - CPT -3 2016 194.0 75.5 - CPT -4 2016 176.4 75.3 - CPT -5 2016 189.2 75.5 - TRC (as Lowney Associates) EB -9 1 2004 1 184.2 1 84.5 1 68 1 116.2 Notes: 1. Groundwater level obscured by drilling method in Boring B-2. 2. Groundwater not encountered in Borings B-3, B-5, and CPT -1 to CPT -5. 3. TRC (as Lowney Associates or Lowney Kaldveer Associates) borings that did not encounter groundwater are not included. Downhole suspension logging was performed in Boring B-1. Shear wave velocities ranged from about 790 to 2,498 feet per second in the alluvial deposits. A plot of shear wave velocity with depth is presented in Appendix C. 5.0 REGIONAL SEISMICITY The major active faults in the area are the San Andreas, Monte Vista -Shannon, Hayward, and Calaveras faults. These and other faults of the region are shown on Figure 6. For each of the ' PPDTs are conducted at various depths to measure hydrostatic water pressures and to determine the approximate depth of the groundwater level. The variation of pore pressure with time is measured behind the tip of the cone and recorded. LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California 27 March 2018 770633101 Page 9 active faults within approximately 100 km from the site, the distance from the site and estimated mean characteristic Moment magnitude' [2007 Working Group on California Earthquake Probabilities (WGCEP) (2008) and Cao et al. (2003)] are summarized in Table 2. TABLE 2 Regional Faults and Seismicity Approx. Distance from Fault Segment fault (km) Direction from Site Mean Characteristic Moment Magnitude Monte Vista -Shannon 4.8 Southwest 6.50 N. San Andreas - Peninsula 10.6 Southwest 7.23 N. San Andreas (1906 event) 10.6 Southwest 8.05 N. San Andreas - Santa Cruz 17 South 7.12 Total Hayward 20 Northeast 7.00 Total Hayward -Rodgers Creek 20 Northeast 7.33 Total Calaveras 22 Northeast 7.03 Zayante-Vergeles 27 South 7.00 San Gregorio Connected 33 West 7.50 Monterey Bay-Tularcitos 46 South 7.30 Greenville Connected 46 East 7.00 Mount Diablo Thrust 48 Northeast 6.70 Great Valley 7 63 Northeast 6.90 Green Valley Connected 64 North 6.80 Ortigalita 65 East 7.10 N. San Andreas - North Coast 71 Northwest 7.51 Quien Sabe 73 Southeast 6.60 SAF - creeping segment (jl0.sa-creep, modified) 75 Southeast 6.70 Rinconada 76 Southeast 7.50 Great Valley 8 77 East 6.80 Great Valley 5, Pittsburg Kirby Hills 78 North 6.70 Rodgers Creek 92 Northwest 7.07 Great Valley 9 94 East 6.80 West Napa 95 North 6.70 Point Reyes 100 Northwest 6.90 Figure 6 also shows the earthquake epicenters for events with magnitude greater than 5.0 from January 1800 through December 2000. Since 1800, four major earthquakes have been recorded on the San Andreas Fault. In 1836 an earthquake with an estimated maximum ' Moment magnitude is an energy -based scale and provides a physically meaningful measure of the size of a faulting event. Moment magnitude is directly related to average slip and fault rupture area. LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 10 intensity of VII on the Modified Mercalli (MM) scale (Figure 7) occurred east of Monterey Bay on the San Andreas Fault (Toppozada and Borchardt 1998). The estimated Moment magnitude, Mw, for this earthquake is about 6.25. In 1838, an earthquake occurred with an estimated intensity of about VIII -IX (MM), corresponding to a Mw of about 7.5. The San Francisco Earthquake of 1906 caused the most significant damage in the history of the Bay Area in terms of loss of lives and property damage. This earthquake created a surface rupture along the San Andreas Fault from Shelter Cove to San Juan Bautista approximately 470 kilometers in length. It had a maximum intensity of XI (MM), a Mw of about 7.9, and was felt 560 kilometers away in Oregon, Nevada, and Los Angeles. The most recent earthquake to affect the Bay Area was the Loma Prieta Earthquake of 17 October 1989, in the Santa Cruz Mountains with a Mw of 6.9, approximately 34 km from the site. In 1868 an earthquake with an estimated maximum intensity of X on the MM scale occurred on the southern segment (between San Leandro and Fremont) of the Hayward Fault. The estimated Mw for the earthquake is 7.0. In 1861, an earthquake of unknown magnitude (probably a Mw of about 6.5) was reported on the Calaveras Fault. The most recent significant earthquake on this fault was the 1984 Morgan Hill earthquake (Mw= 6.2). The 2014 Working Group for California Earthquake Probabilities (WGCEP) at the U.S. Geologic Survey (USGS) predicted a 72 percent chance of a magnitude 6.7 or greater earthquake occurring in the San Francisco Bay Area in 30 years (WGCEP 2015). More specific estimates of the probabilities for different faults in the Bay Area are presented in Table 3. TABLE 3 WGCEP (2015) Estimates of 30 -Year Probability (2014 to 2043) of a Magnitude 6.7 or Greater Earthquake Fault Probability (percent) Hayward -Rodgers Creek 32 N. San Andreas 33 Calaveras 25 LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California 6.0 GEOLOGIC HAZARDS 27 March 2018 770633101 Page 11 During a major earthquake on a segment of one of the nearby faults, strong to very strong shaking is expected to occur at the site. Strong shaking during an earthquake can result in ground failure such as that associated with soil liquefaction', lateral spreading', and seismic densification'. Each of these conditions has been evaluated based on our literature review, field investigation, and analyses, and is discussed in this section. 6.1 Liquefaction and Associated Hazards When saturated soil with little to no cohesion liquefies during a major earthquake, it experiences a temporary loss of shear strength as a result of a transient rise in excess pore water pressure generated by strong ground motion. Flow failure, lateral spreading, differential settlement, loss of bearing, ground fissures, and sand boils are evidence of excess pore pressure generation and liquefaction. The site is not within a zone designated for liquefaction, as identified by the California Geologic Survey (CGS) in a map titled, State of California Seismic Hazard Zones, Cupertino Quadrangle, prepared by the California Geologic Survey, dated September 23, 2002 (CGS 2002a). Saturated loose sand was not encountered in the borings and CPTs drilled at the site. The high groundwater level observed at the site is approximately 48 feet bgs, corresponding to Elevation 146.2 feet. Blow count data indicates the cohesionless soil below the groundwater table is dense to very dense. Therefore, we conclude the potential for liquefaction and liquefaction -induced failures including lateral spreading is nil. 6.2 Seismic Densification Seismic densification (also referred to as cyclic densification and differential compaction) can occur during strong ground shaking in loose, clean granular deposits above the water table, ' Liquefaction is a transformation of soil from a solid to a liquefied state during which saturated soil temporarily loses strength resulting from the buildup of excess pore water pressure, especially during earthquake -induced cyclic loading. Soil susceptible to liquefaction includes loose to medium dense sand and gravel, low -plasticity silt, and some low -plasticity clay deposits. ' Lateral spreading is a phenomenon in which surficial soil displaces along a shear zone that has formed within an underlying liquefied layer. Upon reaching mobilization, the surficial blocks are transported downslope or in the direction of a free face by earthquake and gravitational forces. ' Seismic densification (also referred to as Differential Compaction) is a phenomenon in which non -saturated, cohesionless soil is densified by earthquake vibrations, causing ground -surface settlement. LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 12 resulting in ground surface settlement. Up to five feet of medium dense clayey sand and silty sand was encountered in B-1 and B-2 above the groundwater table. This layer could densify in a major earthquake. Using the Tokimatsu and Seed (1984) method for evaluating seismically -induced settlement in dry sand, we estimate settlement will be less than 1h inch. The soil above the groundwater table encountered in the other borings is either very clayey or has sufficient density to resist seismic densification; therefore, we conclude the potential for seismic densification to occur is low at these locations. 6.3 Fault Rupture Historically, ground surface ruptures closely follow the trace of geologically young faults. The site is not within an Earthquake Fault Zone, as defined by the Alquist-Priolo Earthquake Fault Zoning Act and no known active or potentially active faults exist on the site. Additionally, the site is not within an area mapped has having the fault rupture potential (County of Santa Clara, 2015). Therefore, we conclude the risk of fault offset through the site from a known active fault is low. In a seismically active area, the remote possibility exists for future faulting in areas where no faults previously existed; however, we conclude that the risk of surficial ground deformation from faulting at the site is low. 7.0 DISCUSSION AND CONCLUSIONS We conclude the proposed development is feasible from a geotechnical standpoint, provided the recommendations presented in this report are incorporated into the project plans and implemented during construction. Excavations of 10 to 60 feet bgs will be required to achieve the foundation subgrades for the proposed buildings. Temporary shoring will be required to brace the excavations. The primary geotechnical issues for this project include: • presence of moderately to highly expansive clay at the ground surface • selection of an appropriate foundation system to support the building loads and accommodate estimated static and seismic settlements • support for proposed excavations and adjacent structures during construction • providing a stable subgrade and adequate working surface at the base of the excavation • reducing the potential for sliding of the soil on the roof. Our conclusions regarding these and other geotechnical issues are discussed in the remainder of this section. LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California 7.1 Expansive Soil Considerations 27 March 2018 770633101 Page 13 The existing near -surface soil has moderate to high expansion potential. Moisture fluctuations in near -surface expansive soil could cause the soil to shrink or swell resulting in movement and potential damage to improvements that overlie them. Potential causes of moisture fluctuations include drying during construction, and subsequent wetting from rain, capillary rise, landscape irrigation, and type of plant selection. The excavation for the basement levels will be below the zone of seasonal moisture change and expansive soil, if present, should not impact the foundations or basement slabs. For improvements at -grade, the volume changes from expansive soils can cause cracking of foundations, floor slabs and exterior flatwork. Therefore, foundations, slabs and concrete flatwork near existing grades should be designed and constructed to resist the effects of the expansive soil. These effects can be mitigated by moisture conditioning the expansive soil and providing select, non -expansive fill below interior and exterior slabs and supporting foundations below the zone of severe moisture change. In addition, the expansive clay may be susceptible to pumping and rutting during construction, especially if it becomes wet. If localized soft or wet areas of material are encountered it may be necessary to overexcavate the material 18 to 24 inches, place a geotextile fabric such as Mirafi 50OX or its equivalent, and backfill with granular material to stabilize the area and bridge the soft material. Alternatives to importing select fill include lime treatment of the near surface soil. The addition of lime can reduce the swell potential and increase the shear strength of the soil. Lime stabilization of the subgrade for exterior concrete flatwork may be a cost-effective means of improving on-site soils for use as non -expansive fill beneath the improvements. In addition if the surface soil becomes wet, it may be difficult to compact during the winter. Lime treatment could be used to winterize the site and to aid in compaction. The degree to which lime will react with soil depends on such variables as type of soil, minerals present, quantity of lime, and the length of time the lime -soil mixture is cured. The quantity of lime added generally ranges from 5 to 7 percent by weight and should be determined by laboratory testing. If lime is intended to reduce swelling potential and/or increase the strength of the soil, the lime treatment contractor should collect a bulk sample of the soil and perform laboratory tests to determine if the lime will react with the soil, the amount of lime required and L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 14 the resulting plasticity index. We should be provided with the results to evaluate the effectiveness of the lime. 7.2 Foundations Based on the schematic drawings (Rafael Vinoly Architects, 2016), we understand the retail and residential buildings west of N. Wolfe will have one- or two- basement levels and the office buildings east of N. Wolfe road will have a three- to four -level basement levels. The current design schematics indicate the basement finished floor will be approximately 10 to 60 feet below the ground level finish floor elevation. Using the existing grades presented on the topographic map, the bottom of excavation elevation is estimated as summarized in Table 4. TABLE 4 Summary of Buildings with Basement Elevations Notes: 1. Some excavations may be deeper due to site topography. 2. All elevations reference NAVD 88. We judge the soil at the bottom of both proposed excavations will consist of very stiff to hard clay and dense to very dense sand and gravel. Therefore, we conclude that buildings with basements can be supported on spread footings or mat foundations. Design recommendations for the building foundations are presented in Section 8.2. Laboratory test results indicate the clay below the proposed bottom of the excavations is overconsolidated, with an overconsolidation ratio of 2.1 to 2.9. Table 4 provides the stress reduction from the anticipated excavation for the various basement levels. If the average uniform pressure from the weight of the structures is less than the estimated stress reduction from the basement excavations then static settlements should be limited to recompression. Initially, as the proposed excavations are made, we expect the removal of soil will create pressure relief and the base of the excavation should rebound (rise), especially near the center LANGAN Proposed Existing Ground Approximate Depth Basement Finished Anticipated Stress Surface Elevation of Excavation' Floor Elevation Reduction Parcel (feet) (feet) (feet) (psf) West of N. Wolfe Road 176 to 198 10 to 20 156 to 188 1,200 to 2,400 East of N. Wolfe Road 176 to 198 40 to 60 116 to 158 4,800 to 7,200 Notes: 1. Some excavations may be deeper due to site topography. 2. All elevations reference NAVD 88. We judge the soil at the bottom of both proposed excavations will consist of very stiff to hard clay and dense to very dense sand and gravel. Therefore, we conclude that buildings with basements can be supported on spread footings or mat foundations. Design recommendations for the building foundations are presented in Section 8.2. Laboratory test results indicate the clay below the proposed bottom of the excavations is overconsolidated, with an overconsolidation ratio of 2.1 to 2.9. Table 4 provides the stress reduction from the anticipated excavation for the various basement levels. If the average uniform pressure from the weight of the structures is less than the estimated stress reduction from the basement excavations then static settlements should be limited to recompression. Initially, as the proposed excavations are made, we expect the removal of soil will create pressure relief and the base of the excavation should rebound (rise), especially near the center LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 15 of the excavation. We estimate rebound of about 3/4 -inch near the center of the excavation after excavation of the basement. After the new foundation is constructed and new building loads are applied, the pressure will increase and the clay layer should partially recompress. The settlement associated with this recompression in excavated areas could range between 3/4- to 1'/4 -inch. We estimate post -construction differential static settlement between building columns may be on the order of '/2 inch; this estimate does not include the rigidity of a mat foundation system, which would tend to reduce the differential. Footings supporting at -grade structures designed in accordance with these recommendations should not settle more than 1 inch; differential settlement between adjacent footings, typically 30 feet apart, should not exceed 1/2 inch. Design recommendations for building footings are presented in Section 8.2.1. 7.3 Groundwater Considerations Groundwater levels encountered in the borings range from Elevation 146 feet at B-1 to Elevation 86 feet at B-4. On the basis of our knowledge of groundwater in the area, we conclude design groundwater elevations on the project site can be linearly interpolated between Elevation 146 feet at the southwest end and Elevation 86 feet at the northeast end. 7.4 Shoring Considerations The excavation for the basement may be sloped back, if there is sufficient space. Alternatively, during excavation of the basement, the adjacent property and streets may be supported by temporary shoring. There are several key considerations in selecting a suitable shoring system. Those we consider to be primary concerns are: • protection of surrounding improvements, including roadways, utilities, and adjacent structures • penetration of shoring supports into the predominantly sand and gravel soils below the bottom of the excavation • proper construction of the shoring system to reduce the potential for ground movement • cost. Based on our experience on projects with similar excavation depths, soldier pile and timber lagging or overlapping soil -cement -mixed columns, in lieu of timber lagging, or a soil nail wall may be the most economical shoring system for the excavations for this project. Excavations L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 16 deeper than about 10 to 15 feet may require tiebacks or internal bracing. Soil nail walls may not be appropriate where existing structures are located adjacent to the excavation. Soldier pile and lagging: consists of soldier piles placed in predrilled holes, which are backfilled with concrete or installed with a soil -cement mixing drill rig. Wood lagging is typically placed between the soldier beams as the excavation proceeds. Drilling of the shafts for the soldier piles may require casing and/or the use of drilling mud to prevent caving of any sand layers that are present. The contractor should be made aware of the dense to very dense sands and gravels that will likely be encountered. Alternatively overlapping soil -cement -mixed columns between soldier piles may be in lieu of wood lagging. Soil -cement -mixed columns are installed by advancing hollow -stem augers and pumping cement slurry through the tips of the augers during auger penetration. The soil is mixed with the cement slurry in situ, forming continuous overlapping soil -cement columns or continuous walls. The contractor should be made aware of the dense to very dense sands and gravels that will likely be encountered. Steel beams may be placed in the soil -cement columns at locations of soldier piles. The shoring will likely require either post grouted tiebacks or internal bracing for lateral support. The adjacent property owners should be notified of the planned excavation and consulted regarding any special requirements they may have for construction. It may be difficult to obtain permission to install tiebacks on their property. We estimate a properly installed shoring system will limit lateral movements and settlements to adjacent improvements to less than 1'/2 inches. The settlement should decrease linearly with distance from the excavation, and should be relatively insignificant at a distance twice the excavation depth. The soil cement -mixed columns would be relatively rigid compared to wood lagging and could further limit lateral deflections and ground subsidence related to the shoring. Where movements could be detrimental to adjacent existing improvements the soil cement mixed columns could be used. A combination of the soldier pile and lagging and soil cement mixed column systems could be used depending on the required performance along the various excavation faces. The selection, design, construction, and performance of the shoring and underpinning system (see section 7.5) should be the responsibility of the contractor. A civil engineer knowledgeable L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 17 in this type of construction should be retained to design the shoring. We should review the final shoring plans to check that they are consistent with the recommendations presented in this report. Soil nail wall: consists of reinforcing bars, which are grouted in predrilled holes through the face of the excavation, and shotcrete facing. Our recommendations for this shoring system are presented in Section 8.7.4. 7.5 Underpinning Because the project might be constructed in phases, several of the existing buildings could remain. Where the proposed excavation extends deeper than the foundations of adjacent existing buildings or where adjacent foundations are above an imaginary 1:1 (horizontal to vertical) line extending up from the base of the excavation, underpinning should be provided to support the adjacent building loads or the shoring should be designed to support the surcharge loads from the foundations. Underpinning could consist of steel piles installed in slant -drilled shafts (slant piles) or intermittent hand -excavated piers that extend at least two feet below the planned bottom of excavation. The underpinning piles/piers should be designed to resist vertical building loads, vertical tieback loads (if tiebacks are used), and lateral earth pressures. Hand excavated underpinning piers are usually about 30 by 48 inches in plan and are reinforced with steel and filled with concrete; slant piles are generally 30 to 48 inches in diameter. The piers/piles should be pre -loaded by jacking against the foundation, and the top of the pier/pile dry -packed to fit tightly with the base of the underpinned foundation. Underpinning piers should act in end bearing in the bearing strata below the depth of the proposed excavation, while slant piles gain their capacity in friction along the sides of the shaft. The excavation face between the underpinning piles/piers should be retained using lagging, provided the existing footing can span between piers. Alternatively, the piers (soil cement columns) could be continuous, and could be used in lieu of wood lagging. During excavation, the shoring system is expected to yield and deform, which could cause surrounding improvements to settle and move. The magnitude of shoring movements and resulting settlements are difficult to estimate because they depend on many factors, including the method and the shoring contractor's skill in the installation. If cohesionless layers are encountered, some caving may occur while lagging boards are installed. To reduce LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 18 movements and caving, it may be necessary to limit the unsupported height of the excavation to the height of the lagging boards. 7.6 Excavation and Monitoring The soil to be excavated from the site consists of materials that can be excavated with conventional earthmoving equipment such as loaders and backhoes, except where foundations and slabs of existing buildings are encountered. Removal of these may require the use of jackhammers or hoe -rams. Excavations resulting from the removal of foundations, slabs and underground utilities that extend below the bottom of the proposed foundation/floor level should be cleaned of any loose soil/debris and backfilled with lean concrete or properly compacted fill. The surficial soil is clayey and moderately to highly plastic. If earthwork is performed in wet weather conditions, it may be difficult to compact the soil; it may need to be aerated during dry weather. Light grading equipment may be needed to avoid damaging the subgrade. During excavation, the shoring system is expected to yield and deform, which would cause surrounding improvements to settle. The magnitude of shoring movements and resulting settlements are difficult to estimate because they depend on many factors, including the method of installation and the contractor's skill in installing the shoring. Typical maximum movement for a properly designed and constructed shoring system for the planned excavation depths should be within about 11/2 inches. A monitoring program should be established to evaluate the effects of the construction on surrounding improvements. The Contractor should install surveying points to monitor the movement of shoring and settlement of adjacent structures and the ground surface during excavation. The monitoring should provide timely data which can be used to modify the shoring system if needed. Existing basement walls and footings that interfere with the shoring system would need to be removed prior to installing the shoring. 7.7 Corrosion Potential Because corrosive soil can adversely affect underground utilities and foundation elements, laboratory testing was performed to evaluate the corrosivity of the near surface soil. CERCO Analytical performed tests on soil samples to evaluate corrosion potential to buried metals and concrete. The results of the tests are presented in Table 5 and Appendix F. L A NGA N Geotechnical Investigation Vallco Town Center Cupertino, California TABLE 5 Summary of Corrosivity Test Results 27 March 2018 770633101 Page 19 Test Boring Sample Depth (feet) pH Sulfates (mg/kg) Resistivity (ohms -cm) Redox (mv) Chlorides (mg/kg) B-3 18.5 7.56 210 1,200 350 32 B-4 63.5 7.77 N. D. 3,900 350 N. D. B-5 26 7.95 21 1,700 350 21 N.D. = None Detected Based upon resistivity measurements, the soil samples tested are classified as "moderately corrosive" to "corrosive" to buried iron, steel, cast iron, ductile iron, galvanized steel and dielectric coated steel or iron. The chemical analysis indicates reinforced concrete and cement mortar coated steel, will be affected by the corrosivity of the soil. To protect reinforcing steel from corrosion, adequate coverage should be provided as required by the building code. Corrosivity test results are presented in Appendix F. 8.0 RECOMMENDATIONS Recommendations for site preparation foundation design, temporary shoring and other geotechnical aspects of this project are presented in the following sections. 8.1 Earthwork The following subsections present recommendations for site preparation and lime treatment. 8.1.1 Site Preparation Demolition in areas to be developed should include removal of existing pavement and underground obstructions, including foundations of existing structures. Any vegetation and organic topsoil should be stripped in areas to receive new site improvements. Stripped organic soil can be stockpiled for later use in landscaped areas, if approved by the owner and architect; organic topsoil should not be used as compacted fill. Demolished asphalt and concrete at the site may be crushed to provide recycled construction materials, including sand, free -draining crushed rock, and Class 2 aggregate base (AB) provided it is acceptable from an environmental standpoint. LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 20 Existing underground utilities beneath areas to receive new improvements should be removed or abandoned in-place by filling them with grout. The procedure for in-place abandonment of utilities should be evaluated on a case-by-case basis, and will depend on location of utilities relative to new improvements. However, in general, existing utilities within four feet of final grades should be removed, and the resulting excavation should be properly backfilled. We recommend at least 18 inches of select material be placed beneath slab -on -grades for proposed at -grade structures that will be at or near existing grades and 12 inches beneath exterior concrete flatwork. Materials for the capillary break (sand and gravel) do not count as part of the select fill. The select fill should extend at least five feet beyond structure footprints and two feet beyond exterior concrete flatwork. Criteria for select fill are presented later in this section. Prior to placing fill, the subgrade exposed after stripping and site clearing, as well as other portions of the site that will receive new fill or site improvements, should be scarified to a depth of at least eight inches, moisture -conditioned to at least three percent above the optimum moisture content, and compacted to at least 88 percent relative compaction', where the exposed material consists of moderately to highly expansive soil. Expansive surface soil that has a moisture content of less than 20 percent (the approximate plastic limit of the soil) should be excavated, moisture -conditioned to at least three percent above optimum moisture content, and recompacted to between 88 and 93 percent relative compaction to reduce its expansion potential. Where lean clay or sandy soil are encountered during grading, the scarified surface should be moisture -conditioned to above the optimum moisture content and compacted to at least 90 percent relative compaction. An exception to this general procedure is within any proposed at grade vehicle pavement areas supported on soil, where the upper six inches of the pavement subgrade should be compacted to at least 95 percent relative compaction regardless of expansion potential. Heavy construction equipment should not be allowed directly on the final basement subgrade. The clay or sand exposed at the foundation/basement level may be susceptible to disturbance under construction equipment loads. It may be necessary to place a minimum 12 -inch working pad consisting of crushed rock on top of the subgrade to minimize disturbance; the need for a working pad should be evaluate during construction as the bottom of the excavation is reached. Any select fill placed during grading should meet the following criteria: ' Relative compaction refers to the in-place dry density of soil expressed as a percentage of the maximum dry density of the same material, as determined by the ASTM D1557-12 laboratory compaction procedure. L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 21 • be free of organic matter • contain no rocks or lumps larger than three inches in greatest dimension • have a low expansion potential (defined by a liquid limit of less than 40 and plasticity index lower than 12) • have a low corrosion potential10 • be approved by the geotechnical engineer. All fill placed beneath the basement and other improvements should meet the criteria for select fill. All select fill should be moisture -conditioned to near optimum moisture content, placed in horizontal lifts not exceeding eight inches in loose thickness, and be compacted to at least 90 percent relative compaction, except for fill that is placed within the proposed pavement areas. In these situations, the upper six inches of the final soil subgrade and aggregate baserock should be compacted to at least 95 percent relative compaction. Where used, sand containing less than 10 percent fines (particles passing the No. 200 sieve) should also be compacted to at least 95 percent relative compaction. Samples of on-site and proposed import fill materials should be submitted to Langan for approval at least three business days prior to use at the site. 8.1.2 Lime Treatment (Optional) Alternatively, the upper 18 -inches of the existing surface soil may be lime treated to reduce the expansion potential and help winterize the site. We recommend that at least 5 percent lime by weight of the soil be used to treat the upper 18 -inches of native soil for at -grade structures. A specialty contractor should be engaged to evaluate the type and amount of lime needed to reduce the plasticity index of the soil to meet the select fill criteria and provide laboratory test results to confirm the plasticity index of the soil after treatment. Lime treatment of fine-grained soils generally includes site preparation, application of lime, mixing, compaction, and curing of the lime treated soil. Field quality control measures should include checking the depth of lime treatment, degree of pulverization, lime spread rate measurement, lime content measurement, and moisture content and density measurements, and mixing efficiency. Quality control will also include laboratory tests for unconfined compressive strength tests on representative samples. 10 Low corrosion potential is defined as a minimum resistivity of 2,000 ohms -cm and maximum sulfate and chloride concentrations of 250 parts per million. L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 22 The lime treatment process should be designed by a contractor specializing in its use and who is experienced in the application of lime in similar soil conditions. Based on our experience with lime treatment, we judge that the specialty contractor should be able to treat the moderate to highly expansive on-site material to produce a non -expansive fill for building subgrade. If the lime treatment alternative is selected, we recommend that the specialty contractor prepare a treatment specification for our review prior to construction. 8.2 Foundations The following section provides recommendations for spread footings and mat foundations. 8.2.1 Spread Footing Foundations A firm subgrade should be exposed at the bottom of the proposed footing excavations. If isolated areas of soft material are encountered in the bottom of the excavation, they should be removed to expose firm material. Resulting overexcavations should be backfilled with lean or structural concrete. For footings within the excavation for the structure, we recommend spread footings have a minimum embedment of 18 -inches below the lowest adjacent soil subgrade. With the recommended minimum embedment depth, the recommended bearing capacities are presented in Table 6. TABLE 6 Recommended Capacities for Spread Footings — Below Grade Structure Notes: 1. Assumes parcel west of N. Wolfe Road will have excavation depths of approximately 10 to 20 feet bgs and parcel east of N. Wolfe Road will have excavation depths of 40 to 60 feet bgs. 2. Bearing pressure may have a one-third increase for total loads, including wind and/or seismic loads. For footings supporting at -grade structures, we recommend a minimum embedment of 36 -inches below the lowest adjacent soil subgrade. For the recommended minimum embedment, footings bearing on firm native soil or engineered fill may be designed for an LANGAN Allowable Dead Plus Live Parcel' Load Bearing Pressure' (psf) West of N. Wolfe Road 5,000 East of N. Wolfe Road 8,000 Notes: 1. Assumes parcel west of N. Wolfe Road will have excavation depths of approximately 10 to 20 feet bgs and parcel east of N. Wolfe Road will have excavation depths of 40 to 60 feet bgs. 2. Bearing pressure may have a one-third increase for total loads, including wind and/or seismic loads. For footings supporting at -grade structures, we recommend a minimum embedment of 36 -inches below the lowest adjacent soil subgrade. For the recommended minimum embedment, footings bearing on firm native soil or engineered fill may be designed for an LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 23 allowable bearing pressure of 3,000 pounds per square foot (psf) for dead plus live loads, with a one-third increase for total loads, including wind and/or seismic loads. Footings should be at least 18 inches wide for continuous footings and 24 inches for isolated spread footings. Footings adjacent to utility trenches (or other footings) should bear below an imaginary 1.5:1 (horizontal to vertical) plane projected upward from the bottom edge of the utility trench (or adjacent footings). Lateral forces can be resisted by a combination of friction along the base of the footing, and passive resistance against the vertical faces of the foundation and, where applicable, the basement walls perpendicular to the direction of earthquake shaking. Frictional resistance should be computed using a base friction coefficient of 0.30. If waterproofing is used, the allowable friction factor will depend on the type of waterproofing used at the base of the foundation. For bentonite -based waterproofing membranes, such as Paraseal and Voltex, a friction factor of 0.15 should be used. Friction factors for other types of waterproofing membranes should be provided by the manufacturer. If passive pressure on the walls is relied upon for lateral resistance, the walls should be designed to resist the passive pressure. To calculate the passive resistance against the vertical faces of the basement walls or footings, we recommend an equivalent fluid weight of 400 pounds per cubic foot (pcf) with a maximum value of 2,000 pcf. To calculate the passive resistance against the vertical faces of footings supporting at -grade structures, we recommend an equivalent fluid weight of 250 pounds per cubic foot (pcf) with a maximum value of 1,250 pcf. The upper foot should be ignored unless confined by a slab. The values for the friction coefficient and passive pressures include a factor of safety of 1.5. If weak soil is encountered at the bottom of the footing excavation, it should be overexcavated and replaced with engineered fill or lean concrete. The bottom and sides of the footing excavations should be wetted following excavation and maintained in a moist condition until concrete is placed. If the foundation soil dries during construction, the foundation will heave when exposed to moisture, which may result in cracking and distress. We should observe the footing subgrade prior to placement of reinforcing steel. The excavation for the footings should be free of standing water, debris, and disturbed materials prior to placing concrete. LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California 8.2.2 Mat Foundation 27 March 2018 770633101 Page 24 The recommended allowable dead plus live bearing pressures and corresponding design moduli of subgrade reaction for mats are presented in Table 7. TABLE 7 Mat Foundations Areal Allowable Dead Plus Live Bearing Modulus of Subgrade Pressure Reaction (Psf) (kcf) West of N. Wolfe 5,000 60 Road East of N. Wolfe Road 8,000 100 Notes: 1. Assumes area west of N. Wolfe Road will have excavation depths of approximately 10 to 20 feet bgs and area east of N. Wolfe Road will have excavation depths of 40 to 60 feet bgs. The moduli values are representative of the anticipated settlement under the building loads. After the mat analysis is completed, we should review the computed settlement and bearing pressure profiles to check that the modulus value is appropriate. Higher bearing pressures than those presented in Table 7 may be used; however, the corresponding modulus may need to be revised. The allowable bearing pressure may be increased by one-third for total loads including wind or seismic. Resistance to lateral loads can be mobilized by a combination of passive pressure acting against the vertical faces of the mat and friction along the base of the mat. Passive resistance may be calculated using lateral pressures corresponding to an equivalent fluid weight of 400 pcf; the upper foot of soil should be ignored unless confined by a concrete slab or pavement. If waterproofing is used, the allowable friction factor will depend on the type of waterproofing used at the base of the foundation. For bentonite -based waterproofing membranes, such as Paraseal and Voltex, a friction factor of 0.15 should be used. Friction factors for other types of waterproofing membranes should be provided by the manufacturer. If waterproofing is not used, frictional resistance should be computed using a base friction coefficient of 0.3. These values include a factor of safety of about 1.5 and may be used in combination without reduction. If weak soil is encountered at the mat excavation bottom, it should be over -excavated and replaced with engineered fill or lean concrete. The bottom and sides of mat excavations should be wetted following excavation and maintained in a moist condition until concrete is placed. LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 25 If the foundation soil dries during construction, the foundation will heave when exposed to moisture, which may result in cracking and distress. We should observe mat subgrade prior to placement of reinforcing steel. The excavation for the mat should be free of standing water, debris, and disturbed materials prior to placing concrete. 8.3 Floor Slab The subgrade soil for buildings with basements should be very stiff or dense; therefore, we conclude the basement slabs can be supported on grade. Where soft or loose soil is present at the basement slab subgrade, the weak soil should be removed and replaced with engineered fill or lean concrete. Where slab -on -grade floors are to be cast, the soil subgrade should be scarified to a depth of six inches, moisture conditioned to near (or above) optimum moisture content, and rolled to provide a firm, non -yielding surface compacted to at least 90 percent relative compaction. Lime treated soil should be compacted to at least 90 percent relative compaction. If the subgrade is disturbed during excavation for footings and utilities, it should be re -rolled. Loose, disturbed materials should be excavated, removed, and replaced with engineered fill during final subgrade preparation. Moisture is likely to condense on the underside of the slabs, even though they will be above the design groundwater table. Consequently, a moisture barrier should be installed beneath the slabs if movement of water vapor through the slabs would be detrimental to its intended use. A moisture barrier is generally not required beneath parking garage slabs, except for areas beneath mechanical, electrical, and storage rooms. A typical moisture barrier consists of a capillary moisture break and a water vapor retarder. The capillary moisture break should consist of at least four inches of clean, free -draining gravel or crushed rock. The vapor retarder should meet the requirements for Class C vapor retarders stated in ASTM E1745-97. The vapor retarder should be placed in accordance with the requirements of ASTM E1643-98. These requirements include overlapping seams by six inches, taping seams, and sealing penetrations in the vapor retarder. The particle size of the gravel/crushed rock should meet the gradation requirements presented in Table 8. L A NGA N Geotechnical Investigation Vallco Town Center Cupertino, California TABLE 8 Gradation Requirements for Capillary Moisture Break Sieve Size Percentage Passing Sieve Gravel or Crushed Rock 1 inch 90-100 3/4 inch 30-100 1/2 inch 5-25 3/8 inch 0-6 27 March 2018 770633101 Page 26 Concrete mixes with high water/cement (w/c) ratios result in excess water in the concrete, which increases the cure time and results in excessive vapor transmission through the slab. Therefore, concrete for the floor slab should have a low w/c ratio - less than 0.45. Water should not be added in the field. If necessary, workability should be increased by adding plasticizers. In addition, the slab should be properly cured. Before the floor covering is placed, the contractor should check that the concrete surface and the moisture emission levels (if emission testing is required) meet the manufacturer's requirements. 8.4 Permanent Below -Grade Wall Design To construct the basement walls, the site may be open cut and/or temporarily shored. It is the responsibility of the contractor to determine the safe excavation slopes; however, we recommend cuts greater than 4 feet be no steeper than 1.5:1 (horizontal:vertical). Because the on-site soil is expansive, we recommend designing below grade walls for at -rest lateral pressures corresponding to equivalent fluid unit weights of 70 pcf and 90 pcf for drained and undrained conditions, respectively. Because the site is in a seismically active area, the design should also be checked for seismic conditions. Under seismic loading conditions, there will be an added seismic increment that should be added to active earth pressures (Sitar et al. 2012). We used the procedures outlined in Sitar et al. (2012) and the peak ground acceleration based on the DE ground motion level (see Section 8.6) to compute the seismic pressure increment. Basement walls should be designed for the equivalent fluid weights and pressures presented in Table 9A. LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California TABLE 9A Basement Wall Design Earth Pressures Backfilled with Native Soil (Drained Conditions Above Design Groundwater Level) 27 March 2018 770633101 Page 27 Notes: 1. The more critical condition of either at -rest pressure for static conditions or active pressure plus a seismic pressure increment for seismic conditions should be checked. 2. Applicable to walls that are backdrained to prevent the buildup of hydrostatic pressure. 3. pcf = pounds per cubic foot If open cuts are made for the basement walls and select fill is used as backfill, then the walls may be designed with the earth pressures presented in Table 913. TABLE 9B Basement Wall Design Earth Pressures with Select Fill Backfill (Drained Conditions Above Design Groundwater Level) Static Conditions Seismic Conditions' Total Pressure — Unrestrained Restrained Walls — Active Plus Seismic Walls — Active At -rest Pressure Increment (pcf,) (pcf) (pcf) Drained Condition' 45 70 80 Undrained Condition 80 90 100 Condition Notes: 1. The more critical condition of either at -rest pressure for static conditions or active pressure plus a seismic pressure increment for seismic conditions should be checked. 2. Applicable to walls that are backdrained to prevent the buildup of hydrostatic pressure. 3. pcf = pounds per cubic foot If open cuts are made for the basement walls and select fill is used as backfill, then the walls may be designed with the earth pressures presented in Table 913. TABLE 9B Basement Wall Design Earth Pressures with Select Fill Backfill (Drained Conditions Above Design Groundwater Level) Notes: 1. The more critical condition of either at -rest pressure for static conditions or active pressure plus a seismic pressure increment for seismic conditions should be checked. 2. Applicable to walls that are backdrained to prevent the buildup of hydrostatic pressure. 3. pcf = pounds per cubic foot Non -expansive wall backfill should consist of select fill, as described in Section 8.1. For cantilever walls retaining level backfill (i.e. landscape walls), the pressures presented on LANGAN Static Conditions Seismic Conditions' Total Pressure — Unrestrained Restrained Walls — Active Plus Seismic Walls — Active At -rest Pressure Increment (pcf,) (pcf) (pcf) Drained Condition' 35 55 70 Undrained Condition 80 90 100 Notes: 1. The more critical condition of either at -rest pressure for static conditions or active pressure plus a seismic pressure increment for seismic conditions should be checked. 2. Applicable to walls that are backdrained to prevent the buildup of hydrostatic pressure. 3. pcf = pounds per cubic foot Non -expansive wall backfill should consist of select fill, as described in Section 8.1. For cantilever walls retaining level backfill (i.e. landscape walls), the pressures presented on LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 28 Table 9A or Table 9B may be used and will depend if the wall retains native soil (expansive) or select fill. If surcharge loads occur above an imaginary 45 -degree line projected up from the bottom of a retaining wall, a surcharge pressure should be included in the wall design. If this condition exists, we should be consulted to estimate the added pressure on a case-by-case basis. Where truck traffic will pass within 10 feet of retaining walls, temporary traffic loads should be considered in the design of the walls. Traffic loads may be modeled by a uniform pressure of 100 pounds per square foot applied in the upper 10 feet of the walls. The lateral earth pressures recommended for the sections above the water table are applicable to walls that are backdrained to prevent the buildup of hydrostatic pressure. One acceptable method for backdraining the wall is to place a prefabricated drainage panel against the back of the wall. The drainage panel should extend down to a four -inch -diameter perforated PVC collector pipe at the base of the walls. The pipe should be surrounded on all sides by at least four inches of Caltrans Class 2 permeable material (see Caltrans Standard Specifications Section 68-1.025) or wrapped in filter fabric (Mirafi 140N or equivalent). We should check the manufacturer's specifications regarding the proposed prefabricated drainage panel material to verify it is appropriate for its intended use. The pipe should be connected to a suitable discharge point. As an alternative to using prefabricated drainage panel, the wall may be drained using Caltrans Class 2 permeable material (Caltrans Standard Specifications Section 68-1.025) or clean drain rock wrapped in a geotextile filter fabric (Mirafi 140N or equivalent). The gravel drain should be at least 12 inches wide and should extend up the back of the wall to about 2 feet below the ground surface; the upper 2 feet should be covered with a clay cap to reduce infiltration of surface water. A four -inch -diameter perforated PVC collector pipe should be placed within the gravel blanket near the base of the wall to drain the water to a suitable discharge. The pipe should be surrounded on all sides by at least four inches of Caltrans Class 2 permeable material or drain rock, and should be connected to a suitable discharge point. Wall backfill should be compacted to at least 90 percent relative compaction using light compaction equipment. Wall backfill with less than 10 percent fines, or deeper than five feet, should be compacted to at least 95 percent relative compaction for its entirety. If heavy equipment is used, the wall should be appropriately designed to withstand loads exerted by the equipment and/or temporarily braced. L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 29 8.5 Concrete Pavement and Exterior Slabs Differential ground movement due to expansive soil and settlement will tend to distort and crack the pavements and exterior improvements such as courtyards and sidewalks. Periodic repairs and replacement of exterior improvements should be expected during the life of the project. Mastic joints or other positive separations should be provided to permit any differential movements between exterior slabs and the buildings. To reduce the potential for cracking related to expansive soil, we recommend exterior concrete flatwork be underlain by at least 12 -inches of select fill, of which the upper four inches should consist of aggregate base compacted to at least 95 percent relative compaction. The subgrade should be compacted to at least 90 percent relative compaction and should provide a smooth, non -yielding surface for support of the concrete slabs. Where rigid pavement is required for loading and service areas, we recommend a minimum of six inches of concrete for medium traffic and a minimum of eight inches of concrete for heavy traffic. The upper six inches of subgrade should be compacted to at least 95 percent relative compaction and should provide a smooth, non -yielding surface. The concrete should be underlain by at least 6 inches of Class 2 Aggregate base. Aggregate base material should conform to the current State of California Department of Transportation (Caltrans) Standard Specifications. 8.6 Seismic Design The following subsections present the recommended site-specific response spectra and time histories (Section 8.6.1) and the code based mapped values per 2013 CBC (Section 8.6.2). 8.6.1 Site -Specific Response Spectra and Time Histories We expect this site will experience strong ground shaking during a major earthquake on any of the nearby faults. To estimate ground shaking at the site, we developed site-specific response spectra. We performed a Probabilistic Seismic Hazard Analysis (PSHA) and deterministic analysis to develop site-specific horizontal response spectra for two levels of shaking corresponding to the Risk -targeted Maximum Considered Earthquake (MCER) and the Design Earthquake (DE) per the 2016 CBC. The MCER is defined in the 2016 CBC as the lesser of the probabilistic spectrum having 2 percent probability of exceedance in 50 years or the 84th percentile deterministic event on the governing fault both in the maximum direction; the DE is defined as 2/3 of the MCER. LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 30 The probabilistic seismic hazard analysis (PSHA) was performed using the computer code EZFRISK 8.00 (Risk Engineering 2015). This approach is based on the probabilistic seismic hazard model developed by Cornell (1973) and McGuire (1976). Our analysis modeled the faults in the Bay Area as linear sources and earthquake activities were assigned to the faults based on historical and geologic data. Details of our analyses are presented in Appendix G. The recommended horizontal ground surface spectra are shown on Figure 8. Digitized values of the recommended MCER and DE spectra for the site and a damping ratio of 5 percent are presented in Table 10. TABLE 10 Digitized Values of the Recommended MCER and DE Spectra Period (seconds) MCER DE 0.01 0.817 0.545 0.10 1.607 1.071 0.20 2.027 1.351 0.30 1.964 1.309 0.40 1.774 1.182 0.50 1.620 1.080 0.60 1.450 0.966 0.75 1.254 0.836 1.00 1.005 0.670 1.50 0.708 0.472 2.00 0.542 1 0.361 3.00 0.387 0.254 4.00 0.288 0.192 Because site-specific procedure was used to determine the recommended MCER and DE response spectra, the corresponding values of SMs, SM,- SDs and SDI per Section 21.4 of ASCE 7-10 should be used as shown in Table 11. LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California TABLE 11 Design Spectral Acceleration Value Parameter Spectral Acceleration Value (g's) SMS 2.027 SM, 1.084* SDS 1.351 SD, 0.722* 27 March 2018 770633101 Page 31 * SM, and SD, are based on the site-specific response spectra and are governed by the spectral acceleration at a period of two seconds. 8.6.2 Code Based Mapped Values For seismic design in accordance with the provisions of 2016 CBC/ASCE 7-10, we recommend the following: • Risk Targeted Maximum Considered Earthquake (MCER) SS and S, of 1.604g and 0.641 g, respectively. • Site Class C • Site Coefficients FA and Fv of 1.0 and 1.3 • Maximum Considered Earthquake (MCE) spectral response acceleration parameters at short periods, SMS, and at one -second period, SM,, of 1.604g and 0.833g, respectively. • Design Earthquake (DE) spectral response acceleration parameters at short period, SDS, and at one -second period, SD,, of 1.069g and 0.555g, respectively. • PGAM is 0.611 g 8.7 Shoring Design As discussed in Section 7.4, a soldier -pile -and -wood -lagging system or soil -cement -mixed columns between soldier piles are acceptable methods to retain the excavation where open cuts are not feasible. The lateral pressures recommended for designing tied -back or braced shoring systems are presented on Figures 9 and 10 for soldier pile with wood lagging and soldier pile with soil -cement columns, respectively. The passive pressures presented on Figures 9 and 10 include a safety factor of 1.5. The additional surcharge pressures from the existing footings are presented in Figures 11 to 13 and are based on a 1,000 psf uniform load and should be scaled up or down as appropriate based on the actual footing load. A cantilever LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 32 soldier -pile -and -lagging shoring system can be designed to resist an active earth pressure of 35 pcf and may be designed using the same passive pressures presented on Figure 9. The soldier piles should extend below the excavation bottom a minimum of five feet and be sufficient to achieve lateral stability and resist the downward loading of the tiebacks. Recommendations for computing penetration depth of soldier piles to resist vertical loads are presented in Section 8.7.3. We understand that portions of the shoring will support buildings that will remain occupied during Phase 1 of the project and are being designed as semi-permanent structures. Based on the footing geometry and distances from the shoring provided by the structural engineer, we recommend that the shoring at the remaining buildings be designed for at -rest pressures and include additional surcharge pressures from the nearby footings. If traffic occurs within 10 feet of the shoring, a uniform surcharge load of 100 psf should be added to the upper 10 feet for the design. An increase in lateral design pressure for the shoring may be required where heavy construction equipment or stockpiled materials are within a distance equal to the shoring depth. Construction equipment should not be allowed within five feet from the edge of the excavation unless the shoring is specifically designed for the appropriate surcharge. The increase in pressure should be computed after the surcharge loads are known. The anticipated deflections of the shoring system should be estimated to check if they are acceptable. The shoring system should be designed by a licensed civil engineer experienced in the design of retaining systems, and installed by an experienced shoring specialty contractor. The shoring engineer should be responsible for the design of temporary shoring in accordance with applicable regulatory requirements. Control of ground movement will depend as much on the timeliness of installation of lateral restraint as on the design. We should review the shoring plans and a representative from our office should observe the installation of the shoring. 8.7.1 Tieback Desian Criteria and Installation Procedure Temporary tiebacks may be used to restrain the shoring. The vertical load from the temporary tiebacks should be accounted for in the design. Design criteria for tiebacks are presented on Figures 9 and 10. Tiebacks should derive their load -carrying capacity from the soil behind an imaginary line sloping upward from a point 0.2H feet away from the bottom of the excavation and sloping upwards at L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 33 60 degrees from the horizontal, where H is the wall height in feet. Tiebacks should have a minimum unbonded length of 15 feet. All tiebacks should have a minimum bonded length of 15 feet and spaced at least four feet on center. The bottom of the excavation should not extend more than two feet below a row of unsecured tiebacks. Tieback allowable capacity will depend upon the drilling method, hole diameter, grout pressure, and workmanship. The existing sandy soils may cave, therefore, solid flight augers should not be used for tieback installation. We recommend a smooth cased tieback installation method (such as a Klemm type rig) be used. For estimating purposes, we recommend using the skin friction values presented on Figures 9 and 10. These values include a factor of safety of about 1.5. Higher skin friction values may be used if confirmed with pre -production performance tests. The contractor should be responsible for determining the actual length of tiebacks required to resist the lateral earth pressures imposed on the temporary retaining systems. Determination of the tieback length should be based on the contractor's familiarity with his installation method. The computed bond length should be confirmed by a performance- and proof -testing program under the observation of an engineer experienced in this type of work. Replacement tiebacks should be installed for tiebacks that fail the load test. The first two production tiebacks and two percent of the remaining tiebacks should be performance -tested to at least 1.25 times the design load. All other temporary tiebacks should be proof -tested to at least 1.25 times the design load. Recommendations for tieback testing are presented in Section 7.7.2. The performance tests will be used to determine the load carrying capacity of the tiebacks and the residual movement. The performance -tested tiebacks should be checked 24 hours after initial lock off to confirm stress relaxation has not occurred. The geotechnical engineer should evaluate the results of the performance tests and determine if creep testing is required and select the tiebacks that should be creep tested. If any tiebacks fail to meet the proof -testing requirements, additional tiebacks should be added to compensate for the deficiency, as determined by the shoring designer. 8.7.2 Tieback Testing We should observe tieback testing. The first two production tiebacks and two percent of the remaining tiebacks should be performance -tested to at least 1.25 times the design load. The remaining tiebacks should be confirmed by proof tests also to at least 1.25 times the design load. LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 34 The movement of each tieback should be monitored with a free-standing, tripod -mounted dial gauge during performance and proof testing. The performance test is used to verify the capacity and the load -deformation behavior of the tiebacks. It is also used to separate and identify the causes of tieback movement, and to check that the designed unbonded length has been established. In the performance test, the load is applied to the tieback in several cycles of incremental loading and unloading. During the test, the tieback load and movement are measured. The maximum test load should be held for a minimum of 10 minutes, with readings taken at 0, 1, 3, 6, and 10 minutes. If the difference between the 1- and 10 -minute reading is less than 0.04 inch during the loading, the test is discontinued. If the difference is more than 0.04 inch, the holding period is extended by 50 minutes to 60 minutes, and the movements should be recorded at 15, 20, 25, 30, 45, and 60 minutes. A proof test is a simple test used to measure the total movement of the tieback during one cycle of incremental loading. The maximum test load should be held for a minimum of 10 minutes, with readings taken at 0, 1, 2, 3, 6, and 10 minutes. If the difference between the 1- and 10 -minute reading is less than 0.04 inch, the test is discontinued. If the difference is more than 0.04 inch, the holding period is extended by 50 minutes to 60 minutes, and the movements should be recorded at 15, 20, 25, 30, 45, and 60 minutes. We should evaluate the tieback test results and determine whether the tiebacks are acceptable. A performance- or proof -tested tieback with a ten-minute hold is acceptable if the tieback carries the maximum test load with less than 0.04 inch movement between one and 10 minutes, and total movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length. A performance- or proof -tested tieback with a 60 -minute hold is acceptable if the tieback carries the maximum test load with less than 0.08 inch movement between six and 60 minutes, and total movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length. Tiebacks that failed to meet the first criterion will be assigned a reduced capacity. If the total movement of the tiebacks at the maximum test load does not exceed 80 percent of the theoretical elastic elongation of the unbonded length, the contractor should replace the tiebacks. L A NGA N Geotechnical Investigation Vallco Town Center Cupertino, California 8.7.3 Penetration Depth of Soldier Piles 27 March 2018 770633101 Page 35 The shoring designer should evaluate the required penetration depth of the soldier piles. The soldier piles should have sufficient axial capacity to support the vertical load component of the tiebacks and the vertical load acting on the piles, if any. To compute the axial capacity of the piles, we recommend using an allowable friction of 1,000 psf on the perimeter of the piles below the excavation level. 8.7.4 Soil Nail Design Criteria As discussed in Section 7.4, temporary excavations may be retained by a soil -nail wall in areas not supporting adjacent structures. Soil nail walls are not recommended in areas supporting adjacent structures due to the lateral movement required to mobilize soil resistance. If the soil nail wall could be used as a semi-permanent wall, the designer should also consider soil corrosion potential and seismic lateral earth pressures in the design. Several computer programs, such as SNAILZ (California Department of Transportation, 1999), GoldNail (Golder Associates, 1996), and SNAP -2 (Siel, 2014) are available for designing a soil -nail wall. For input parameters, we recommend the values presented in Table 12. TABLE 12 Recommended Input Parameters for Design of A Soil -Nail Wall Notes: 1. pcf = pounds per cubic foot. 2. psf = pounds per square foot. 3. Cohesion intercept or undrained shear strength, without a safety factor. 4. Angle of internal friction, without a safety factor. 5. Design groundwater level is at Elevation 86 to 146 as discussed in Section 4.2 and summarized in Table 1. The soil -nail wall should be backdrained using prefabricated, vertical drainage panels between the nails. These panels should be at least 2 feet wide and conduct the water to either weep holes or an approved collection system at the base of the wall. To account for the loading due LANGAN Shear Strength Elevation Soil Total Ultimate Soil -Nail Parameters (feet) Density Friction c a 4 Type (Pcf') (psf2) (psf) (deg) Ground Surface to Clay 120 1,200 1,500 0 160 Below 160 Sand and 125 2,000 200 35 Gravel Notes: 1. pcf = pounds per cubic foot. 2. psf = pounds per square foot. 3. Cohesion intercept or undrained shear strength, without a safety factor. 4. Angle of internal friction, without a safety factor. 5. Design groundwater level is at Elevation 86 to 146 as discussed in Section 4.2 and summarized in Table 1. The soil -nail wall should be backdrained using prefabricated, vertical drainage panels between the nails. These panels should be at least 2 feet wide and conduct the water to either weep holes or an approved collection system at the base of the wall. To account for the loading due LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 36 to construction equipment within 10 feet from the wall, the design should include a surcharge pressure of 100 psf acting within the upper 10 feet. The soil -nail wall should be designed with adequate factors of safety as discussed below. Factor of Safety: In accordance with the FHWA reference manual on soil nail walls (Lazarte et al 2015), we recommend designing the temporary soil -nail walls using the minimum safety factors listed in Table 13, below: TABLE 13 Recommended Safety Factors for Design of Temporary Soil -Nail Walls Failure Mode Resisting Component Minimum Safety Factor for Temporary Shoring External Global Stability Final Condition 1.35 Interim Condition 1.25 Internal Stability Grout -Soil Bond Strength 2.0 Bar Tensile Strength (Grades 60 and 75) 1.8 Shotcrete Facing Punching Shear 1.5 Note: Interim condition refers to the temporary case where an excavation lift is unsupported for up to 24 hours before nails are installed. Soil Nail Testing: Test nails should be installed using the same equipment, method, and hole diameter as planned for the production nails. Verification and proof tests should be performed. Verification tests are performed prior to production nail installation to verify the pullout resistance (bond strength) value used in design. Two verification tests should be performed for each soil type assumed in design. Proof tests are performed during construction to verify that the contractor's procedure remains the same or that the nails are not installed in a soil type not tested during the verification stage testing. At least five percent of the production nails should be proof tested. Tests should be performed on production or sacrificial nails to a test load corresponding to 100 and 75 percent of the ultimate pullout resistance value used in the design for verification and proof tests, respectively. Test nails should have at least one foot of unbonded length; the bond length should be the same as the length planned for production nails. The nail bar grade LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 37 and size should be designed such that the bar stress does not exceed 80 percent of its ultimate strength during testing. In the verification and proof tests, the load should be applied to the nails in 8 and 6 increments, respectively. The maximum test load should be held for a minimum of 10 minutes; the movements of the nails should be recorded at 0, 1, 2, 3, 4, 5, 6, and 10 minutes. If the difference in movement between the 1 -and 10 -minute readings is less than 0.04 inch, the test is discontinued. If the difference is more than 0.04 inch, the holding period is extended to 60 minutes, and the movements should be recorded at 15, 20, 25, 30, 45, and 60 minutes. We should evaluate the test results and determine whether the test nail performance is acceptable. Generally, a test with a 10 -minute hold is acceptable if the nail carries the maximum test load with less than 0.04 inch movement between one and 10 minutes. A test with a 60 -minute hold is acceptable if the nail carries the maximum test load with less than 0.08 inch movement between six and 60 minutes. 8.8 Green Roof The project will include the construction of an approximately 30 acre, base isolated green roof over the majority of the proposed buildings. The green roof will include slopes up to about 22 percent and is proposed to include pedestrian trails, meadows, orchards, gardens, and a children's play area. As currently proposed, the roof will include shear keys to retain a combination of lightweight expanded polystyrene (EPS) foam blocks and soil. The shear keys should be designed to resist the potential sliding mass of the soil and EPS foam blocks. The estimated sliding forces assuming an average soil thickness of 20 inches and horizontal and vertical acceleration at the roof surface of 0.5g and 0.2g, respectively, are presented in Table 14. L A NGA N Geotechnical Investigation Vallco Town Center Cupertino, California TABLE 14 Sliding Forces on Roof Shear Keys Roof Slope Net Load to Resist (Ib/ft/ft)' 22 107 20 104 15 97 10 90 5 83 Notes: 1. Net loads do not include a factor of safety and should be applied at the mid -height of the shear key. 8.9 Asphalt and Resin Pavements 27 March 2018 770633101 Page 38 The State of California flexible pavement design method was used to develop the recommended asphalt concrete and resin pavement sections. We expect the final soil subgrade in asphalt- and resin -paved areas will generally consist of fill. On the basis of the laboratory test results on this soil, we selected an R -value of 9 for design. Subgrade soils in paved areas, whether at -grade or on the roof, should have an R -value of 9 or higher. Therefore, additional tests should be performed on the proposed subgrade soil to measure its R -value prior to use in pavement areas. Depending on the results of the tests, the pavement design may need to be revised. For pavements subjected to vehicle loads, we assumed a Traffic Index (TI) of 4 for automobile parking areas with occasional trucks, and 5 and 6 for driveways and truck -use areas; these Tls should be confirmed by the project civil engineer. Table 15 presents our recommendations for asphalt or resin pavement sections. TABLE 15 Pavement Section Design TI Asphaltic Concrete or Resin Pavement (inches) Class 2 Aggregate Base R = 78 (inches) 4 2.5 7 5 3 9 6 4 11 LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 39 For pavements not subjected to vehicle loads, we recommend a minimum of 2.5 inches of asphalt or resin pavement over 4 inches of Class 2 aggregate base. These sections should be checked against City of Cupertino minimum standards. Pavement components should conform to the current Caltrans Standard Specifications. The upper six inches of the soil subgrade in pavement areas should be moisture -conditioned to above optimum and compacted to at least 95 percent relative compaction and rolled to provide a smooth non -yielding surface. Aggregate base should be compacted to at least 95 percent relative compaction. Design of resin pavements for the roof paths should include drainage on the uphill side of the path. 8.10 Utilities The corrosivity report provided in Appendix F of this report should be reviewed and corrosion protection measures used if needed. A corrosion engineer should be retained if detailed recommendations are needed. Utility trenches should be excavated a minimum of four inches below the bottom of pipes or conduits and have clearances of at least four inches on both sides. Where necessary, trench excavations should be shored and braced, in accordance with all safety regulations, to prevent cave-ins. If sheet piling is used as shoring, and is to be removed after backfilling, it should be placed a minimum of two feet away from the pipes or conduits to prevent disturbance to them as the sheet piles are extracted. It may be difficult to drive sheet piles if cobbles, coarse grained gravel layers or buried obstructions are encountered. Backfill for utility trenches should be compacted according to the recommendations presented for the general site fill. Jetting of trench backfill should not be permitted. To provide uniform support, pipes or conduits should be bedded on a minimum of four inches of sand or fine gravel. After pipes and conduits are tested, inspected (if required), and approved, they should be covered to a depth of six inches with sand or fine gravel, which should then be mechanically tamped or compacted with a vibratory plate. Backfill should be placed in lifts of eight inches or less, moisture -conditioned, and compacted to at least 90 percent relative compaction. If sand or gravel with less than 10 percent fines (particles passing the No. 200 sieve) is used, it should be compacted to 95 percent relative compaction. Special care should be taken in controlling utility backfilling in pavement areas. Poor compaction may cause excessive settlements, resulting in damage to exterior improvements. L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 40 Where utility trenches backfilled with sand or gravel enter the building pads, an impermeable plug consisting of low -expansion potential clay or lean concrete, at least five feet in length, should be installed at the building line. Further, where sand- or gravel -backfilled trenches cross planter areas and pass below asphalt or concrete pavements, a similar plug should be placed at the edge of the pavement. The purpose of these plugs is to reduce the potential for water to become trapped in trenches beneath the building or pavements. This trapped water can cause heaving of soils beneath slabs and softening of subgrade soil beneath pavements. 8.11 Site Drainage Positive surface drainage should be provided around the buildings to direct surface water away from the existing building foundations. To reduce the potential for water ponding adjacent to the buildings, we recommend the ground surface within a horizontal distance of five feet from the buildings be designed to slope down and away from the buildings with a surface gradient of at least two percent in unpaved areas and one percent in paved areas. In addition, roof downspouts should be discharged into controlled drainage facilities to keep the water away from the foundations. 8.12 Bioretention Systems Bioretention areas are landscaping features used to treat stormwater runoff within a development site. They are commonly located in parking lot islands and landscape areas. Surface runoff is directed into shallow, landscaped depressions, which usually include mulch and a prepared soil mix. Typically, the filtered runoff is collected in a perforated underdrain beneath the bioretention system and returned to the storm drain system. For larger storms, runoff is generally diverted past the bioretention areas to the storm drain system. The soil within a bioretention system should typically have an infiltration rate sufficient to draw down any pooled water within 48 hours after a storm event. Based on the "Bioretention Manual" prepared by The Prince George's County (2007), the infiltration rate of the bioretention soil is recommended to exceed '/2 inch per hour; cohesionless soils like sand meet this criterion. Cohesive soils like clay and silts do not meet the infiltration rate requirement and are considered unsuitable in a bioretention system, particularly when they are expansive. For areas where there are unsuitable in-situ soils, the bioretention system can be created by importing a suitable soil mix and providing an underdrain. Based on our observation of the soil at the site, the in-situ clays are relatively impervious and do not meet the infiltration rate requirements. LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 41 The bioretention system will need to be constructed with suitable imported soil and include an underdrain system. Underdrains are typically at the invert of the bioretention system to intercept water that does not infiltrate into the surrounding soils. Underdrains consist of a perforated PVC pipe in a gravel blanket. The gravel should be virgin rock, double washed, uniformly graded and should be '/2 inch to 11/2 inches in diameter. It should also be wrapped in a filter fabric (Mirafi 140N or equivalent). The perforated PVC pipe cross-section area should be determined based on the desired hydraulic conductivity of the underdrain. The PVC pipe should be bedded on two to three inches of gravel and covered with gravel and a filter fabric (Mirafi 140NC or equivalent). Because of the presence of near surface expansive soil, bioretention systems should be set back a minimum of five feet from building foundations, slabs, concrete flatwork or pavements. If the five feet setback cannot be maintained and the bioretention system needs to be closer, then footings within 5 feet of bioretention systems should extend at least 12 inches below the bottom of the bioretention system and the bioretention area should be lined with a High -Density polyethylene (HDPE) liner and an underdrain be included. Overflow from bioretention areas should be directed to the storm drain system away from building foundations and slabs. Typically, the bottom of the bioretention system is recommended to be a minimum of two feet or more above the groundwater table. 8.13 Construction Monitoring The conditions of existing buildings and other improvements within 100 feet of the site should be photographed and surveyed prior to the start of construction and monitored periodically during construction. To monitor ground movements, groundwater levels, and shoring movements, we recommend installing survey points on the adjacent buildings and streets that are within 100 feet of the site. In addition, survey points should be installed at the tops of the shoring walls at 20 -foot -spacing. The survey points should be read regularly and the results should be submitted to us in a timely manner for review. For estimating purposes, assume that the survey points will be read as follows: • after installing soldier piles L A NGA N Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California Page 42 • weekly during excavation work • after the excavation reaches the planned excavation level • every two weeks until the street -level floor slab is constructed 9.0 ADDITIONAL GEOTECHNICAL SERVICES During final design we should be retained to consult with the design team as geotechnical questions arise. Prior to construction, we should review the project plans and specifications to check their conformance with the intent of our recommendations. We should also review shoring design and installation submittals. During construction, we should observe site preparation, excavation, shoring installation, tieback testing, compaction of fill and backfill, preparation of mat subgrade and subgrade of footing excavations. These observations will allow us to compare the actual with the anticipated soil conditions and to check that the contractors' work conforms to the geotechnical aspects of the plans and specifications. 10.0 LIMITATIONS The conclusions and recommendations provided in this report result from our interpretation of the geotechnical conditions existing at the site inferred from a limited number of borings as well as architectural information provided by Rafael Vinoly Architects. Actual subsurface conditions could vary. Recommendations provided are dependent upon one another and no recommendation should be followed independent of the others. Any proposed changes in structures, depths of excavation, or their locations should be brought to Langan's attention as soon as possible so that we can determine whether such changes affect our recommendations. Information on subsurface strata and groundwater levels shown on the logs represent conditions encountered only at the locations indicated and at the time of investigation. If different conditions are encountered during construction, they should immediately be brought to Langan's attention for evaluation, as they may affect our recommendations. LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California 27 March 2018 770633101 Page 43 This report has been prepared to assist the Owner, architect, and structural engineer in the design process and is only applicable to the design of the specific project identified. The information in this report cannot be utilized or depended on by engineers or contractors who are involved in evaluations or designs of facilities on adjacent properties which are beyond the limits of that which is the specific subject of this report. Environmental issues (such as permitting or potentially contaminated soil and groundwater) are outside the scope of this study and should be addressed in a separate evaluation. LANGAN Geotechnical Investigation vallco Town Center Cupertino, California REFERENCES 27 March 2018 770633101 Abrahamson, N.A., Silva, W.J., and Kamai, R. (2014). Summary of the ASK14 ground -motion relation for active crustal regions: Earthquake Spectra, v. 30, n. 3, p. 1025-1055. Abrahamson, N. A. (2000). "Effect of rupture directivity on probabilistic seismic hazard analysis." Proceedings of Sixth International Conference on Seismic Zonation, Palm Springs, California, November. ASCE/SEI 7-10 (2010). Minimum Design Loads for Buildings and Other Structures. Bozorgnia, Y. and Campbell, K. W. (2004). "The vertical -to -horizontal response spectra ratio and tentative procedures for developing simplified V/H and vertical design spectra" Journal of Earthquake Engineering, 8(2), 175-207. Boore, D.M., Stewart, J.P., Seyhan, E., and Atkinson, G.M. (2014). NGA-West 2 equations for predicting PGA, PGV, and 5% -damped PSA for shallow crustal earthquakes, Earthquake Spectra, v. 30, n. 3, p. 1057-1085. California Building Standards Commission (2013). California Building Code. California Department of Conservation Division of Mines and Geology (1997). Guidelines for Evaluating and Mitigating Seismic Hazards in California. Special Publication 117. California Department of Transportation, Division of New Technology, Materials and Research, Office of Geotechnical Engineering, 1999, "SNAILZ Program, A User Manual", Version 3, August 1999. California Division of Mines and Geology (1996). Probabilistic Seismic Hazard Assessment for the State of California, CDMG Open -File Report 96-08. California Division of Mines and Geology (1974). "State of California Special Studies Zones, Cupertino Quadrangle", prepared by the California Geologic Survey. California Division of Mines and Geology (2002x). "Seismic Hazard Zone Report for the Cupertino 7.5 -Minute Quadrangle, Santa Clara County, California, prepared by the California Geologic Survey," Seismic Hazard Zone Report 068. California Division of Mines and Geology (2002b). "State of California Seismic Hazard Zones, Cupertino Quadrangle", prepared by the California Geologic Survey. Campbell, K.W., and Bozorgnia, Y. (2014). NGA-West2 ground motion model for the average horizontal components of PGA, PGV, and 5% -damped linear acceleration response spectra: Earthquake Spectra, v. 30, n. 3, p. 1087-1115. L A NGA N Geotechnical Investigation Vallco Town Center Cupertino, California REFERENCES (Continued) 27 March 2018 770633101 Chiou, B.S.-J. and Youngs, R.R. (2014). Update of the Chiou and Youngs NGA model for the average horizontal component of peak ground motion and response spectra, Earthquake Spectra, v. 30, n. 3, p. 1117-1153. Cao, T., Bryant, W. A., Rowshandel, B., Branum D. and Wills, C. J. (2003). "The Revised 2002 California Probabilistic Seismic Hazard Maps." Chiou, B. S. -J., and Youngs, R. R. (2008). "An NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra". Earthquake Spectra, 24(1), 173-215. Cornell, C. A. (1968). "Engineering Seismic Risk Analysis." Bulletin of the Seismological Society of America, 58(5). County of Santa Clara (2015). "Geologic Hazard Zones" Maps. Scale 1:24,000. Golder Associates, 1996, "GoldNail, A Stability Analysis Computer Program for Soil Nail Wall Design", Reference Manual Version 3.11, October 1996. Holzer, T.L. et al. (2008). "Liquefaction Hazard Maps for Three Earthquake Scenarios for the Communities of San Jose, Campbell, Cupertino, Los Altos, Los Gatos, Milpitas, Mountain View, Palo Alto, Santa Clara, Saratoga and Sunnyvale, Northern Santa Clara County." USGS Open File Report 2008-1270. Idriss, I.M. and Boulanger, R.W. (2008). "Soil Liquefaction During Earthquakes." Earthquake Engineering Research Institute. Monograph MNO-12. Idriss, I. M. (1993). "Procedures for Selecting Earthquake Ground Motions at Rock Sites." National Institute of Standards and Technology, NIST GCR 93-625, 12 p. plus appendix. Lazarte, C.A., Robinson, H., Gomez, J.E., Baxter, A., Cadden, A., and Berg, R., 2015, "Geotechnical Engineering Circular No. 7, Soil Nail Walls — Reference Manual," U.S. Department of Transportation, Federal Highway Administration, Publication No. FHWA-NHI-14-017, March. Lienkaemper, J. J. (1992). "Map of recently active traces of the Hayward Fault, Alameda and Contra Costa counties, California." Miscellaneous Field Studies Map MG -2196. McGuire, R. K. (1976). "FORTRAN computer program for seismic risk analysis." U.S. Geological Survey, Open -File Report 76-67. Pradel, Daniel (1998). "Procedure to Evaluate Earthquake -Induced Settlements in Dry Sand," Journal of Geotechnical and Geoenvironmental Engineering, April, and errata October 1998, pp 1048. LANGAN Geotechnical Investigation Vallco Town Center Cupertino, California REFERENCES (Continued) 27 March 2018 770633101 Nichols, D.R., and N.A. Wright (1971). "Preliminary map of historic margins of marshland, San Francisco Bay, California: USGS Open -File -Report. Rafael Vinoly Architects (2016). "The Hills at Vallco" Sheets A -A1101 through A -A1111, A3-101 through A-3103, Schematic Design Documents, dated 8/12/16. Risk Engineering Inc. (2015). "EZFRISK computer program." Version 8.00 Sandis (2016). "The Hills at Vallco, Demolition Package, Cupertino, CA, Topography Survey," Sheets CD.00.01.00, CD.02.01.01, CD.02.01.02, CD.01.01.03 through CD.01.01.07, dated 9/20/16 Seed, H.B. and Idriss, I.M. (1971). "Simplified Procedure for Evaluating Soil Liquefaction during Earthquakes," Journal of Geotechnical Engineering Division, ASCE, 97 (9), 1249-1273. Seed, H.B., R.B. Seed, L.F. Harder and H.L. Jong, 1988, "Re-evaluation of the Slide in the Lower San Fernando Dam in the Earthquake of February 9, 1971." Report No. UCB/EERC-88/04, University of California, Berkeley, April. Shahi, S. K. and Baker J. W. (2014). "NGA-West 2 Models for Ground Motion Directionality." Earthquake Spectra. Volume 30. No. 3. Pages 1285-1300. Siel, B.D., 2014, "SNAP -2 (Soil Nail Analysis Program) User's Manual", U.S. Department of Transportation, Federal Highway Administration, Office of Technical Services, Publication No. FHWA-HIF-14-016. Sitar, N., E.G. Cahill and J.R. Cahill (2012). "Seismically Induced Lateral Earth Pressures on Retaining Structures and Basement Walls." Treadwell & Rollo (2013). "Geotechnical Data Report, Pruneridge Theatre Site, Cupertino, California." Tokimatsu, K. and Seed, H.B. (1987). "Evaluation of Settlements in Sand due to Earthquake Shaking." Journal of Geotechnical Engineering, Vol. 113, No. 8, pp. 861-878. Toppozada, T. R. and Borchardt G. (1998). "Re -Evaluation of the 1836 "Hayward Fault" and the 1838 San Andreas Fault earthquakes." Bulletin of Seismological Society of America, 88(1), 140159. Townley, S. D. and Allen, M. W. (1939). "Descriptive catalog of earthquakes of the Pacific coast of the United States 1769 to 1928." Bulletin of the Seismological Society of America, 29(1). TRC (2015). "Preliminary Geotechnical Investigation, The Hills at Vallco, Cupertino, California."Report Number 228550. LANGAN Geotechnical Investigation 27 March 2018 Vallco Town Center 770633101 Cupertino, California REFERENCES (Continued) U.S. Department of Transportation, Federal Highway Administration, 2003, "Geotechnical Engineering Circular No. 7, Soil Nail Walls", Publication No. FHWAO-IF-03-017, March. U.S. Department of Transportation, Federal Highway Administration, 1998, "Manual for Design & Construction Monitoring of Soil Nail Walls", Publication No. FHWA-SA-96-069R, October. 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, 84(4), 974-1002. Wesnousky, S. G. (1986). "Earthquakes, Quaternary Faults, and Seismic Hazards in California." Journal of Geophysical Research, 91(1312). 2014 Working Group on California Earthquake Probabilities, 2015, "UCERF3: A new earthquake forecast for California's complex fault system", U.S. Geological Survey 2015-3009, 6 p., http://dx.doi.org/l 0.31 33/fs201 53009. Working Group on California Earthquake Probabilities (WGCEP) (2003). "Summary of Earthquake Probabilities in the San Francisco Bay Region: 2002 to 2031." Open File Report 03-214. Youd, T.L., and Idriss, I.M. (2001). "Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils," Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 4. Youd, T. L., and Garris, C.T. (1995). "Liquefaction -induced ground -surface disruption. "Journal of Geotechnical Engineering, American Society of Civil Engineers, Vol. 121, 805-809. Youngs, R. R., and Coppersmith, K. J. (1985). "Implications of fault slip rates and earthquake recurrence models to probabilistic seismic hazard estimates." Bulletin of the Seismological Society of America, 75( ), 939-964. L A NGA N FIGURES L A NGA /%/ m� •Ik•Ns § M��I � o x n omega Palk T L, _ y m Inverness Way c yr' Durshire Way U u a Way a u Fite Way A a Fnrnoor S Rayn01' Perk u — i -ill .I•+ 13 Lj Flin Way _ ❑ J M c u J Y a 6 0 C " Inverness Way a a q u Kennard Way< ai A hY Clay St R ar Fhrugh v a' e LL a A! — a c ° Kintyre Way oo a v a c u 3 c a ° n e Leighton Way 0 0 v c7 z z Lorne Way y a n Homestead Rd Homestead Rd a e 7 i Somerset w Ori u a `_ a m � a i -ill .I•+ c _ ❑ J M tpveZ > Qt a Y i C m 7 n 7 r u n a ° Suisun Dr V J V ai A hY Clay St R a y c, -1, life ❑ 2 -- – !LaxaneoOr Northwood r 7 7 a n Farrara Park 2 Lucille Ave Sh evvandPI a } ZgeLg 7 Pt o J a 'qnk9 Saul rn h1 ry ^r PniV 4fs j Eastside school U � a c Beekman Pi — ,:- Stevens Creek BI..: c N Drake k^r.-.m=n E Hyde U A9 ridn SITE r. 4 �' Merritt Or r .;aliAve ii Price Ave n 0 0 3 I u RodriguesAv? WdronParl, il? Cupertin❑ Las a7 a L Vrckshurg i Somerset w Ori u a SrhrrnlY � a .. .... f` -- OPaclficaOr c tpveZ > Qt a 0 Elanie Mary School m c '0 r u n a ° Suisun Dr m y 0 ai A hY Clay St R a y c, -1, life ❑ 2 -- – !LaxaneoOr For est Ave °Amhersil� .- c n Farrara Park 2 � N Dcn Way 0d Phil Ln 7 Pt o J JpyR �mC � Saul rn h1 ry Wheaton Dr 3o wph j Eastside school U p` 0 c ,T- — Stevens Creek BI..: r .;aliAve ii Price Ave n 0 0 3 I u RodriguesAv? WdronParl, il? Cupertin❑ Las a7 a L Vrckshurg NOTES: o Melody L, r a on Dr a4 Vjunr•>Sa yC [7 q c V y an []r� v rs v si S si n I G`.,,t dr Cuyenira High B6thal Sx real !rman Ln i Somerset w Ori a Mar Or a SrhrrnlY u .. .... f` -- OPaclficaOr c tpveZ u q Cjc Q� - WeradoAve ° Suisun Dr m y 0 ai A hY Clay St rx E"n in a y c, -1, life c S-hcol e ❑` n C] Dcn Way 0d Phil Ln ey.1�SpOy�tiyg E V J JpyR �mC � ql BarnharrAv rn h1 ry is &Wol �q L7 ax 5hady groYeOr` N U p` 0 c W 3 c N C Q k^r.-.m=n E Hyde NOTES: o Melody L, r a on Dr a4 Vjunr•>Sa yC [7 q c V y an []r� v rs v si S si n I G`.,,t dr Cuyenira High B6thal Sx real !rman Ln World street basemap is provided through Langan's Esri ArcGIS software licensing and ArcGIS online. Credits: Sources: Esri, Del-orme, NAVTEQ, USGS, Intermap, iPC, NRCAN. VALLCO TOWN CENTER Cupertino, California 0 1,000 2,000 Feet SITE LOCATION MAP L A NGA N I Date 05/04/18 Project No. 770633101 N W + F S Figure 1 t 014.— ¢ SrhrrnlY tpveZ LL �u V u r t7 a i '_' d' c r y m TIlson AYe C IN Phil Ln SyC a se Jg" k ql BarnharrAv rn h1 ry is &Wol uc` Rancho L7 ax 5hady groYeOr` ti t o o Rinconada Tuggle I U p` 0 y Ave o 3 r a C Q k^r.-.m=n E Hyde U A9 ridn k 4 �' q H•7Rna �.. 0 Elotrrnger kewsorn Rd Ave SL +crrn4arly S` World street basemap is provided through Langan's Esri ArcGIS software licensing and ArcGIS online. Credits: Sources: Esri, Del-orme, NAVTEQ, USGS, Intermap, iPC, NRCAN. VALLCO TOWN CENTER Cupertino, California 0 1,000 2,000 Feet SITE LOCATION MAP L A NGA N I Date 05/04/18 Project No. 770633101 N W + F S Figure 1 C w � I r or~��~�� ^ 7' Reference: USGS @ 2016 Microsoft Corporation, Bing. 11 Alit EXPLANATION Approximate location ofboring byLangan, B1 ' ��- September 2016 Appmxm�o|ooationofoonopono�aion�o K�pT-1Z� � ' ' byLangan.Soptember2O1O LA 4111 Ir Approximate location ofboring byLowmoy LB -5 - Associates, 2005 J^ Appmximatolocation ofbohngbyLowmoy L�� 1 ' ��- Associates, 1999 Approximate location nfboring byLowmoy' EB -1 �� ^^ Ka|dveorAssociates, 1074 EB'A LB -6 -n CPT -4~~~~~~~~ Approximate site boundary A A" EB -9 EB.0 Idealized subsurface profile location 0 300 Feet Approximate scale j VALLCO TOWN CENTER Cupertino, California SITE PLAN WITH EXISTING CONDITIONS -4 Date 05/04/18TProject No. 7706331011 Figure 2 co 0 0 A Property Boundary West Section B -B' 2007 160 O 120 w J w 100 :1 LB -7 LB -8 Existing ground surface (2005) (2005) (2 ? _JL — — — — — �— Projected ---- --_— 30' South -- ---- — — —? - CLAY CL ? — — — --�__ very stiff to hard --------?— ? — — — -- --- Projected25' South —�--- --- - --------- ?--- _--� CLAY (CL) very stiff to hard North Wolfe Road CLAY, SANDY CLAY, CLAYEY GRAVEL CLAY with SAND, CLAY with EB -10 with SAND AV GRAVEL, GRAVELLY CLAY with EB 41 5 SAND, SILT, SANDY SILT (CL, ML) ( ) (19741"--- 16) denstiff to hard CLAYEY SANDSC)-- ?� �? very dense ?- - Projected — 139' North CLAY (CL) hard — —? Projected 348' North �\ SANDY CLAY (CL)� stiff Projected 190' South CLAYEY SAND, CLAYEY GRAVEL, SILTY SAND (SC, SM, GC) loose to dense EB -E EB -22 (1974) (1974) CPT -4 EB -C (2016) (1974) EB -D SILTY CLAYEY SAND (1974) with GRAVEL, GRAVEL (SC -SM, GP) medium dense to dense Projected — — Projected 354' North — 138' North Projected 154' South CLAYEY SAND, SILTY SAND, SAND with CLAY, SAND WITH CLAY and GRAVEL, CLAYEY SAND with GRAVEL, SAND with CLAY and GRAVEL, CLAYEY GRAVEL with SAND, GRAVEL with SILT and SAND, SAND with SILT and GRAVEL, GRAVEL, SILTY GRAVEL, CLAYEY SILTY SAND (SC,SM, SW -SC, SW, GC, GP, SP, SP -SM, GP, GM, SC -SM) medium dense to very dense ?— — — — Projected 201' South —\? —� CLAY, SANDY CLAY, ?_ _ SANDY SILT (CL, ML) stiff to hard Projected 222' North Notes: 1. See Figure 2, Site Plan, for location of subsurface profiles 2. The above profile represents a generalized soil cross section interpreted from widely spaced borings and CPTs. Soil deposits may vary in type, strength, and other important properties between points of exploration. 3. Existing ground surface base on Topographic Survey by Sandis, dated November 2015. 4. Lowney Kaldveer Associates borings designated as "EB" Lowney Associates borings designated as "LB" 5. Year of drilling or CPT noted in parentheses. Property Boundary A' B-2 -' East (2016) 200 T CLAY, SANDY CLAY, EB -25 B-4 CLAY with SAND, CLAY with 1974 (2016 ) GRAVEL, GRAVELLY CLAY with SAND, SILT, SANDY SILT (CL, ML) stiff to hard CLAYEY SAND with JL GRAVEL (SC) ?` — _- very dense Projected _ 211' North CLAY (CL), — SANDY CLAY (CL) hard Projected 39' North CLAY, CLAY with SAND, SANDY CLAY, GRAVELLY CLAY with SAND (CL) stiff to hard 7— — CLAYEY SAND with GRAVEL (SC) ?-- CLAYEY SAND, CLAYEY SAND with GRAVEL, SAND with CLAY �? and GRAVEL (SC, SP -SC) medium dense to medium dense J? ? —----? _ —? CLAY, SANDY CLAY (CL) hard -- — — —? _ SILTY SAND (SM) ? dense Projected ? 241' North CLAYEY SAND with GRAVEL (SC) dense 20 C 0 50 SCALE IN FEET :1 160 E 2 i� D WIN (D a� w 1200 w J w 100 SI .1 VALLCO TOWN CENTER Cupertino, California IDEALIZED SUBSURFACE PROFILE A -A' Date 05/04/18 Project No. 770633101 Figure 4 00 B South CPT -1 B-1 200 (2016) i (2016) Mrs, 160- E 140 ❑ 00 00 ❑ Q z (D120 a) LL I W w 100 !-M •ll 40 SAND, SILTY SAND (SP -SM) _ — dense to very dense ,9/8/16 v CLAY, SANDY CLAY — withGRAVEL(CL) �,------ stiff to very stiff - - JL---- Projected —� 233' West ? CPT -3 (2016) CLAY, CLAY with SAND, CLAY with GRAVEL, SANDY CLAY, SANDY CLAY with GRAVEL (CL) stiff to hard -- - ?-- — — — —— -- ?-- -J� ? — —— _ SILT (ML) — —? '? hard Existing ground surface EB -15 (1974) Projected 34' West CLAYEY SAND, CLAYEY SAND with GRAVEL, SAND with CLAY and GRAVEL, SAND with CLAY, - -- — — — SILTY SAND, SAND with SILT, CLAYEY GRAVEL, CLAYEY GRAVEL with SAND (SC, SW -SC, SP -SC, GC, SM, SP -SM) medium dense to very dense Projected 218' West Property Boundary Existing Building FF = 197.0' LB -9 (2005) El EB -17 EB -18 (1 1974)--(1974 � CLAY, CLAY with SAND,SANDY I CLAY, GRAVELLY CLAY (CL), SILT (ML) Projected stiff to hard Projected? 3T West 124' East / ,r — — — — — — CLAY, SANDY CLAY (CL) Projected ?— — — — — ?— — — —? very stiff to hard 270' West ---? — -----? Existing Parking Structure CLAYEY SAND, CLAYEY GRAVEL, SILTY GRAVEL (SC, GC, GM) CLAYEY SAND (SC) medium dense to dense LB -8 loose 11 EB -12 (2005) 4) (1974) (1974)F---� (2'(016) I�B 6\ CLAY, CLAY with — ----? —----_�--- SAND, SANDY — — — �— — _ —— — —� _ CLAY, GRAVELLY — — —� — — — Projected CLAY (CL) — _ ? 49' West stiff to hard Projected — ?— _ — 240' West a -- ?------- -- ------ Projected 236' West Projected 243' West z� CLAY (CL) very stiff to hard Notes: 20 1. See Figure 2, Site Plan, for location of subsurface profiles 2. The above profile represents a generalized soil cross section interpreted from widely spaced borings and CPTs. Soil deposits may vary in type, strength, and other important properties between points of exploration. 3. Existing ground surface base on Topographic Survey by Sandis, dated November 2015. 4. Lowney Kaldveer Associates borings designated as "EB" Lowney Associates borings designated as "LB" 0 5. Year of drilling or CPT noted in parentheses. 0 80 SCALE IN FEET Projected 169' West Projected 56' West B' North 200 :M 160 E 140 co Co Q z ai m LL 120 z0 100 Q LU J W Na pa ---�\q� 1�1, / I —V_^o,loi` ii \` Am.,aido rSonoma 4 Sacramento co Solano ` Calaveras 01 Q Marin S \ be \\ > Y San Joaquin \` &ntra Costa S 04 I P� 10 PACIFIC _f ddr ti Alameda o4 j j OCEAN \ a Stanislaus San Mateo t SITE 0 O 0di SfaSh Q ary00 Q dN `f Q Santa Clara �1 `\ O Q O Santa Cruz 0 \ ;; °01) � 01 \9 00 , m A a � �m Merced \1 Fresno Earthquake Epicenter � h O Magnitude 5 to 5.9 Q Magnitude 6 to 6.9 Q ` � San Benito f Gy 0S Magnitude 7 to 7.4 Monterey o .�- • Magnitude 7.5 to 8 A \; \ A Fault O \ i [JJ County Boundary �\ I Notes: 1. Quaternary fault data displayed are based on a generalized version of USGS N Quaternary Fault and fold database, 2010. For cartographic purposes only. 2. The Earthquake Epicenter (Magnitude) data is provided by the U.S Geological 0 5 10 20 Survey (USGS) and is current through 08/26/2014. 3. Basemap hillshade and County boundaries provided by USGS and California Miles Department of Transportation. 4. Map displayed in California State Coordinate System, California (Teale) Albers, North American Datum of 1983 (NAD83), Meters. VALLCO TOWN CENTER MAP OF MAJOR FAULTS AND Cupertino, California EARTHQUAKE EPICENTERS IN THE SAN FRANCISCO BAY AREA LANGAN Date 05/04/18 1 Project No. 770633101 1 Figure 6 I Not felt by people, except under especially favorable circumstances. However, dizziness or nausea may be experienced. Sometimes birds and animals are uneasy or disturbed. Trees, structures, liquids, bodies of water may sway gently, and doors may swing very slowly. 11 Felt indoors by a few people, especially on upper floors of multi -story buildings, and by sensitive or nervous persons. As in Grade I, birds and animals are disturbed, and trees, structures, liquids and bodies of water may sway. Hanging objects swing, especially if they are delicately suspended. III Felt indoors by several people, usually as a rapid vibration that may not be recognized as an earthquake at first. Vibration is similar to that of a light, or lightly loaded trucks, or heavy trucks some distance away. Duration may be estimated in some cases. Movements may be appreciable on upper levels of tall structures. Standing motor cars may rock slightly. IV Felt indoors by many, outdoors by a few. Awakens a few individuals, particularly light sleepers, but frightens no one except those apprehensive from previous experience. Vibration like that due to passing of heavy, or heavily loaded trucks. Sensation like a heavy body striking building, or the falling of heavy objects inside. Dishes, windows and doors rattle; glassware and crockery clink and clash. Walls and house frames creak, especially if intensity is in the upper range of this grade. Hanging objects often swing. Liquids in open vessels are disturbed slightly. Stationary automobiles rock noticeably. V Felt indoors by practically everyone, outdoors by most people. Direction can often be estimated by those outdoors. Awakens many, or most sleepers. Frightens a few people, with slight excitement; some persons run outdoors. Buildings tremble throughout. Dishes and glassware break to some extent. Windows crack in some cases, but not generally. Vases and small or unstable objects overturn in many instances, and a few fall. Hanging objects and doors swing generally or considerably. Pictures knock against walls, or swing out of place. Doors and shutters open or close abruptly. Pendulum clocks stop, or run fast or slow. Small objects move, and furnishings may shift to a slight extent. Small amounts of liquids spill from well-filled open containers. Trees and bushes shake slightly. VI Felt by everyone, indoors and outdoors. Awakens all sleepers. Frightens many people; general excitement, and some persons run outdoors. Persons move unsteadily. Trees and bushes shake slightly to moderately. Liquids are set in strong motion. Small bells in churches and schools ring. Poorly built buildings may be damaged. Plaster falls in small amounts. Other plaster cracks somewhat. Many dishes and glasses, and a few windows break. Knickknacks, books and pictures fall. Furniture overturns in many instances. Heavy furnishings move. VII Frightens everyone. General alarm, and everyone runs outdoors. People find it difficult to stand. Persons driving cars notice shaking. Trees and bushes shake moderately to strongly. Waves form on ponds, lakes and streams. Water is muddied. Gravel or sand stream banks cave in. Large church bells ring. Suspended objects quiver. Damage is negligible in buildings of good design and construction; slight to moderate in well-built ordinary buildings; considerable in poorly built or badly designed buildings, adobe houses, old walls (especially where laid up without mortar), spires, etc. Plaster and some stucco fall. Many windows and some furniture break. Loosened brickwork and tiles shake down. Weak chimneys break at the roofline. Cornices fall from towers and high buildings. Bricks and stones are dislodged. Heavy furniture overturns. Concrete irrigation ditches are considerably damaged. VIII General fright, and alarm approaches panic. Persons driving cars are disturbed. Trees shake strongly, and branches and trunks break off (especially palm trees). Sand and mud erupts in small amounts. Flow of springs and wells is temporarily and sometimes permanently changed. Dry wells renew flow. Temperatures of spring and well waters varies. Damage slight in brick structures built especially to withstand earthquakes; considerable in ordinary substantial buildings, with some partial collapse; heavy in some wooden houses, with some tumbling down. Panel walls break away in frame structures. Decayed pilings break off. Walls fall. Solid stone walls crack and break seriously. Wet grounds and steep slopes crack to some extent. Chimneys, columns, monuments and factory stacks and towers twist and fall. Very heavy furniture moves conspicuously or overturns. IX Panic is general. Ground cracks conspicuously. Damage is considerable in masonry structures built especially to withstand earthquakes; great in other masonry buildings - some collapse in large part. Some wood frame houses built especially to withstand earthquakes are thrown out of plumb, others are shifted wholly off foundations. Reservoirs are seriously damaged and underground pipes sometimes break. X Panic is general. Ground, especially when loose and wet, cracks up to widths of several inches; fissures up to a yard in width run parallel to canal and stream banks. Landsliding is considerable from river banks and steep coasts. Sand and mud shifts horizontally on beaches and flat land. Water level changes in wells. Water is thrown on banks of canals, lakes, rivers, etc. Dams, dikes, embankments are seriously damaged. Well-built wooden structures and bridges are severely damaged, and some collapse. Dangerous cracks develop in excellent brick walls. Most masonry and frame structures, and their foundations are destroyed. Railroad rails bend slightly. Pipe lines buried in earth tear apart or are crushed endwise. Open cracks and broad wavy folds open in cement pavements and asphalt road surfaces. XI Panic is general. Disturbances in ground are many and widespread, varying with the ground material. Broad fissures, earth slumps, and land slips develop in soft, wet ground. Water charged with sand and mud is ejected in large amounts. Sea waves of significant magnitude may develop. Damage is severe to wood frame structures, especially near shock centers, great to dams, dikes and embankments, even at long distances. Few if any masonry structures remain standing. Supporting piers or pillars of large, well-built bridges are wrecked. Wooden bridges that "give" are less affected. Railroad rails bend greatly and some thrust endwise. Pipe lines buried in earth are put completely out of service. XII Panic is general. Damage is total, and practically all works of construction are damaged greatly or destroyed. Disturbances in the ground are great and varied, and numerous shearing cracks develop. Landslides, rock falls, and slumps in river banks are numerous and extensive. Large rock masses are wrenched loose and torn off. Fault slips develop in firm rock, and horizontal and vertical offset displacements are notable. Water channels, both surface and underground, are disturbed and modified greatly. Lakes are dammed, new waterfalls are produced, rivers are deflected, etc. Surface waves are seen on ground surfaces. Lines of sight and level are distorted. Objects are thrown upward into the air. VALLCO TOWN CENTER Cupertino, California MODIFIED MERCALLI INTENSITY SCALE L A NGA N Date 05/04/18 1 Project No. 770633101 Figure 7 2.5 MCER SDE 2.0 N a1 Z O a 1.5 w J W U Q 1.0 J a U a0.5 MWAINN Cn 0.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 PERIOD (seconds) Damping Ratio = 5% VALLCO TOWN CENTER Cupertino, California RECOMMENDED SPECTRA Date 03/27/18 Project No. 770633101 Figure 8 L A NGA At T 1 GWLV Ground surface Ground surface 400 D psf - W 30 (H+D) psf 22 H 2 For active P= H-0.3al-0.3an 28 H 2 For at rest P= H-0.3a1-0.3an Notes: 1. Passive pressure includes a factor of safety of about 1.5. 2. For soldier piles spaced at more than three times the soldier pile diameter, the passive pressure should be assumed to act over three diameters. 3. Active pressure below the excavation should be assumed to act over one pile diameter. 4. For shoring that will support long term excavations add a seismic lateral earth pressure of 32 pcf (equivalent fluid weight) to the active condition and design for the larger of either active plus seismic or at -rest cases. 5. Where the shoring is adjacent to buildings, the shoring should be designed for the additional building surcharge loads presented on Figures 8 and 9. Not to scale / a 1 0.6a1 -4 / / 10 feet 10 feet L / / Shoring Shoring / / 100 psf Tieback / H Pressure due to vehicle / surcharge along streets H -.*--p psf / (heavy equipment should come no closer than 5 feet to face of / yrs feet 9th Ing �en excavation) m;nirr�u / o t min gth mc,m) Bottom of excavation 0.6an Bottom of 30 H psf excavationes / 60 � Bond between anchor and soil is considered effective only to 0 2,000 psf 0.2Hi the right of dashed line Allowable skin friction on post grouted tieback. Includes a factor of safety of 1.5. 400 D psf - W 30 (H+D) psf 22 H 2 For active P= H-0.3al-0.3an 28 H 2 For at rest P= H-0.3a1-0.3an Notes: 1. Passive pressure includes a factor of safety of about 1.5. 2. For soldier piles spaced at more than three times the soldier pile diameter, the passive pressure should be assumed to act over three diameters. 3. Active pressure below the excavation should be assumed to act over one pile diameter. 4. For shoring that will support long term excavations add a seismic lateral earth pressure of 32 pcf (equivalent fluid weight) to the active condition and design for the larger of either active plus seismic or at -rest cases. 5. Where the shoring is adjacent to buildings, the shoring should be designed for the additional building surcharge loads presented on Figures 8 and 9. Not to scale i_r—inrf ofirf— GWLV 400 D psf 24 H + 30 D psf for active 31 H + 50 D psf for at rest Ground surface / / / 10 feet / Shoring / Notes: 1. Passive pressure includes a factor of safety of about 1.5. 2. For soldier piles spaced at more than three times the soldier pile diameter, the passive pressure should be assumed to act over three diameters. Tieback / / / (15f, et m'Ininim 'n'mU m) / (15 sono, t ngt6 minimUm) 60 gond between anchor and soil is considered effective only to 0 2,000 psf -0.2Hi the right of dashed line 3. Active pressure below the excavation should be assumed to act over one pile diameter. 4. For shoring that will support long term excavations add a seismic lateral earth pressure of 32 pcf (equivalent fluid weight) to the active condition and design for the larger of either active plus seismic or at -rest cases. 5. Where the shoring is adjacent to buildings, the shoring should be designed for the additional building surcharge loads presented on Figures 8 and 9. Allowable skin friction on post grouted tieback. Includes a factor of safety of 1.5. Not to scale Exising footing Exising footing Exising footing Exising footing (E) Footing bearing elevation bearing elevation— E) Footing bearing elevation'—\\ levation (E) Footing bearing elevation (E) Footing 150 sf 19 sf 4 sf 50 sf I 1 8 8° 8 I I Shoring Shoring 1 Shoring 1 Shoring 4 6' 51 1 1 5' 21' 20' 23' Bottom of excavation Bottom of excavation Bottom of excavation Bottom of excavation may be above depth may be above depth may be above depth may be above depth of zero pressure of zero pressure of zero pressure of zero pressure CASE A CASE B CASE C CASE D 4 -FOOT SQUARE FOOTING 9 -FOOT 9 -INCH SQUARE FOOTING 4 -FOOT SQUARE FOOTING 16 -FOOT SQUARE FOOTING AT SHORING AT 14 -FEET FROM SHORING AT 16 -FEET FROM SHORING AT 11 -FEET FROM SHORING Not To Scale Note: 1. Horizontal pressures calculated based on 1 ksf uniform bearing pressure VALLCO TOWN CENTER from footing. Cupertino, California 2. Apply surcharge pressures over a distance of 14 feet from either side of PRESSURE FROM the footing. EXISTING FOOTING EON PROPOSED SHORING CASE A THROUGH D Date 05/04/18 1 Project No. 770633101 Figure 11 LANGAN Exising footing Exising footing Exising footing Exising footing bearing elevation (E) Footing bearing elevation— E) Footing (E) Footing bearing elevation (E) Footing bearing elevation 40 sf 13 sf 150 psf 150 psf 1 13 I I i 4' Shoring 4' Shoring T Shoring 6' Shoring 12' 22' 30' 6' Bottom of excavation Bottom of excavation Bottom of excavation Bottom of excavation may be above depth may be above depth may be above depth may be above depth of zero pressure ' of zero pressure of zero pressure of zero pressure CASE E CASE F CASE G CASE H 12 -FOOT 9 -INCH SQUARE FOOTING 12 -FOOT SQUARE FOOTING 9 -FOOT 9 -INCH SQUARE FOOTING 6 -FOOT STRIP FOOTING AT 10 -FEET FROM SHORING AT 22 -FEET FROM SHORING AT SHORING AT SHORING Not To Scale Note: 1. Horizontal pressures calculated based on 1 ksf uniform bearing pressure VALLCO TOWN CENTER from footing. Cupertino, California 2. Apply surcharge pressures over a distance of 14 feet from either side of the footing. PRESSURE FROM EON EXISTING FOOTING PROPOSED SHORING CASE E THROUGH H Date 05/04/18 1 Project No. 770633101 Figure 12 LANGAN Exising footing 1,000 psf h„ -..,,n i ., +; , (Fl Footing CASE 9 -FOOT 9 -INCH SQUARE FOOTING CENTERED AT 10 -FEET FROM SHORING Exising footing k-;- i ., +; (F) Footing CASE J 6 -FOOT STRIP FOOTING AT 1 -FOOT FROM SHORING Not To Scale Note: 1. Horizontal pressures calculated based on 1 ksf uniform bearing pressure from footing. 2. Apply surcharge pressures over a distance of 14 feet from either side of the footing. APPENDIX A BORING LOGS AND LABORATORY TEST RESULTS FROM PREVIOUS INVESTIGATIONS L A NG'A N PRIMARY DIVISIONS TYPE GRAVEL SECONDARY DIVISIONS BOULDERS FINE CLEAN GW FINE Well graded gravels, gravel—sand mixtures, little or no fines O o GRAVELSGRAVELS MORE THAN HALF yess than Fines) GP o p° Poorly graded gravels or gravel—sand mixtures, little or no fines N �R OF COARSE FRACTION GRAVEL GM OVER 32 Silt grovels, 9 gravel—sand—silt mixtures, plastic fines Is LARGER THAN No. a SIEVE Ip �Y aZ H—, WITH FINES GC Clayey gravels, gravel—sand—clay mixtures, plastic fines CLEAN SANDS $yy Well graded sands, ravel) sands, little or no fines 9 gravelly w" w V) � w s SANDS THAN (Less than 5i Fines) SP Poorly graded sands or gravelly sands, little or no fines � MORE HALF OF COARSE FRACTION U IS SMALLER THAN NO. 4 SIEVE SANDS SM Silty sands, sand—silt—mixtures, non—plastic fines WITH SIC Clayey sands, sand—clay mixtures, plastic fines FINES ML Inorganic silts and very fine sands, rock flour, silty or clayey fine o sands or clayey silts with slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, sandy paN SILTS AND CLAYS Xo LIQUID LIMIT IS LESS THAN 50 clays, silty clays, lean clays OL — Organic silts and organic silty clays of low plasticity zoL4 MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts CH Inorganic clays high 9 9 plasticity, fat clays z� SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50 x OH Organic clays ays of medium to high plasticity, organic silts tl 3 HIGHLY ORGANIC SOILS PT , Peat and other highly organic soils DEFINITION OF TERMS U.S. STANDARD SIEVE SIZE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4' :%' 111" SILTS AND CLAY SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE U.OtI 0.4 2 5 19 76mm GRAIN SIZES SAND AND GRAVEL BLOWS/FOOT• VERY LOOSE 0-4 LOOSE ®SPLIT SPOON B MODIFIED CALIFORNIA H TER ' SHELBY TUBE ® NO RECOVERY VERY DENSE STANDARD PENETRATION SSANMPLER 1-2 8-16 VERY STIFF SAMPLERS 16-32 HARD SAND AND GRAVEL BLOWS/FOOT• VERY LOOSE 0-4 LOOSE 4-10 MEDIUM DENSE 10-30 DENSE 30-50 VERY DENSE OVER 50 SILTS AND CLAYS STRENGTH+ BLOWS/FOOT• VERY SOFT 0-1/4 0-2 SOFT 1/4-1/2 2-4 MEDIUM STIFF 1/2-1 4-8 STIFF 1-2 8-16 VERY STIFF 2-4 16-32 HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY *Number of blows of 140 pound hammer falling 30 inches to drive a 2—inch O.D. (1-3/8 inch I.D.) split spoon (ASTM D-1586). +Unconfined compressive strength in tons/sq.ft. as determined by laboratory testing or approximated by the standard penetration test (ASTM D-1586), pocket penetrometer, torvane, or visual observation. KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D-2487) LO"EYASSOCIATES Environmental/Geotechnical/Engineering Services FIGURE A-1 EXPLORATORY BORING: EB -5 Sheet 1 of 1 DRILL RIG: MOBILE B-53 PROJECT NO: 259-5E BORING TYPE: 8 INCH HOLLOW -STEM AUGER PROJECT: VALLCO LOGGED BY: BM LOCATION: CUPERTINO, CA START DATE: 8-3-04 FINISH DATE: 8-3-04 COMPLETION DEPTH: 25.0 FT. This log Is a part of areport by Lowney Associates, and should not be used as a Undrained Shear Strength stand-alone document. This description applies only to the locallon of the explorallon (ksl) z Z at the time of drilling. Subsurface condRions may differ at other locations and may change al this location with time. The description presented Is a simorx;alion of W p W ^ W e i z m j O Pocket Penetrometer O ^ F- --. F- CW9 actual condhlons encountered. Transaions between soil types may he gradual. as> 1— F z qa ¢ w F Z m „ Z LL `n L d Q Torvane >� W� J i—N3 �tW.. pd t -o W 0 MATERIAL DESCRIPTION AND REMARKS N Lux N 20 o✓ 0z Unconfined Compression W U -U Triaxial Compression 178.0 SURFACE ELEVATION: 178 FT. (+/-) 1.0 2.0 3.0 4.0 0 177.5 6 inches asphalt concrete SANDY LEAN CLAY (CL) hard, moist, brown, fine sand, some fine gravel, low 54 9 117 Q plasticity 30 8 113 Q 5- a 52 14 115 0 CL 31 11 108 0 1 42 15 160.0 CLAYEY SAND (SC) dense moist brown, fine to coarse sand sc 158.8 s1 10 117 Q LEAN CLAY (CL) 20 hard, moist, brown, some fine sand, low plasticity CL 156.0 POORLY GRADED SAND WITH CLAY (SP -SC) very dense, moist, brown, fine sand, some medium to coarse sand, some fine gravel SP -SC 59 3 153.0 25 Bottom of Boring at 25 feet i 30 i GROUND WATER OBSERVATIONS: Northing: 1,945,612 NO FREE GROUND WATER ENCOUNTERED Easting: 6,120,917 �TMENFASSOCTATE S EB -5 Environmental/Geotechnical/Engineering Services 259-5E EXPLORATORY BORING: EB -6 Sheet 1 of 2 DRILL RIG: MOBILE B-53 PROJECT NO: 259-5E BORING TYPE: 8 INCH HOLLOW -STEM AUGER PROJECT: VALLCO LOGGED BY: BM LOCATION: CUPERTINO, CA START DATE: 8-3-04 FINISH DATE: 8-3-04 COMPLETION DEPTH: 34.5 FT. This log Is a part of a report by Lowney Associates, and should not be used as a Undrained star strength stand-alone document. This description applies only to the location of the exploration O (ksf) Z z at the time of drilling. Subsudace conditions may differ at other locations and may change at this location with time. The description presented Is a simplification of W p w ^ W e z y W O Pocket Penetrometer O P: .-. r ^ W C7 W' actual conditions encountered. Transitions between soli types may be gradual. a I— ZV r,~, QQ� w J :r r F- (� Z4 a — y 0 Tovane ` wr` o EF_3 cc OJ i �W oa v F-0 O �, MATERIAL DESCRIPTION AND REMARKS 0) Z aWm N f 0 U O 9 Unconfined Compression 0 a 0z T A U•U Triaxlal Compression 176.0 0 SURFACE ELEVATION: 176 FT. (+/-) 1.0 2.0 3.0 4.0 1'/2 inches asphalt concrete over 3% inches aggregate 175.5 base FILL 12 120 LEAN CLAY WITH SAND (CL) [FILL]16 174.0 ICIL, stiff, moist, olive green, fine sand, moderate tohigh lastici p LEAN CLAY WITH SAND (CL) hard, moist, brown, fine sand, some fine gravel, low 15 is 118 5 plasticity CL 40 14 114 167.0 7 12 94 42 CLAYEY SAND (SC) loose, moist, brown, fine to medium sand, some coarse sand sc medium dense 26 9 161.0- 5 SANDY LEAN CLAY (CL) very stiff, moist, brown, fine to coarse sand, low plasticity 19 14 CL 156.8 z5 1e los p LEAN CLAY WITH SAND (CL) 2very stiff, moist, brown, fine sand, low plasticity CL 153.5 CLAYEY SAND (SC) medium dense, moist, brown, fine to coarse sand, some fine gravel ss 7 122 25— sC 149,0 LEAN CLAY (CL) very stiff, moist, brown, some fine sand, low plasticity CL 146.8 35 23 9t3 SPAM 146.0 30 Continued Next Page GROUND WATER OBSERVATIONS: Northing: 1,945,590 NO FREE GROUND WATER ENCOUNTERED Fasting: 6,121,038 LO"ENF SSOC I) L S EB -6 Environmental/Geotechnical/Engineering Services 259-5E EXPLORATORY BORING: EB -6 Cont'd Sheet 2 of 2 DRILL RIG: MOBILE B-53 PROJECT NO: 259-5E BORING TYPE: 8 INCH HOLLOW -STEM AUGER PROJECT: VALLCO LOGGED BY: BM LOCATION: CUPERTINO, CA START DATE: 8-3-04 FINISH DATE: 8-3-04 COMPLETION DEPTH: 34.5 FT. This log is apart of a report by lowney Associates, and should not be used as a Undrained Shear strength stand-alone document. This description applies only to the location of the exploration Q (ksQ Z O Z at the lime of drilling. Subsurface conditions may differ at other locations and may Change at this location with time. The description presented is a simplification of actual Conditions encountered. Transitions between soft types may be W Z p W '� Z�r, u1 Z ry1 >w 1<0 t� O Pocket Penetrometer .-. r ^ (W� gradual. a F ga u7 j F Z y LL (L Torvane > LL w P W r r w w o MATERIAL DESCRIPTION AND REMARKS °° 0707 Luwid C 0 �a u L00 unconfined Compression a A U -U Triaxial Compression 146.0 301 1.0 2.0 3.0 4.0 POORLY GRADED SAND WITH SILT (SP -SM) medium dense, moist, brown, fine to medium sand, some fine gravel SP -SM 143.0- qCLAYEY SAND WITH GRAVEL (SC) very dense, moist, brown, fine to coarse sand, fine to SC 5oi6.1 141.5 coarse ravel 35 Bottom of Boring at 34'/2 feet 40 45- 50— a 55 60 GROUND WATER OBSERVATIONS: Northing: 1,945,590 NO FREE GROUND WATER ENCOUNTERED Fasting: 6,121,038 LOATMEMASSOC IA L V EB -6 Environmental/Geotechnical/Engineering Services 259-5E LB -7 EXPLORATORY BORING: EB -7 Sheet 1 of 2 DRILL RIG: MOBILE B-53 [BORINGTYPE: PROJECT NO: 259-5E 8 INCH HOLLOW -STEM AUGER PROJECT: VALLCO LOGGED BY: BM LOCATION: CUPERTINO, CA START DATE: 8-3-04 FINISH DATE: 8-3-04 COMPLETION DEPTH: 35.0 FT. This log is a part of a report by Lowney Assoclates, and should not be used as a Undrained Shear Strength stand-alone document. This desalplion applies only to the location of the exploration (ksl) z z at the time of drilling. Subsurface conditions may differ at other locations and may change at Ihls location with time. The description presented is a simplification of W O W _ w ae a V W O Pocket Penetrometer 0 ¢LL = aLL W W actual condllions encountered. Transitions between soil types may be gradual. � H 2 u- �Ff� w d F- F= -Z N ,� Ww ¢ — ako Torvane W-- J J t_U i �F Od `N W o MATERIAL DESCRIPTION AND REMARKS °° Wwm N 20 wv Wo • Unconfined Compression a� 0 0 K0 W A U -U Triaxial Compression 182,00 181.8 SURFACE ELEVATION: 182 FT. (+/-) 1.0 2.0 3.0 4.0 1 Y2 inches asphalt concrete over 3% inches aggregate 181.5 base ao 9 125 Q SANDY LEAN CLAY (CL) hard, moist, brown, fine to coarse sand, some fine gravel, low plasticity 42 7 111 Q 5 24 6 107 a Q CL 19 9 96 10 34 7 106 Q 1 165.0 CLAYEY SAND (SC) No medium dense, moist, light brown, fine sand, some fine SC gravel 162.8 1 40 10 112 Q SANDY LEAN CLAY (CL) 20 hard, moist, brown, fine sand, some medium to coarse sand, some fine and coarse gravel, low plasticity CL 160.0 LEAN CLAY WITH SAND (CL) hard, moist, brown, fine to medium sand, low plasticity CL 40 15 112 aQ 25 155.0 LEAN CLAY (CL) hard, moist, brown, some fine sand, low plasticity CL 46 23 106 d 152.0 30 Continued Next Page GROUND WATER OBSERVATIONS: Northing: 1,945,434 NO FREE GROUND WATER ENCOUNTERED 14. Fasting: 6,120,918 LOW ENFASS� LS EB -7 Environmental/Geotechnical/Engineering Services 259 -SE LB -7 EXPLORATORY BORING: EB -7 Cont'd Sheet 2 of 2 IN DRILL RIG: MOBILE B-53 PROJECT NO: 259-5E BORING TYPE: 8 INCH HOLLOW -STEM AUGER PROJECT: VALLCO LOGGED BY: BM LOCATION: CUPERTINO, CA START DATE: 8-3-04 FINISH DATE: 8-3-04 COMPLETION DEPTH: 35.0 FT. This lop is a pad of a report by l.ovney Associates• and should not be used as a Undrained Shear Strength stand-alone document. This description applies only to the location of the explorallon O (ksF) z z at the lime of drilling. Subsurface conditions may differ at other locations and may change at this ovation with time. The description presented is a simplification of W0 Z W —W c) F O Packet Penetrometer O = a W w actual conditions encountered. Transitions between soil types may be gradual. o. t- z N w a of F W w V o- o Torvane �.r W.. J J r¢- F -47O rL Oa ZN W o MATERIAL DESCRIPTION AND REMARKS � lllwLIm pF io o~ �Z unconfined congxession a W A U -U Triaxial Compression 152.0 30 1.0 2.0 3.0 4.0 LEAN CLAY (CL) hard, moist, brown, some fine sand, low plasticity a 150.5 CLAYEY SAND (SC) medium dense, moist, brown, fine sand sc 148.0 29 25 sa LEAN CLAY (CL) CL 147.0 35 ve stiff, moist brown some fine sand low plasticity Bottom of Boring at 35 feet 40 45 50 55 L 7 J 60 D GROUND WATER OBSERVATIONS: Northing: 1,945,434 1,120,918 i NO FREE GROUND WATER ENCOUNTERED Fasting: W"T EIFASSOCIATES EB Environmental/Geotechnical/Engineering Services 259-5E EXPLORATORY BORING: EB -8 Sheet 1 of 1 DRILL RIG: MOBILE B-53 PROJECT NO: 259-5E BORING TYPE: 8 INCH HOLLOW -STEM AUGER PROJECT: VALLCO LOGGED BY: BM LOCATION: CUPERTINO, CA START DATE: 8-3-04 FINISH DATE: 8-3-04 COMPLETION DEPTH: 16.5 FT. This log is apart of a report by Lowney Associates, and should not be used as a Undrained Shear Strength stand-alone document. This description applies only to the location of the exploration (ksf) z z at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of W p ^ W e z j Pocket Penetrometer O ^ a� rr- ^WO actual condilions encountered. Transitions between soil types may be gradual. a P: z �~n3 w �:. w ^ a _ OTorvane V w~ a i ofw 1- WO V a v Ho UUI o y MATERIAL DESCRIPTION AND REMARKS Cn z w W'm of Compression p U O Unconfined a a � U -U Triaxial Compression ion 182.0 0 SURFACE ELEVATION: 182 FT. (+/-) 1.o z.o 3.0 4.0 181.8 2 inches asphalt concrete over 3'/2 inches aggregate 181.5 base LEAN CLAY (CL) [FILL] stiff, moist, olive green, trace fine sand, some organics, 15 n 98 moderate to high plasticity CL, FILL 16 22 104 a p 177.3- 5 LEAN CLAY WITH SAND (CL) very stiff, moist, dark brown to bown, fine to medium 21 14 113 sand, trace fine gravel, low plasticity CL hard 20 14 117 Q 10 169.5 SANDY LEAN CLAY (CL) very stiff, moist, brown, fine sand, low plasticity CL 16 11 103 55 15 15 165.5 Bottom of Borinng at 1622 feet 20 25 30 GROUND WATER OBSERVATIONS: Northing: 1,945,431 NO FREE GROUND WATER ENCOUNTERED Fasting: 6,121,039 LOW NEVASSOC IATE S EB -8 Environmental/Geotechnical/Engineering Services 259-5E i e EXPLORATORY BORING: EB -9 Sheet 1 of 3 DRILL RIG: MOBILE B-61 PROJECT NO: 259-5E BORING TYPE: 8 INCH HOLLOW -STEM AUGER PROJECT: VALLCO LOGGED BY: BM LOCATION: CUPERTINO, CA START DATE: 8-4-04 FINISH DATE: 8-4-04 COMPLETION DEPTH: 84.5 FT. This log is a part of a report by Lowney Associates, and should not be used as a document. This description Undrained Shear (ksQ Strength z z stand-alone applies only to the location of the exploration at the time of drilling. Subsurface condltlons may differ at other locations and may change at this location with time. The description presented is a simplification of W p w ^ W O z Pocket Penetrometer O = w w actual conditions encountered. Transitions between soll types may be gradual. o- z (b w o: 7'z LL a 0 Torvane >LLi Wv J r¢.. f-rpO a r4r w �d ZN w ° MATERIAL DESCRIPTION AND REMARKS ° LLLLa1 fo ov �Z Unconfined Compression Wa U.0 Tdaxlal Compression 177.0 SURFACE ELEVATION: 177 FT. (+/-) 1.0 2.0 3.0 4.0 176.7 0 3 inches asphalt concrete over 4 inches aggregate 176.4 base 41 12 101 LEAN CLAY WITH SAND (CL) hard, moist, brown, fine to medium sand, some fine gravel, low to moderate plasticity CL 51 14 111 Q 172.0 LEAN CLAY (CL) hard, moist, brown, some fine sand, trace fine gravel, 52 19 109 Q low plasticity 36 19 99 10 32 21 102 15 sandier CL very stiff 39 17 105 20 34 15 115 Q 25 150.0 -CLAYEY L SAND WITH GRAVEL (SC) > medium dense, moist, brown, fine to medium sand, some fine gravel sc 36 10 0 - 147.0 3 L Continued Next Page GROUND WATER OBSERVATIONS: 3 SZ : FREE GROUND WATER MEASURED DURING DRILLING AT 68.0 FEET �• NEVASSOCIA —S EB -9 Environmental/Geotechnical/Engineering Services 259-5E EXPLORATORY BORING: EB -9 Cont'd Sheet 2 of 3 DRILL RIG: MOBILE B-61 PROJECT NO: 259-5E BORING TYPE: 8 INCH HOLLOW -STEM AUGER PROJECT: VALLCO LOGGED BY: BM LOCATION: CUPERTINO, CA START DATE: 8-4-04 FINISH DATE: 8-4-04 COMPLETION DEPTH: 84.5 FT. This log Is apart of a report by Lowney Associates, and should not be used as a Undrained Shear strength stand-alone document. This description applies only to the location of the exploration O (kso z Z at the gme of drilling. Subsurface conditions may differ at other locations and may change al This location with time. The description presented is a simplification of w OZ w w o Z of j 0 Packet Penetrometer O w actual conditions encountered. Transitions between soil types may be gradual, (L FULL W � za co _ a IL J n �No Z NF oa zN Q Tovane J W J y MATERIAL DESCRIPTION AND REMARKS z W m woo N 0 Z a Y lu O Unconfined Compression U Q 07 Lu A U -U Triaxial Compression 147.0 30 1.0 2.0 3.0 40 CLAYEY SAND WITH GRAVEL (SC) medium dense, moist, brown, fine to medium sand, sc some fine gravel 145.0 POORLY GRADED SAND WITH CLAY AND GRAVEL (SP -SC) dense, moist, brown, medium to coarse sand, some fine sand, fine to coarse gravel 42 X 4 9 35— SP-SC 139.0 CLAYEY SAND WITH GRAVEL (SC) dense to very dense, moist, brown, fine to coarse sand, fine gravel, some coarse gravel 75 e 40 39 7 45 sc ZZ 62 7 14 50 90 36 8 55 i 118.0- 18 X 22 d CL .117.0 60 r i Continued Next Page i GROUND WATER OBSERVATIONS: S -Z: FREE GROUND WATER MEASURED DURING DRILLING AT 68.0 FEET L"v ENFASSOC I)qE V EB -9 Environmental/Geotechnical/Engineering Services 259-5E i g EXPLORATORY BORING: EB -9 Cont'd Sheet 3 of 3 DRILL RIG: MOBILE B-61 PROJECT NO: 259-5E BORING TYPE: 8 INCH HOLLOW -STEM AUGER PROJECT: VALLCO LOGGED BY: BM LOCATION: CUPERTINO, CA START DATE: 8-4-04 FINISH DATE: 8-4-04 COMPLETION DEPTH: 84.5 FT. This log Is a part of a report by Lowney Associates, and should not be used as a document. This location Undrained Shear (ksq Strength z o z stand-alone description applies only to the of the exploration at the time of druling. Subsurface condillons may differ at other locations and may change at this location with time. The description presented Is a simplification of w z w ^ O w o° z w n C Pocket Penetrometer O 'I—� w actual conditions encountered. Transitions between soil types may be gradual. a >> y_ z QQ a� z rq .-. u• a Q" >� Wv W J 1¢— a � f yF W oa A Torvane - w o MATERIAL DESCRIPTION AND REMARKS N wwm �o aV Z vd Unconfined Compression m a� 0 a az a U•U Triaxial Compression 117.0 601 1 1 1 11.0 2.0 3.0 4.0 LEAN CLAY (CL) CL 116.0 hard moist brown some fine sand low plasticity CLAYEY SAND WITH GRAVEL (SC) very dense, moist, brown, fine to coarse sand, fine gravel 54 11 16 65 .. SC 107.5 70 Z7X z5 LEAN CLAY (CL) very stiff to hard, moist, brown, some fine sand, low plasticity CL 50 17 116 Q 102.3 75 CLAYEY SAND WITH GRAVEL (SC) dense to very dense, moist, brown, fine to coarse sand, fine to coarse gravel 50/6" 8 125 8 SC 92.5 50/6" Bottom of Boring at 841/2 85 i i 90 s i GROUND WATER OBSERVATIONS: S .SZ: FREE GROUND WATER MEASURED DURING DRILLING AT 68.0 FEET LOVIM SSOCIA S EB -9 Environmental/Geotechnical/Engineering Services 259-5E LB -10 EXPLORATORY BORING: EB -10 Sheet 1 of 1 DRILL RIG: MOBILE B-61 PROJECT NO: 259-5E BORING TYPE: 8 INCH HOLLOW -STEM AUGER PROJECT: VALLCO LOGGED BY: BM LOCATION: CUPERTINO, CA START DATE: 8-4-04 FINISH DATE: 8-4-04 COMPLETION DEPTH: 20.0 FT. This log is a pad of a report by ney Associates, and should not be used as a Undrained Shear Strength stand-alone document. This descriLooption applies only to the location of the exploration (ksf) z Z at the time of drilling. Subsurface condlllons may differat other locations and may change at this location with time. The description presented Is a simplification of W = w ^ Q6l- w� z O Q Pocket Penetrometer O _ w actual conditions encountered. Transitions between soft types may be gradual. Q. E— w w of F- m„ Q — (L �v W O w ra 3 a i ami z f w cw� O0- 0 0 Torvane W MATERIAL DESCRIPTION AND REMARKS ?wm �o �v vo • Unconfined Compression � a� U 0 Wz W A U -U Triaxial Compression 189.0 0 SURFACE ELEVATION: 189 FT. (+/-) 1.0 2.0 3.0 4.0 188.8 1'h inches asphalt concrete over 3 inches aggregate 188.6 base CLAYEY SAND WITH GRAVEL (SC) loose, moist, brown, fine to medium sand, fine gravel 8 14 98 6 9 100 23 5 medium dense Sc 15 179.5- 10 17 LEAN CLAY WITH SAND (CL) hard, moist, brown, fine sand, trace fine gravel, low plasticity 73 16 113 0 15 CL 51 11 113 Q 169.0 20 Bottom of Boring at 20 feet 25- 30- 7 GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED Iltt' MME1'ASSOCIATES EB -to Environmental/Geotechnical/Engineering Services 259-5E LA -1 EXPLORATORY BORING: EB -1 Sheet 1 of 1 DRILL RIG: MOBILE B-40 PROJECT NO: 259-51) BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-17-99 FINISH DATE: 5-17-99 COMPLETION DEPTH: 30.0 FT. This log Is a pad of a report by Lowney Assoclatea• and should not be used as a Undralned Shear Strength Y z atnd•alone doament. Tile description applies only to the location of the e)lordon at M time of drii4q, Subsudaoe conditions may difer at other locations and may change at this lacatlon wfth time. The description presented b a simplikallon of w O w ^ a2 r Z (kef) Q Pocket Per ronteler QW actual carddions encountered. TransPoons between sol "a may be gradual. W t ❑ V W U0 v �o 0 Torvne �1 y MATERIAL DESCRIPTION AND REMARKS �+ z W oo co U z ❑ • Unconfined Compresaron d a: z U U Trlexdala l compression ion lon 179.0 SURFACE ELEVATION: 179.0 FT. (+/-) to z 3.0 4.0 178.7 3 inches asphaltic concrete over 10 inches aggregate 177.9 base 27 23 106 very stiff, moist, brown, trace subrounded gravel to 3/4 inch, mottled gray, trace rootlets 22 26 98 i trace fine to medium sand 31 24 102 CL 44 15 113 I 1 r 167.0 :. I I I I SIL A (SM) medium dense, moist, fine to coarse grained, ! f f occasional fine to medium subrounded gravel sM Estimated angle of interior friction: 370-420 a1 11 i 164.0 15 SILTY CLAY (CL) very stiff, moist, brown, low plasticity I CL 16 21 I I 2 I I r � 155.5 I SILTY SAND (SM) 2 very dense, moist, fine to medium grained, some 50/V 4 coarse sand to fine sand, occasional subrounded sM sandstone fragments to 3/4 inch 152.5 Estimated angle of internal friction: >420 very stiff, moist, orange -brown, low plasticity CL 22 21 I 149.0 Bottom of Boring at 30 feet i I ' I 1 3 i ! I I I I GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED S LOWPW SSOC 11 S EB -1 Environmental/Geotechnictal/Engtinsedng Servlt259-5D LA -2 EXPLORATORY BORING: EB -2 Sheet 1 of 1 Is DRILL RIG: MOBILE B-40 PROJECT NO: 259-5D BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-17-99 FINISH DATE: 5-17-99 COMPLETION DEPTH: 29.5 FT. This lop Is a part of a report by Lowney Associates, and should not be used as a Undralned Shear Strength stand-alone docu nea This dendplion applies only to the location of the esplordon (kef) Z 2 at the time of dMV. Subsurface candltione may differ et other locations rhe may change at this location with Ilme. The description presented Is a shpll9ca6on of actual omWl6om encountered. TrerMons between soil types may be gradual w ZO w -� F• �i J iR �. Z w Q Pocket Penetrometer v F w v rn Torvane v w� J S oa y MATERIAL DESCRIPTION AND REMARKS 02 «m 2 V v 0 • urtcorrflned compression a. A U -U Tdaidal Compreeslon 180.0 SURFACE ELEVATION: 180.0 FT. (+/-) 1.0 2.0 3.o 4.0 179.7 3 inches asphaltic concrete over 10 inches aggregate 178.9 base I 22 21 107 ZSILTY CLAY (CL) very stiff to hard, moist, brown, low to moderate plasticity, trace rootlets, mottled black 35 23 106 24 19 115 CL I I , 60 19 113 52 21 tos 1 164'5 :. SILTY SAND (SM) medium dense, moist, orange brown, with some gravel, occasional subrounded to subangular sandstone i fragments up to 3/4 inch ; Estimated angle of internal friction: 33°-38° I she ,a s I I I 20- 157.0 - 157.0 GRAVELLY GRAVELLY SAND (SP -SM) dense, moist, brown, some silt, trace clayey sand as 3 7 2 seams, gravel to 1 1/2 inch Estimated angle of internal friction: >42e SP -SM 150.5"30- -,very dense 50i6^ 4 Bottom of Boring at 291/2 feet 35- LGROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED S LOMENF SSOCAS EB -2 Envkonmental/Geotechnical/Englneering Services 259-5D LA -3 EXPLORATORY BORING: EB -3 Sheet 1 of 1 DRILL RIG: MOBILE B-40 PROJECT NO: 259-51) BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-17-99 FINISH DATE: 5-17-99 COMPLETION DEPTH: 29.5 FT. This lop Is a pert of a report by Lrnmey Assodatee, end should not be used as e Undralned Sheer Stren9lh standalone document. This desciption applies only to the location of the exploration Ur (kal) Z z tU at the time of drying. Sulowrface conditions may differ at other batlons and may change al this bation % th time. The description presented Is a e IfIatlon of 1,,l collne encanlered. Transitions between 1 type, may be w LL,^ ? ui O Pocket Penetrometer V gradual. � ffi Za cu5aA Torvene w 0 MATERIAL DESCRIPTION AND REMARKS N 0 w Co m Oa v ZN i Unconfined compreamon a w a A� U-U-1.1Tria)del Compremlon 173.5 SURFACE ELEVATION: 173.5 FT. 1 1.0 2.0 3.0 4.0 173.2 3 inches asphaltic concrete over 10 inches aggregate j 172.4 base 53 11 115 ' hard, moist, orange brown, subrounded gravel, low plasticity, occasional thin clayey sand lense 48 10 114 17 5 ' 33 11 109 CL ' 42 7 r 1 i 161.0 i SILTY CLAY (CL) hard, moist, orange brown, trace to some fine sand, low I plasticity 30 19 1 CL I I i = 156'5 I i CLAYEY SA (SC) dense, moist, orange -brown, fine to coarse grained, trace silt, occasional subangular gravel sc 53 to 1z5 I I 20- i 151.5 :. l SILTY SAND (SM) very dense, moist, gray brown, fine to coarse grained, occasional subrounded to subangular gravel to 1 114 sM inch54 a 148.5 2 Estimated angle of internal friction: >40e I i ottom o Boring at feetj 3 r ( r E E I i I ! - 3 i i GROUND WATER OBSERVATIONS: 3 NO FREE GROUND WATER ENCOUNTERED i LOWMRSSOCUAU LV EB -3. Environmental/Geotechnlcal/Engineedng Services 259-5D FEMAWN EXPLORATORY BORING: EB -4 Sheet 1 of 1 ON DRILL RIG: MOBILE B-40 PROJECT NO: 259-5D BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-17-99 FINISH DATE: 5-17-99 COMPLETION DEPTH: 35.0 FT. TW* log is a put of a report by Lawny Associates, and should not be used as a Undradned Shear Strength stand-alone documerd. This description applies only to lie location of the exploration (ksQ z Z at the time of dulling. Subsurface oondhions may differ at other locations and may change al this bration with lime. The description presented is a simplMoskn of actual conditions encountered. Trenallions between sol types may be gradual. w Oz w -� ¢ z } t 2 !� Pocket Penetrometer K a W V _ Q Torvane w _a y ilk>cordlned o1 lCu Oa LU a co MATERIAL DESCRIPTION AND REMARKS y wa rn v ov °z Com pression a. A U -U Trisects( Compression 173.0 SURFACE ELEVATION: 173.0 FT. (+/-) 1.0 2.0 3,0 4.0 172.7 3 inches asphaltic concrete over 10 inches aggregate 171.9 base 24 19 53 I very stiff to stiff, moist, orange brown, fine sand, some silt, trace subangular gravel, low plasticity 27 27 I CL i increase fine sand r 13 25 i 165.5 I '. SILTY SAND (SM) dense, moist, brown, subrounded gravel to 1 inch, ( I ! trace to some day 43 s 1 Estimated angle of internal friction: 37°-44' 501V 6 j 1 I i i 1 r 31 5 10 t I SM 4s 7 2 3G- 43 5 I I 140.0 - I I SILTY CLAY (CL) very stiff, moist, orange -brown, some fine sand, low CL 28 21 105 ID 138.0 35-\plastidty Bottom of Boring at 35 feet i ! I L GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED g LOW"MASSOCIAMS EB -4 Env ronmental/Geotechnlcal/Engineedng Services 259-5D LA -5 EXPLORATORY BORING: EB -5 Sheet 1 of 1 DRILL RIG: MOBILE B-40 [LOGGED PROJECT NO: 259-5D BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-17-99 FINISH DATE: 5-17-99 COMPLETION DEPTH: 24.5 FT. This lop Is a part of a report by Lowney Associates, and should not be used as a Undrained Shear Strength (kat) z O o z w stand—alone document. This desalption applies only to the location of the exploration at the time of dd8ng. Subsurface conditions may differ at other locations and may dxrpe at this location whh time. The descdpllon presented Is a skrollcatlon of actual oonditions encountered. Transitions between soil types may be gradual. w z tu ^ pu F � w i K " > t y O a—i kn _ Pocket Penetrometer w a E� wo0 ate' A Torvane J O V J a P. uW!8 O MATERIAL DESCRIPTION AND REMARKS kOn W �e i 0 K U O Unconfined Compression Co o o 0 oz Lu U-U TUAW Compression 173.0 n SURFACE ELEVATION: 173.0 FT. (+/-) 1.0 2.0 3.0 4.0 172.7 3 inches asphaltic concrete over 5 inches aggregate 172.2 base 39 21 108 SILTY CLAY (CL) very stiff to hard, moist, brown, trace subrounded gravel to 1/2 inch, trace sand, occasional competely weathered sandstone fragments and fine sandy pocket CL 52 19 111 51 18 108 165.5 i SILTY SAND (SM) dense, moist, orange -brown, uniform fine grained, trace clay sM 49 12 1 :' Estimated angle of internal friction: >400 1s1.5 I I SILTY SAND (SM) dense, moist, fine to coarse grained, some subrounded I to angular fractured gravel to 1 1/4 inch, some iron oxide coatings on fractures, occasional clayey sand to 32 9 12 15- =. sandy clay seam ! i i Estimated angle of internal friction: 38'- >42° sM ` 50/6" 5 i t 2 very dense l i i 1 148.5 50/5- 7 1 j I Bottom of Boring at 241/2 feet 2 I 3 l I i I 3 o c� GROUND WATER OBSERVATIONS: C NO FREE GROUND WATER ENCOUNTERED 5 LOATMEYASSOCIATES EB -5 Environmental/Geotechnlcd/Engineedng Services 259-5D LA -6 EXPLORATORY BORING: EB -6 Sheet 1 of 1 DRILL RIG: MOBILE B-40 PROJECT NO: 259-513 BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-18-99 FINISH DATE: 5-18-99 COMPLETION DEPTH: 26.5 FT. This log is a part of a report by Lowrey Associates, and should not be used as a document. This description to the Undrained Shear Strength (ksO Z Z stand-alone applies only location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of w p w - w 0 Z Q Pocket Penetrometer O = Wr� ~a tE w actual conditions encountered. Transitions between soil types may be gradual. Q. F- Z 4ra-�' ujj a K wU aN Torvane >¢>E W� LU J O 'in tom..Z NW R O0. v y - -+ W N MATERIAL DESCRIPTION AND REMARKS N z �. W m N 2 o >- o W 0 d Unconfined compression p a a A U -U Triaxial Compression 173.5 SURFACE ELEVATION: 173.5 FT. (+/-) 1.0 2.0 3.0 4.0 173.2 3 inches asphaltic concrete over 5 inches aggregate 172.7 base 35 17 116 A SILTY QLAY (CL) very stiff to hard, moist, orange brown, trace subrounded gravel, some fine sand, occasional CL completely weathered sandstone fragments and fine 34 16 Q 5 sand, pockets up to 1/2 inch 167.5 J.;, as 19 113 SILTY SAND (SM) dense, moist, orange brown, uniform fine grained , SM trace clay 165.0- J.SILTY SAND (SM) very dense, moist, orange brown, some gravel to 3/4 53 7 14 10 inch, some clay and sandy clay seams Estimated angle of internal friction: >42e SM 78 9 15 : 156.0 SILTY CLAY (CL) very stiff, moist, orange -brown, mottled black, trace fine sand, low plasticity, becomes densecL 35 20 Q 2 152.0 :. SILTY SAND (SM) medium dense, moist, orange -brown, uniform fine grained, trace fine gravel, low plasticity, trace fine sM gravel 25 16 148.5 25-'7"' Estimated angle of internal friction: 33e -39e Z51LTY (;LAY CL 24 23 147.0 very stiff, oist,Lorange brown, trace fine sand, low lasticit Bottom ot Boring at 2 feet 30- 035GROUND 35- GROUNDWATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED 3 LOW NEVASSOCIATES EB -6 Environmental/Geotechnical/Engineering Services 259-5D LA -7 EXPLORATORY BORING: EB -7 Sheet 1 of 1 DRILL RIG: MOBILE B-40 PROJECT NO: 259-5D BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-18-99 FINISH DATE: 5-18-99 COMPLETION DEPTH: 25.0 FT. Thu fop Is apart of • Wort by Lowney Associates, and should not be used as a Unrralreo Shear Strength = C3 Z stand-alone document, This description applies only to the location of the exploration at the time o1 drilling. Subsurface condlYons may differ et other locations end may change at tida beaticn with time. Tia description presented Is a simplification of w Z w U _ W C) Z Pocket Penetrometer p actual conMons encountered. Transitions between soli types may be gradual. i W K 2W A T.n. UE � �9 _j W c. �j W a MATERIAL DESCRIPTION AND REMARKS g a m i. i 0 Unconfined Compression W A U -U Trleldal Compression 174.5 SURFACE ELEVATION: 174.5 FT. 1 1.0 2.0 3.0 4.0 174.2 3 inches asphaltic concrete over 5 inches aggregate 173.7 base IF 19 1s 108 Q ,511LTY CLAY (CL) hard, moist, brown to orange -brown, occasional completely weathered, sandstone fragments, trace ' coarse sand and fine subrounded gravel, low plasticity, 31 24 los 64 trace rootlets cL increase in fine sand 63 16 119 166.5 I � CLAYEY SAND (SC) • dense, moist, orange -brown, subangular to subrounded ss e l 1 gravel to 1 inch ' Estimated angle of internal friction: 37e -42e sc increase in clay content 160.0 30 11 17 SILTY SAND (SM) -: dense, moist, orange -brown, fine uniform rained sM 158.5 SILTY CLAY (CL) hard to very stiff, moist, orange brown, low plasticity, occasional thin fine grained silty sand lense I I ' 56 21 109 r 2 ' I r CL very stiff 29 20 I 149.5 25 Bottom of Boring at 25 feet I ( I 30- 35- 35z a: GROUND WATER OBSERVATIONS: 0 U NO FREE GROUND WATER ENCOUNTERED 1 5 j LOW"M SSOCVAU S EB -7 Environmental/Geotechn�--al/Englneering Services 259-5D EXPLORATORY BORING: EB -8 Sheet 1 of 1 DRILL RIG: MOBILE B-40 PROJECT NO: 259-5D BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-18-99 FINISH DATE: 5-18-99 COMPLETION DEPTH: 30.0 FT. This log lea part of a report by Lamm Assoclates, and should not be used Asa stand-alone document. This description the location Ute Undrained Sheer Strength (k-" _ Q 0 = W applies onyto of exploration at aro Urns of Billing Subsurface conditions may differ at other location and may drange e1lds locallon wtlh Ume. The description presented Is a e1m,111cation of actual conditions encountered. Transitions between soil types may be gradual. ud 0 W W U) X rl, y ,..� C7 = to O Pocket Penetrometer F to ��oa' r ¢� a w LL 5�� 0 Torvane N ZWmo w 2G �UrxxmfinedCanpreselon w o w MATERIAL DESCRIPTION AND REMARKS a � o U 0. ♦ U -U TrlaxIW Compression 173.5 SURFACE ELEVATION: 173.5 FT. (+/-) 1.0 2.0 3.0 4.0 173.2 3 inches asphaltic concrete over 5 inches aggregate i 172.7 base i I 41 16 112 UANDY CLAY (CL) very stiff, moist, orange brown, with some silt, fine sand 42 18 112 61 I l i aJ CL 37 19 111 t I 1 , 48 14 121 1 163.5 1 :. i a SILTY SAND (SM) very dense, moist, orange brown, subangular gravel to 1 inch, trace clay, fine to coarse grained sand i increase sand sot ! I I l Estimated angle of internal friction: >40' s' 6 15S. .. 157.0 SILTY CLAY (CL) hard, moist, orange brown, low plasticity CL 155.0 i SILTY SAND (SM) very dense, moist, yellowish to olive brown, fine to sops• 1a 2 coarse grained, some subangular to subrounded gravel up to 1 1/2 inch sot ; increase gravel i I ! Estimated angle of internal friction: >40' 150.5 SILTY CLAY (CL) very stiff, moist, brown, low plasticity, trace coarse 27 19 j 2 sand, fine gravel, some fine to medium sand CL Increase gravel, increase medium to fine sand i i 144.5 - 38 7 i CLAYEY AN with gravel (SC) sc 143.5 3 dense, moist, orange brown to brown, subrounded ravel to 1 1/4 inch Bottom of Boring at 30 teet i i o n i 1 L IL GROUND WATER OBSERVATIONS: 0 NO FREE GROUND WATER ENCOUNTERED 5 LOWMASSOCIATES EB -8 Environmental/Geotechnical/Engineering Services 259-5D LA -9 EXPLORATORY BORING: EB -9 Sheet 1 of 1 DRILL RIG: MOBILE B-40 [LOGGED PROJECT NO: 259-5D BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-18-99 FINISH DATE: 5-18-99 COMPLETION DEPTH: 25.0 FT. This 4 I a part of a report by Lowney Associates, and should not be used as a Uldralned Sheer Strength (kef) Z O Z w stand-alone document. This description applies only to the location of the exploration al the thne of drilling. tSubsurlace nditions may differ at other locations and may change at this location with Ums.coThe description presented is a sknp�celion of actual conditions encountered. Transitions between soli types may be gradual. w p wS v w r uwl O 2 y Q Pocket Penetrometer (� a �[ Torvene N $0 p� Unconfined a MATERIAL DESCRIPTION AND REMARKS hum oV ¢z Compression a U -U Trleldal Compression 173.5 SURFACE ELEVATION: 173.5 FT. (+/-) 1.0 2.0 3.0 4.0 173.2 3 inches asphaltic concrete over 6 inches aggregate j 172.7 base 82 14 se SANDY CLAY (CL) hard, moist, brown to orange brown, fine sand, trace fine gravels, low plasticity 34 15 CL 58 15 112 r 57 14 114 c 1 1 162.0 G VE LY SAND (SP) medium dense, moist, brown Estimated angle of internal friction: 38°-43e SP I i 42 9 r 1 _ i i 158.0 30 20 SANDY CLAY (CL) very stiff, moist, orange brown, low plasticity, trace fine I gravel CL fi } 155.0 CLAYEY SAND (SC) very dense, moist, brown, fine grained sand, trace clay 81 j 2 Estimated angle of internal friction: 33e-380 Sc i medium dense 28 14 i j 148.5 2 Bottom of Boring at 25 feet j i 30- I i i 35 - 3 GROUND GROUND WATER OBSERVATIONS: 0 NO FREE GROUND WATER ENCOUNTERED 5 LOWM SSOCKLSV EB -9 isnvironmental/Geotechnical/Englneedng Services 259-5D LA -10 EXPLORATORY BORING: EB -10 Sheet 1 of 2 IN DRILL RIG: MOBILE B-40 PROJECT NO: 259-5D BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-18-99 FINISH DATE: 5-18-99 COMPLETION DEPTH: 50.0 FT. TMs lop Is ■ pert of a report by Lowny As"ales, and should not be used as a document. This description to the location the Undrained shear strength (kM o Z w stand4one applies only of exploration at pro time of dulling. thdau ace conditions my differ M other locations and may change at fMs location with tine. The description presented b • aYnpMAcation of actusl conditions encountered. Transitions between soli types my be gmdusl. w Z w -- O F V _ w 7R K "' Z N rn Pocket Penetrometer IL 04 r—n A Torvane v �v y MATERIAL DESCRIPTION AND REMARKS N r3Uj ov �z • urKontinedCompresslon a. aw A U -U Tdaxiw Compression 180.5 SURFACE ELEVATION: 180.5 FT. (+/-) 1.0 2.0 3.0 4.0 180.1 4 inches asphaltic concrete over 8 inches aggregate 179.5 base 42 13 107 Q SILTY CLAY (CL) very stiff to hard, moist, dark brown, trace fine sand, trace gravel, rootlets, low plasticity 30 12 106 38 15 108 CL increase gravel, alternating clayey sand lenses 50/5• 7 117 i t 1 50/5- 4 i II 167.5 i CLAYEY SAND (SC) very dense, moist, with some gravel, occasional 84 4 1 completely weathered sandstone fragments and fine j silty sand pockets Estimated angle of internal friction: >40e I I 63 6 1s I j 2 sc i i I dense 68 5 ii 25 i 153.5 i l SILTY CLAY WITH SAND (CL) very stiff, moist, orange brown, trace fine gravel, low plasticity 30 19 119 3 j f CL i 146.5 50/6- Z 5 i SP 145.5 3 Continued Next Page e GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED 5 LO"v EIFASSOCIATES EB -10 Envlronmental/Geotechnlcal/Engineedng Services 259-5D LA -10 EXPLORATORY BORING: EB -10 Cont'd Sheet 2 of 2 DRILL RIG: MOBILE B-40 PROJECT NO: 259-5D BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-1849 FINISH DATE: 5-18-99 COMPLETION DEPTH: 50.0 FT. This log Is a pat o1 a report by Lowey Assodates, and should not be used as a Undrained Shear Strength eland -done document This deeaiptlon applies only to he bcallon of the e>ploration (W $ O i w at the time of chilling. Subsurface conditions may differ at other local) arW may change at this bcelbn with time. The deaaiC presented Is 1: shnplificdlm o1 aduol conditions encountered. TransWons between soN types may be gradual. w Q U ^ r _ w y Z a� N O Pocket Penetrometer G F w Ti a w v a c_*0 Torvane o" J 4J y wv s MATERIAL DESCRIPTION AND REMARKS o wWm ? ¢ANO onf •uncnedcompresalon N ate" U O KZ A U•U Trlmdat compression 145.5 3 1.0 2.0 3.0 4.0 :. GRAVELLY SAND (SP) very dense, moist, orange -brown, subangular gravel to 1 inch I Estimated angle of internal friction: >42° 50/5" 3 4 I I SP 64 4 45 � 1. 131.8 - 25 23 91 ii i SILTY CLAY (CL) CL 130.5 very stiff Bottom of Boring at 50 feet i 55- 60 � I i I 65 t I I I � I I 70- I GROUND WATER OBSERVATIONS: 3 NO FREE GROUND WATER ENCOUNTERED 5 LOW M ASS0CIATES EB -10 Envkonmental/Geotechnkd/EnginoWng Services 259-5D LA -11 EXPLORATORY BORING: EB -11 Sheet 1 of 1 DRILL RIG: MOBILE B-40 PROJECT NO: 259-5D BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-19-99 FINISH DATE: 5-19-99 COMPLETION DEPTH: 30.0 FT. This log Is a part of a report by Lcwney Associates, and should not be used as a Undralned Shear strength stand-alone document This description applies orgy to the location of the exploration (ksf) Z Z at the time of drilling. Subsurface conditions may differ at other locations and may charge at this location with time. The description presented Is a simplification of W ZO W 2 y > Q Pocket Penetrometer O ^ _ �w�F actual condhlons encountered. Transitions between soil types may be gradual. a H 4 W of H Z LL a N 0 Torvane ¢� v O z O z oa F—$ w W. N MATERIAL DESCRIPTION AND REMARKS 0 W m vai 20 }" o 0 oz Unconfined Compression P a W a- A, U -U Triaxial Compression 180.5 SURFACE.ELEVATION: 180.5 FT. 1 1.0 2.0 3.0 4.0 180.2 0 3 inches asphaltic concrete over 9 inches aggregate 179.5 base 41 12 118 61LI-Y CLAY (CL) very stiff to hard, moist, brown to orange brown, trace fine sand, some medium to fine gravel, low plasticity 36 16 > 5 53 > CL 50/5" 15 97 10 10 Clayey Sand Lense 167.0 50/6" 11 108 SANDY CLAY (CL) hard, moist, orange brown, some fine sand, low 15 plasticity CL 34 9 2 157.0 GRAVELLY SAND (SC) medium dense, dry, orange brown, with some clay, zs 4 25 subrounded gravel to 3/4 inch Estimated angle of internal friction: 35e-41° Sc 152.0 SILTY CLAY CL hard, moist, orange brown, some fine to medium sand 150.5 30 Bottom of Boring at 30 feet E "n 35 i q rr e GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED i L'T E1'ASSOCIATES EB -11 Environmental/Geotechnical/Engineering Services 259-5D LA -12 EXPLORATORY BORING: EB -12 Sheet 1 of 1 Is DRILL RIG: MOBILE B-40 PROJECT NO: 259-51) BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-19-99 FINISH DATE: 5-19-99 COMPLETION DEPTH: 30.0 FT. ThIs log Is a part of a report by Lowney Assocates, and should rat be used as a description Undralned Shear Strength (k8Q = o Z stand-alone document. ThIs applles only to the locallon of the exploration at the time of drilling. Subsurface conditions may differ at other bcat+ons and may change at this location with time. The description presented Is a sknplifloallon of actual conditions encountered Transitions between soil types may be gradual. W Z w O F zF- w ," t7 3 w Q d Pocket Penetrometer FkU a c v Q.W C CJ7 to O. E Z �i WO V S Torvane O m MATERIAL DESCRIPTION AND REMARKS N a�g f0 0� zz • Unconfined Compression li A U -U Triatdal Compresalon 173.0 SURFACE ELEVATION: 173.0 FT. (+/-) 1.0 2.0 3.0 4.0 172.7 3 inches asphaltic concrete over 5 inches aggregate 1 172.2 base 54 18 115 SILTY CLAY (CL) hard to stiff, dry to moist, orange brown, trace fine to medium sand, low plasticity, rootlets i increase sand as 17 ( 58 16 113 sand tense I cL l 41 17 98 1 I 15 12 I ' 15 I I I � 156.5 :. 1 I SILTY SAND (SM) -: medium dense, moist, orange brown, fine uniformly I graded sand, trace clay :• Estimated angel of internal friction: 330-390 25 10 35 2 SM l increase clay 148.5 25 29 8 GRAVELLY SAND (SC) medium dense, dry to moist, brown, with some clay, I subangular gravel to 3/4 inch Sc l 145.1) :• l ` GRAVELLY SAND SP =: very dense, dry, brown, gravel to 1 inch, trace clay sp 70 5 143.0 3 Estimated angle of internal friction: >42° 1 Bottom of Boring at 30 feet i I 1 I I i i � j 1 3 1 S I 1 i T GROUND WATER OBSERVATIONS: 0 NO FREE GROUNDWATER ENCOUNTERED 5 1.O1T1�/NE FASSOCIAMS EB -12 Environmental/Geotechntoal/EngirtaMng Services 259-5D LA -13 IF EXPLORATORY BORING: EB -13 Sheet 1 of 1 DRILL RIG: MOBILE B-40 PROJECT NO: 259-513 BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-19-99 FINISH DATE: 5-19-99 COMPLETION DEPTH: 30.0 FT. TNs log Is e part ofs report by Lowney Aaeodates, and should not be used as a Undralned Shear Strength (ksd) z Q y wuj stand-alone doament. This description applies only to the location of the exploration at the time of drilling. subsurface conditions miry Mor at other locations and may Marge at tits bcatlon with time. The description presented lea elmplHcatlon of conditions encountered. Transitions between soil types may be gradual. ,y O w ,.. C1 3 Q m O Pocket Penetrometer acv C ��a�O r ui aactual Tarvane D v• MATERIAL DESCRIPTION AND REMARKS L �v 0— z Unconfined ed CampreeelonUj 0. A U -U Trtexlal Compression 172.5 SURFACE ELEVATION: 172.5 FT. (+/-) 1.0 2.0 3.0 4.0 172.2 3 inches asphaltic concrete over 5 inches aggregate I 171.7 base 60 12 120 25 1 SANDY CLAY (CL) hard, moist, orange brown, fine to coarse grained, CL some silt, occasional gravel, thin sandy lense at 2 feet 168'5 50/6" 6 e2 SILTY CLAY (CL) CL 167.0 33 7 GRAVELLY SAND (SC) dense to very dense, brown, subangular gravel to 3/4 ' inch, with trace to some clay 62 5 decreasing clay Estimated angle of internal friction: 380- >420 1 increase sand Sc 92 6 1 154.5 I SILTY CLAY (CL) very stiff, moist, brown, low plasticity, trace fine sand 46 19 2 CL 49 16 113 I I i 2 s � i I 45 15 116 I 1 I ' I 142.5 3 i Bottom of Boring at 30 feet i � I I 35 - GROUND GROUND WATER OBSERVATIONS: o NO FREE GROUND WATER ENCOUNTERED 5 LOWM `SSOC `TS EB -13 Environmental/Geotechn[cal/Engineering Services 259-5D LA -14 IF EXPLORATORY BORING: EB -14 Sheet 1 of 1 DRILL RIG: MOBILE B-40 PROJECT NO: 259-51) BORING TYPE: 8 -INCH HOLLOW STEM PROJECT: VALLCO EXPANSION LOGGED BY: LML LOCATION: CUPERTINO, CALIFORNIA START DATE: 5-19-99 FINISH DATE: 5-19-99 COMPLETION DEPTH: 30.0 FT. Tbls log Is a pert of a report by L.amey Associates, and should not be used as a Undrained Shear Strength (k✓f) Z O °z stand-alone document This description applies only to the location of the exploration at the tlms of ddlif". Subsurface condlllons may differ at other locations and may2 change at this location wfth Urns. The description presented Is a stmpliticaticn of actual conditions encountered. Transitions between soh types may be gradual. w 0 v ^ t.. w yt a:''' 0 (40O Pocket Penetrometer ¢�rn� 'U' �Q Q 7orvane Qv 0 m 20 • Unconfined Compression Uj MATERIAL DESCRIPTION AND REMARKS a 0 40 I A U -U Triwdal Compression 172.5 SURFACE ELEVATION: 172.5 FT. (+/-) 1.0 2.0 3.0 4.0 172.2 3 inches asphaltic concrete over 5 inches aggregate 171.7 base 42 14 123 SANL)Y CLAY (CL) hard, moist, orange brown, fine sand, some silt, trace coarse gravel CL increase sand and gravel az 11 toe 55 I p 167.5 5 CLAYEY SAND (SC) medium dense, dry, brown, with some fine gravel 32 10 j Estimated angle of internal friction: 360-40° 42 28 decrease clay se 1 i 34 7 I 15x.5 SANDY GRAVEL (GC) dense, dry to moist, brown, trace to some clay 43 e 1 GC � f I 155.5 SILTY CLAY (CL) hard, moist, brown, some fine sand, trace gravel, low plasticity 66 22 107 e9 142 CL 148.0 2 55 22 105 SANDY CLAY (CL) hard, moist, orange brown, low plasticity I CL 143.050l6^ 142.5 3 14 i A D VEL ( ) GC I very dense, moist, brown, subangular gravel to 1 inch, trace to some da ottom of onng at 30 feet 35 - g GROUND WATER OBSERVATIONS: GROUND 0 NO FREE GROUND WATER ENCOUNTERED S �T ENFASSOCv U `S EB -14 Environmental/Geotechnlcal/Engineering Services 259-5D [NfU RIG ' Continuous Flight Auger SURFACE ELEVATION (Approx.)lLOGGED By R.R. _190' DEPTH TO C*?OIXdOWATER Not Established BORING DIAMETER 6 InchestDATELLED 6/4/74 906042W WAMOM -ral DESCRIPTIONAND CLASSIFICATION �4 wDEPTH� m F Ww Z v� rADESCHfPI'ION AND REMARKS COLOR CONSIST. 7YOPE (feet)'= h O Ui 3" Asphaltic Concrete over 6" Baserock 1 x 13 CLAY, silty with trace of sand brown stiff CL 2 and grave I 3 x 21 28 4 x 13 5 6 (grading more sandy and very 7 gravelly) stiff 8 9 x 15 24 10 Bottom of Boring = 10 Feet 11 12 13 14 15- 16 17 18 19 20 EXPLORATORY BORING LOG LOWNEY KA LDV EER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological Engineers Cupertino, California PROJECT N0. DATE SHEET NO. BORING 259-5 June, 1974 1 OF 1 No. EB -1 BRILL FlfG Continuous Flight Auger SURFACE ELE%ATION 188' (approx .) LOGGED BY R.R. DEPTH TO CAOLIND'WATER Not Established UORING DIAMETER 6 Inches [24TE DRILLED 6/4/74 DESCRIPTION AND CLASSIFICATION "' r-. Z w � cn DEPTH Q H2 MUM Y v ii wD w10 0Z� y DESCRIPTION AND REMARKS COLOR CONSIST. SOILTYPE NN ~ E}eet3 w ir 3" Asphaltic Concrete over 6" Baserock brown stiff 1 x 13 10 CLAY, sandy, gravelly CL 2 gray- very brown stiff 3 x 17 Bottom of Boring = 10 Feet LOWNEY - KALDVEER ASSOCIATES Foundation/Sail/Geological Engineers 4 x 17 17 5 6 7 8 9 x 20 10 11 12 13 14 15- 16 17 18 1.9 20 EXPLORATORY BORING LOG VALL.CO PARK REGIONAL SHOPPING CENTER Cupertino, Cali forn i a PROJECT NO. DATE SHEET NO.BORING 259-5 June, 1974 1 of 1 I NO. 2 EB -2 DRILL RIG ' Continuous Flight Auger SLNIFACE ELEVATION 187' (Approx.) LOGGL•D BY R. R. 1 DEPTH TO GIOJWI TER Not (Established BORING DIAMETER 6 Inches GATE DRILLED 6/4/74 DESCRIPTION AND CLASSIFICATION 15 � DESCRIPTION AND REMARKS DEPTH Q SOIL z }FS U a$ w�� cn COLOR CONSIST. TYPE (feet) V) N F F 3 w cc CLAY, silty brown stiff CL (trace of coarse sand and gravel) brown 4 5 -It VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soli/Geological Engineers Cupertino, California PROJECT NO. DATE SHEET NO. BORING 3 2595 June, 1974 1 of 1 No. EB -3 1 x 15 very stiff 2 x 17 16 3 (trace of coarse sand and gravel) brown 4 5 x 18 GRAVEL, sandy, silty medium GM yellow- dense 6 7 SAND, gravelly, silty loose SM brown 8 9 x 10 7 10 Bottom of Boring = 10 Feet 11 Note: The stratification lines 12 represent the approximate boundary between soil 13 types and the transitions may be gradual. 14 15- 16 17 18 19 20 LOWNEY , KALDVEER ASSOCIATES EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soli/Geological Engineers Cupertino, California PROJECT NO. DATE SHEET NO. BORING 3 2595 June, 1974 1 of 1 No. EB -3 Dl11L1. RG Continuous Flight Auger SURFACE ELEVATION 184' (Approx.) LOCkkD BY R.R. DEPTH TO G401.fND`AAT'ER Not Established BORING DIAMETER 6 Inches DATE DRILLED 6/4/74 DESCRIPTION AND CLASSIFICATION "' It SOIL DEPTH U d W; 0 = _N z be H DESCRIPTION AND REMARKS COLOR CONSIST. TYPE (feet) �J N F y g Qi u CLAY, silty brown very CL stiff 1 (trace of gravel) .SAND, gravelly, clayey (grading more gravelly) Bottom of Boring = 9 Feet Note: The stratification line represents the approximate boundary between soil types and the transition may be gradual. x 7 18 2 x 24 brown medium SC 3 dense LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers 4 x 11 13 5 GC 6 7 8 X 7 29 9 011 10— I I 12 13 14 15- 16 17 18 19 20 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO. BORING 4 259-5 June., 1974 1 of 1 NO. EB -4 'QAILL RIG Continuous Flight Auger SURFACE ELEVkTIO14 183' (Approx.) UX;GED BY R.R. DEPTH TO G6XXNDWATER Not Established BORING DIArIrETER 6 Inches DATE DRILLED 6/4/74 DESCRIPTION AND CLASSIFICATIONv, ti z m � �� w DEPTH Q w U - -, m a w Z) F ti e DESCRIPTION AND REMARKS COLOR CONSIST. il.N TOPE (fast) cn N ~ w .2p �Cd GRAVEL, clayey with some brown medium GC cobbles dense -7 (grading less clayey, more silty) SAND, gravelly, clayey Bottom of Boring = 10 Feet Note: The stratification line represents the approximate boundary between soil types and the transition may be gradual. 1 x GM 2 x 4 dense tc 3 very dense 4 X 5 6 7 brown 'medium SC dense I LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers W 8 9 x 7 19 10- I 12 13 14 15- 16 17 18 19 20 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO. BORING 5 259-5 June, 1974 1 OF ] No. EB -5 (MILL RIG 'Continuous Flight Auger SURFACE ELEVATION 173' (Approx.) LOGGED BY R.R. DEPTH TO U4X8,, MATER Not Established ©ORING DIAAOETER 6 InchesDMTE DRILLED 6/5/74 DESCRIPTION AND CLASSIFICATION z m z DEPTH Q W u a ui D U) '_ l - rn DESCRIPTION AND REMARKS COLOR CONSIST. SILTOPE (feel) N `" N ~ Z 8 w CLAY, silty dark stiff CL 'brown 1 x 20 14 Liquid Limit = 44% Plastici Index = 22% 2 Passing 200 Sieve = 76% x 22 9 Note: The stratification line represents the approximate boundary between soil types and the transition may be gradual. SAND, gravelly, clayey to GRAVEL, sandy, clayey (grading less gravelly, more silty) 3 brown 4 x 17 9 5 6 7 8 9 x 12 10 11 12 13 14 gray- medium SC- x 8 19 brown dense GC 15- I LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers 16 17 dense 18 SM 19 X 7 40 20 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO.BORING 259-5 June, 1974 11 Of 1 NO. 9 WILL RIG Continuous Flight Auger SURFACE EL.E\AITION 179` (Approx.) UJGGED BY R.R. bEPTH TOG-,Ar47NATER Not Established BORING DIAWETER 6 Inches WE DRILLED 6/5/74.�� DESCRIPTION AND CLASSIFICATION 14 r z } � DESCRIPTION AND -REMARKS COLOR CONSIST. DEPTH Q SOIL in Uj u 2 wZ) �j v� r- Uj W o TYPE (feet) N N w 2 a x CLAY, silty brown stiff CL 3 EB -10 1 x 14 (grading sandy) 2 x 12 11 3 4 x 7 5 brown dense 6 7 GRAVEL, sandy with clay binder GC 8 9 x 5 49 brown stiff 10 11 CLAY, silty CL 12 13 14 x 16 16 15- 16 very 17 stiff 18 light 19 20 x x brown 20 SAND, silty, fine grained medium dense SM EXPLORATORY BORING LOG LOWNEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological Engineers Cupertino, California PROJECT NO. DATE SHEET NOBORING No. 10 259-5 June, 1974 1 OF 21 EB -10 DRILL RIG , Continuous F I i ght Auger SURFACE ELEVATION 179' (Approx.) LOGGED BY R. R. t)EpTH TO GfiOMIDWATER Not Established BORING DIAMETER 6 Inches DATE MILLED 6 5%74 DESCRIPTION AND CLASSIFICATION �, z r � z L DEPTH Q x 20 U N CO Co (n Z 0 DESCRIPTION AND REMARKS COLOR CONSIST. TOPE (feet) (n N ~ 5 OV in SAND, silty, fine grained light medium SM (Continued) brown gray- dense very 21 22 SAND, gravelly, silty SM brown dense 23 24 x 5 58 25- 26 27- 28 29 x 55 I Bottom of Boring = 30 Feet Note:: The stratification lines represent the approximate boundary between soil. types and the transitions may be gradual. LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO. BORING 259-5 June, 1974 2 OF 2 NO. 10 EB -10 I DtiILLR!G Continuous Flight Auger SURFACE ELFVe TION 1811 (Approx.) LOCGED BY R. R. DEPTH TO'4'C AVYWATER Not Established BORING DIAM-TER 6 Inches LLED 6/6/74 Imam DESCRIPTION AND CLASSIFICATION XMWMMM F z N "' very DESCRIPTION AND 2 DEPTH Q SOIL -) - A -0 t] � i-' 'e -_ p Z REMARKS COLOR CONSIST. TYPE (feat) U a 66 ccw CLAY, silty brown sti ff CL 3 19 34 x 13 Dry Density = 101 pcf Unconfined Compressive Strength= 5, 300 psf LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers hard 13 14 23 41 15- 16 17 18 19 x 34 -.20- EXPLORATORY 0EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEIA NO. BORING 259-5 June, 1974 1 OF 3 NO. 11 EB -11 1 Dry Density = 105 pcf very 2 Unconfined Compressive stiff to Strength = 4,400 psf hard 3 19 34 4 5 6 7 GRAVEL, sandy, clayey gray- brown dense GC 8 Dry Density = 116 pcf 9 10 40 10- CLAY, silty brown . very 11 CL stiff to r 12 Dry Density = 101 pcf Unconfined Compressive Strength= 5, 300 psf LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers hard 13 14 23 41 15- 16 17 18 19 x 34 -.20- EXPLORATORY 0EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEIA NO. BORING 259-5 June, 1974 1 OF 3 NO. 11 EB -11 DRILL RIG ' Conti nuous F I ig ht Auger SURFACE ELEVATION 181' (Approx.) LOGGED BY R.R. DEPTH TO GROUNDWATER Not Establ ished BORING DIAMETER 6 Inches DATE DRILLED 6/6/74 DESCRIPTION AND CLASSIFICATION z a� � y DEPTH oc Y � O `i-= g H w DESCRIPTION AND REMARKS COLOR CONSIST. 70YPE (f eo ' . O U O p "i 22 17 U Co CLAY, silty brown very CL SAND, silty, fine to medium grained CLAY, silty (occasional lenses of silty sand) brown brown LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers stiff L 21 22 23 24 25 x 29 26 27 EB -11 28 29 x 22 17 30 31 32 33 medium dense very 34 35 24 SM CL stiff 36 37 38 39 x 19 17 40 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO. BORING NO. 11 259--5 June, 1974 2 OF 3 EB -11 I.DkL RIG Continuous F I ight Auger . SURFACE ELEVATION 181' (Approx .) LOGGED BY R. R. DEPTH TO GROUNDWATER Not Established BORING DIAMETER 6 Inches DATE DRILLED 6/6/74 DESCRIPTION AND CLASSIFICATION -0- <n �z 1W "' W DEPTH a v i DESCRIPTION AND REMARKS COLOR CONSIST. SOIL TYPE (feet)cc �y cn in O o w �U CLAY, silty (Continued) brown very CL stiff 26 41 42 43 44 x Bottom of Boring = 45 Feet I I i 45 Note: The stratification lines represent the approximate boundary between soil types and the transitions may be gradual. LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO. BORING 259-5 June., 1974 3 OF 3 No. 11 EB -11 Dltit.t. itiGContinuous Flight Auger WIFACE ELE\,TION 180' (Approx.) Loc�cED BY R. R. DEPTH TO G110 NOWINTER Not Established "RING DIAMETER 6 Inches Dl4TE MILLED 6/6/71 DESCRIPTION AKD CLASSIFICATIONN N r z �°_'4. � z `. � DEPTH a DESCRIPTION AND REMARKS COLOR CONSIST. SOIL �j v> 010 TYPE. Cfact) U g CLAY, gravelly dark very CL brown sti ff 1 3 x X 15 22 33 4 11 21 5 6 7 brown 8 GRAVEL, sandy, silty dense GM 9 X 8 39 10- 1 12 CLAY, silty brown hard CL 13 14 X 35 15- 16 17 pry Density = 106 pcf Unconfined Compressive 16 Strength = 31800 psf 19 (grading very silty) CL- x 21 43 ML 20 EXPLORATORY BORING LOG LOWNEY KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation /Soil /Geological Engineers Cupertino, Cal i fornix PROJECT NO. DATE [June, SHEET NO. BORING 12 No. 259-5 1974 1 OF 2 EB -12 r[)f!Itt RIG Continuous Flight Auger suff E ELEVATION 180' (Approx.) LOG&ED f3Y R.R. DEPTH TO GROMDWATER Not Established BORING DIAMETER 6 Inches DATE DRILLED 6/6/74 DESCRIPTION AND CLASSIFICATION -° t- U. DEPTHa U -j 4- t- ti ae H DESCRIPTION AND REMARKS COLOR CONSIST. SOIL (feet) vi � V o p in TYPE v w CLAY, silty to SILT, clayey brown hard CL - (Continued) ML r2l Dry Density = 98 pcf Unconfined Compressive Strength = 1,800 psf Bottom of Boring = 30 Feet I Note: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. LOW_NEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers 22 23 24 26 45 5 26 very 27 stiff 28 29 x 30 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, Ca i i forni a PROJECT NO. DATE SHEET NO, BORING 259-5 June, 1974 2 OF 2 NO. 12 EB -12 PILL RIG 'Confinuous Flight Auger suRFACE ELEVATIOfl 183' (Approx.) L0GGFD BY R.R. DQTH TO M- M)VMTER Not Established BORING DiA,'✓UER 6 Inches DOTE DRILLED 6/6/74 DESCRIPTION AND CLASSIFICATION 7 7-: DEPTH N z Y "'•— M Z. w DESCRIPTION AND REMARKS COLOR CONSIST. SOIL` a �y v, 0 o `�V "' Z �' 6 TYPE (feet) 0 4 4 CLAY, silty with occasional brown firm CL 5 lenses of very fine grained sand 1 6 Dry Density = 109 pcf Unconfined Compressive Strength = 3,800 psf Dry Density = 101 pcf Unconfined Compressive Strength = 4,200 psf LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers 7 40 1 .: 28 EB -13 2 x 25 3 stiff 4 5 6 7 8 very 9 stiff 19 to hard 10 11 12 13 14 24 15- 16 very 17 stiff 18 19 20 x EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO. BORING NO. 13 1 2.59-5 June, 1974 1 OF 2 7 40 1 .: 28 EB -13 M-1 Lt- RIG Continuous Flight Auger SURFACE ELEVATION 183' (Approx.) L.0 iGED By R. R. D0171.1 TO C410MEYWATER Not Established BORING DIAMETER 6 Inches DATE DRILLED 6/6/74 DESCRIPTION AND CLASSIFICATIONz � ~ LU � DEPTH it 4 Y a CL LE�= � w q M , DESCRIPTION AND REMARKSCOLOR CONSIST. TYPE (feet IL g U O 0 O CLAY, silty (Continued) brown very CL stiff Bottom of Boring = 30 Feet LOWNEY , KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers 21 22 hard 23 24 x 49 25- 26 very 27 stiff 28 'T 29 x 20 31 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO. BORING 259--5 June, 1974 2 OF 2 NO. 13 EB -13 -MILL RIG Continuous Flight Auger SL)RFATE ELDATION 184' (Approx•) LOGltD By R.R. DEPTH TOGPO-"DYATER Not Established "IN(; DIA,MEMR 6 Inches DATE DRILLED 6/6/74 DESCRIPTION AND CLASSIFICATION �F�DESCRIPTION i.- w DEPTH 7g, - AND REMARKS COLOR CONSIST. SOIL B= x (feet) j g 8 w � K 5 CLAY, silty with trace of coarse brown stiff CL sand 7 . 1 2 3 4 x 21 10 5 6 very 7 stiff to Dry Density = 107 pcf hard 8 Unconfined Compressive Strength = 2,700 psf 9 19 53 10- 11 12 SAND, gravelly with some clay brown dense SC binder to very 13 dense Dry Density = I:18 pcf 14 15 68 15- brown very 16 17 CLAY, silty to SILT, clayey CL- stiff ML I LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers 18 19 x 18 27 20 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO.BORING 259-5 1 June, 1974 1 OF 2 No. 14 EB -14 G6+;1_LRIG Continuous f=light Auger SURFACE ELEVATION 184' (Approx.) LOGGED By R.R. DE -PTH TOGFOLADWATER Not Established BORING DIAMETER 6 Inches DATE DRILLED 616174. DESCRIPTION AND CLASSIFICATION- 2u, T z DESCRIPTION AND REMARKS DEPTH Q v � � " �- V) ) COLOR CONSIST. TOIL PE ( tact) N U g w CC m CLAY, silty to SILT, clayey brown very CL= (Continued) stiff ML 21 (grading less silty) NIP CLAY, sandy I brown I hard ICL Bottom of Boring = 30 Feet Note: The stratification lines represent the approximate boundary between soil types and the transitions may be gradual. LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers 22 23 24 25 26 27 28 29 X I I I 1 1 132 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHE E I N0. BORING 14 259-5 June,. 1974 2 OF 2 NO, EB -14 D}iiLL R►G Coni inuous Flight Auger SLAIFACE ELEU,%TION 1136' (Approx.) LOGGir) BY A. K . (i -PTH TO U10LAbYWATER Not Established 6('f1iNG DIA.MnER 6 Inches DATE IN LLED 6/7/74 DESCRIPTION AND CLASSIFICATION v W a � 7DEPTH Q U a �` �HaY V DESCRIPTION AND REMARKS CALOR CONSIST. TOS N �'U w a CLAY, silty, trace of fine sand dark very CL brown stiff 1 2 3 4 Z. 19 21 5 6 7 CLAY, silty, sandy, gravelly brown hard CL 8 Dry Density = 109 pcf 9 22 39 Unconfined Compressive Strength = 31500 psf 10- '12 p•12 CLAY, silty tan hard CL- 13 CH Dry Density = 107 pcf 14 Unconfined Compressive /120 57 Strength = 5,100 psf 15 - (gradin 9 5(grading siltier with depth) very CL 16 stiff 17 18 19 x 21 28 20 EXPLORATORY BORING LOG LOWNEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation /Sail /Geological Engineers Cupertino, California PROJECT NO. DATE: SHEET NO. BORING 15 259-5 1 June, 1974 1 OF 2 No. DRILI- RIG Continuous Flight Auger SURFACE Elf-VAfION 186 DEPTH TOCKJaN1DWATER' ~~ _______,_86� (A.pp'Ox.) Not Established l-OGGEb BY A.K. BORING DIAPv1ETER 6 Inches DATE DRILLED 6/j/74 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS COLOR to DEPTH ¢ Q, a W �- '� w i CONSIST. 501E TYPE (feet) 11� b W c z ae V CLAY, very silty (Continued) �U �p m tan very CL (grading sandy and gravelly with depth) (rock blocked end of split spoon sampler) Bottom of Boring = 29.5 Feet Note: The stratification lines represent the approximate boundary between soil types and the transitions may be gradua I . LOWNEY KALDVEER ASSOCIATES Foundation /Soil /Goological Engineers stiff hard 21 22 23 24 x 25 26 27 28 29 x 30 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO. BORING 259-5 June, 1974 2 OF 2 NO. 15 EB -15 WILL RIG Continuous Flight Auger SURFACE ELEv.,ITIQN 186' (Approx.) LOGGED gy A. K. DEPTH TOGROU;.+WATER Not Established BORING DIAIvPETER 6 Inches [.LATE DRILLED 6/7/74 WaSIMMOSEROM DESCRIPTION AND CLASSIFICATION r-. z --- W DEPTH Qv cn $ a � i r ae h DESCRIPTION AND REMARKS COLOR CONSIST. ) TOPE - � � y U O C}0ei a rc�� CLAY, silty, trace of fine sand dark very CL hrnwn Stiff Dry Density = 104 pcf Unconfined Compressive Strength = 6,400 psf CLAY, silty, sandy (well graded)I brown I hard gravelly (fine) Dry Density = 115 pcf Unconfined Compressive Strength = 4,500 psf CLAY, silty (grading siltier with depth) tan LOWNEY - KALDVEER ASSOCIATES Foundation /Soil /Geologic,&[ Engineers hard very stiff 1 2 3 4 5 6 CL 7 8 9 10 11 12 CL 13 14 15- 16 17 18 19 x 20 EXPLORATORY 20 15 22 t BORING LOG 24 91 91 23 VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO. BORING 259-5 June •1-974 -iop 2 NO. 16 Note: The stratification lines represent the approximate boundary between soil types and the transitions may be gradual . EXPLORATORY BORING LOG LOWMEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological Engineefs Cupertino, California PROJECT NO. DATE SHFET NO. I BORING 259-5 :lune 1974 2 cIF 2 No. 16 EB -16 [RILL RIG Continuous F I ight Auger SURFACE ELEVATION 18.61 (Approx. % LOGGED BY A.K. DEPTH TO U90UN'D/dATER Not Established BORING DIAMETER 6 Inches DATE DRILLED 6/7/74 DESCRIPTION AND CLASSIFICATION v "' d W DEPTH Q arc ;oF-uti d Z SOI L DESCRIPTION AND REMARKS COLOR CONSIST. TYPE (feet) c9S O o .0 �lJ �u co CLAY, very silty (Continued) tan very CL stiff 21 (grading with fine sand 22 with depth) hard 23 24 x 37 25 (grading less sandy with 26 depth) 27 28 29 x 17 53 Bottom .of Boring = 29.5 Feet 30 Note: The stratification lines represent the approximate boundary between soil types and the transitions may be gradual . EXPLORATORY BORING LOG LOWMEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological Engineefs Cupertino, California PROJECT NO. DATE SHFET NO. I BORING 259-5 :lune 1974 2 cIF 2 No. 16 EB -16 GRiu. RIG Continuous Flight Auger SURFACE ELBATION 185' (Approx.) LOGGED By A.K. DEPTH TOC 3IXt?<)WATER Not Established BORING DIA METER 6 Inches DAT DRILLED 6/7/74 DESCRIPTION AND CLASSIFICATION � N � zz T `��' z DEPTH Q �j DESCRIPTION AND REMARKS COLOR CONSIST. SOIL ' `�j � O in TYPE (feet) a CLAY, silty, trace of fine sand dark very CL brown stiff 1 2 3 4 20 18 5 6 CLAY, silty, sandy (well) CL brown hard 7 8 SAND (well), gravelly (fine and brown dense SC - medium), clayey SW 9 9 38 10 brown dense 11 12 GRAVEL, sandy GW 13 14 x 39 SAND, ' clayey, gravelly SC - brown dense SW 15- 16 very 17 dense 18 19 x 8 50/7" 20 EXPLORATORY BORING LOG LOWNEY-KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation /Soil /Geological Engineers Cupertino, California PROJECT NO. DATE SHEET NO. BORING NO. 17 259-5 1974 1 OF 2 EB -17 DRILl_RIG Continuous Flight Auger SURFACE ELEVATION i85' (Approx.) LOGGED BY A.K. EPTH TO C�OiJND WATEP, Not Established BORING DIAMETER 6 Inches � DATE DRILLED --- roll XV DESCRIPTION AND CLASSIFICATIONN Z oma: � Y - DEPTH G u az 0 u t7 Z c~ii DESCRIPTION AND REMARKS _ COLOR CONSIST. SOIL �y vt ou O O of C) TYPE (feet) v x SAND, clayey, gravelly brown very SC - (Continued) dense SW 21 22 . 23 24 x 83 25 26 27 28 29 30 x 6 84 Bottom of Boring = 29.5 Feet Note: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. LOWNEY-KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CE Cupertino, California PROJECT NO. DATE SHEET N0. BORING 259-9 Tww 1974 OF No. 17. E EB -17 °Coni i nuous 1 I i ht �u ear stJSIFArE EL �L�S,�"�"�" LIIF'rM +O C4 x -' �- -_ bl 104' (Aj royx.1 L000ED UY . w ,. �riR Not Established" �- BORING WkwTER 6 Inches A. I� , _ raarEIL�� DESCRIPTION I%7q. �D CLASSIFICATION DESCRIPTION AND w z �l REMARKS DEPTH a x _j Z ' - z I� COLOR CONSIST. SOIL Q �' a ? NppF � �L SAND, gravelly TYPE Cfeoc) V U `n b brown dense SW � rr CLAY, silty (grading siltier with depth) 1 2 3 4 5 6 medium 7 dense 8 9 9 10 11 brown hard 12 CL LOWNEY • KALDVEER ASSOCIATES Foundation/Sell/Geological Enoineers 43 20 CH 13 14 50 15 very CL 16 stiff 17 18 19 19 18 20 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING. CENTER Cupertino, California PROJECT NO. DATE SHEET NO. 259-5 June 1974BORING 1 of 2 No. 18 f�E111-1_ RIG 'Continuous Flight Auger SURFACE ELEVATION— 184' (ArprOX.) LOGGED BY Y A.K. �� I Ilk f TFf TO GROL)NDWATFR Not Established BORING DIAMETER 6 Inches DATE DRILLED 6/7/71. DESCRIPTION AND CLASSIFICATION SNOW Z �u' mwcKkv~-. w DEPTH vQ d 1+..—h � i— DESCRIPTION AND REMARKS COLOR CONSIST. SOIL TYPE (feet) c)i cn U O Q � y 9 U u u' m Cr CLAY, silty '(Continued) brown very CL (grading with some fine sand) Bottom of Boring = 29.5 Feet Note: The stratification line represents the approximate boundary between soi I types and the transition may be gradual. LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers stiff 21 22 hard 23 24 x 21 41 25- 26 27- 28 29 x 34 30 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET NO -PORING 259-5 June 1974 2 OF 2 NO. 18 EB -19 Dftlt.Li1K; Continuous Flight Auger SURFACEELa4ATION 180' (Approx.) LOGGED R. R. DEPTH TO G"OUP4DWATE i_,, Cstab�ish �i� SING DiAArcTER 6 Inches DATE DRILLED 6 10 74 �� 3 DESCRIPTION AND CLASSIFICATION z v�. Uj z Da DEPTH d -. CLF U aU O F- w - � F- d Sn �^ DESCRIPTION AND REMARKS COLOR CONSIST. SOIL �j � o V pp 15 TYPE (feet) U a CLAY, silty brown firm CL 6 brown very stiff to 7 8 x CLAY, gravelly to GRAVEL clayey 6 EB -20 sti ff 1 2 x 9 Dry Density = 102 pcf 3 Unconfined Compressive Strength = 1700 psf 4 20 15 5 6 brown very stiff to 7 8 CLAY, gravelly to GRAVEL clayey CL- GC medium 9 dense x 22 brown hard 10 11 CLAY, silty CL 12 Dry Density = 113 pcf Unconfined Compressive 13 Strength = 7200 psf 14 11 78/10' GRAVEL, clayey brown very GC 15 dense 16 17 (grading silty and sandy) GM 18 19 x 65 20 EXPLORATORY BORING LOG LOWNEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological Engineers Cupertino, California PROJECT NO. DATE SHEET NO. BORING No. 20 259-5 June 1974 1 of 2 EB -20 MILL RIG Continuous Flight Auger SURFACE ELEVATION 180' (Approx.) LOGGED BY R.R. DEPTH TO GROUNDWATER Not Established BORING DIAMETER 6 Inches DATE DRILLED 6110174 DESCRIPTION AND CLASSIFICATION � z C4-"' z � w N DEPTHQ U �' "�r b2 v~i{ DESCRIPTION AND REMARKS COLOR CONSIST. NEn 0U OO TOIL Cfeet) U w u� GRAVEL sandy, silty brown very GM (Continued) dense 21 22 23 24 x 25- 26 SAND, clayey brown dense SC 27 28 29 x I ==t 30 Bottom of -Boring = 30 Feet Note: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. LOWNEY - KALDVEER ASSOCIATES Foundation/Soil/Geological Engineers 6 1 57 15 1 40 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California PROJECT NO. DATE SHEET N0. BORING 259-5 June 1974 20F 2 No. 20 EB -20 'MILL RIG Continuous Flight Auger S!A7ACL ELElrAIION 180+ �AYOX.� LCiG(r(:D fry R.R. DEPTH TOGRW%4)JVATER of Established "ING DIAMETER b Inches DATE [W LLED 6/10j14 DESCRIPTION AND CLASSIFICATION �W ►- W DEPTH Q U u- o N�aq y DESCRIPTION SOIL �U Z AND REMARKS COLOR CONSIST. � Ll rn co O vi ` D TYPE •(feet) �j w CLAY, silty with occasional brown stiff CL gravel 1 x 10 Dry Density = 104 pcf 2 Unconfined Compressive 21 28 Strength = 4300 psf 3 4 5 very stiff 6 brown very 7 $ SANDravel) gravelly, clayey SC dense 9 x 8 506" 10_ 11 12 CLAY, silty brown hard CL 13 14 x 52 15- 16 brown very 17 SAND, gravelly, clayey SC dense 18 Dry Density = 109 pcf 19 7 536" 20 EXPLORATORY BORING LOG LOWNEY KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California Foundation/Soil/Geological Engineers PROJECT NO. DATE BORING 259-5 une mfl NO. 21 EB -21 DRILL RIG+ Continuous Flight Auger SURFACE FLEVATION 180' (Approx.) LOGGED BY R. R. DEPTH TO C-FaJIJi DWATER h.l0t Established BORINGDIAMETER- 6 InchestFA)ATT6/10/74[ C1iILL.ED DESCRIPTION AND CLASSIFICATION "' wDEPTHDESCRIPTION AND REMARKS COLOR CONSIST. SOIL OO N TYPE (feet) 2 v ¢ SAND, gravelly, clayey brown very SC (Continued) dense 21 brown dense 22 23 SAND, silty, very fine grained SM 24 x 36 brown hard 25 26 CLAY, silty CL 27 Dry Density = 106 pcf 28 Unconfined Compressive Strength = 3100 psf 29 16 57 30 31 32 33 (occasional gravel) 34- 91 brown very 357 36 SAND, gravelly with some SC clay binder dense. 37- 73839 38- 39- x 7 50/6" 40 EXPLORATORY BORING LOG LOWNEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological Engineers -Cupertino, PROJECT NO. -California DATE SHEET NO. BORING 259-5 June 1974 2-0-F-3-1 3 NO 21 EB -21 DnILL RIG 'Continuous Flight Auger SURFACE ELEVATION 180' (Approx.) LOGGED BY R.R. CPTH TO G sC NdOWATER Not Established BORING DIAMETER G Inches Dt10/74 __� DESCRIPTION AND CLASSIFICATION iUjDEPTH 'DESCRIPTION AND REMARKS COLOR CONSIST. SOIL TYPE (feet) u n�i a SAND, gravelly with some clay brown very SC binder (Continued) dense 41 42 43 (grading more gravelly) SC- G C 44 45 x 5 50/6 Bottom of Boring = 44.5 Feet Note: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. EXPLORATORY BORING LOG LOWNEY KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological Engineers Cupertino, California PROJECT NO. DATE SHEET NO. BORING NO. 21 259-5 June 1974 3 of DR111 RK; Continuous FIight�Auger SUWACE ELEWION�178' (Approx.) LOGca_D 1x R. R. FF [A:PTH TO Ge Wx M'ATER Not Established "ING DiAMETER 6 Inches DATE DRILLED 6/10/74 LU DESCRIPTION AND CLASSIFICATION�4• �z DEPTH ii R - '_ ►"'- DESCRIPTION AND REMARKS COLOR CONSIST. SOIL -� ti oU O 6 Q TYPE (fent) �Qj ;L SAND, gravelly, clayey brown loose SC x 13 7 Liquid Limit = 29% 1 Plasticity Index = 12% 2 Passing No. 200 Sieve = 42% x 9 medium 3 dense Dry Density = 127 pcf 4 Unconfined Compressive 17 19 Strength = 1,200 psf 5 brown medium 6 7 GRAVEL, sandy, clayey GC dense 8 9 x 8 30 dense brown dense 10 11 12 SAND, clayey with some gravel SC 13 14 40 X 15- 16 (grading more gravelly) very 17 dense 18 19 20 x 8 66 EXPLORATORY BORING LOG LOWNEY KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER foundation/Soil/Geological Engineers Cu ertino California ECT NO. [!259-5 DATE SHEET NO. BORING June 1974- 1 OF 2 No. 22 EB -22 GRILL RIG ,Continuous Flight Auger SURFACE ELEVATION 178' (Approx.) LOGGED BY R.R. DEPTH TO GROUNDWATER Not Established BORING DIAMETER 6 Inches DATE [MILLED 6/10174 NVAIMM V DESCRIPTION AND CLASSIFICATION ° "' Vl H Z N z DEPTH Y 73 t`'.- f- w `{ a Q U .� N N DESCRIPTION AND REMARKS I LN� �V COLOR CONSIST. T�PE (feet) 0 v - w SAND, gravelly, clayey brown very SC .R (Continued) dense 21 CLAY, silty with silty sand very 22 brown CL lenses stiff 23 24 24 26 x 25 Bottom of Boring = 25 Feet Note: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. EXPLORATORY BORING LOG LOWNEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California Foundation/Soil/Geological Engineers PROJECT. NO. DATE SHEET NO. BORING 259-5 June 1974 1 2 oF2 No. 22 EB -22 MILL BIG Continuous Flight Auger SURFACE FI_EVPTlOJ 181' (Approx.) LOGUD By R,It � DEPTH TO UI"' NDWATER Not Established BORING DIAMETER 6 Inches DATE DRILLED 6/10/74 sea DESCRIPTION AND CLASSIFICATION --- DEPTHm i-f DESCRIPTION AND REMARKS COLOR CONSIST. SOIL Q w `n z �� J`n TYPE (fee() w w cY CLAY, silty with trace of coarse dark stiff CL grained sand brown 1 x 14 very 2 x 24 27 stiff 3 4 x 18 5 Bottom- of Boring = 5 Feet 6 7 8 9 10 11 12 13 14 15- 16 17 18 19 20 EXPLORATORY BORING LOG LOWNEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological Engineers Cupertino, California PROJECT NO. DATE SHEET N0. BORING 259-5 1 June 1974 1 1 OF 1 NO. 23 EB -23 DvFiLL RIG�Con1fi nuous F I i; lit Aucier SU A-rf— ELEVATION 180' (Approx.) IAGa-D 13Y R.R. r DEPTH TO GRO! tTfivVATER BORINGDIAW�cTER C�7[ WILLED 6 Inches 6 10 74 DESCRIPTION AND CLASSIFICATION �, z a) z DEPTH Q v o'.O~'e\ DESCRIPTION AND REMARKS COLOR CONSIST. SAIL cn SCJ O 8 TYPE Cfem w a CLAY, silty with trace of coarse dark firm CL grained: sand brown 1 x 18 8 Liquid Limit= 37% stiff 2 Plasticity Index = 18% x 10 Passing No. 200 Sieve = 64% 3 very stiff 4 18 22 Dry Density = 104 pcf Unconfined Compressive 5 Strength = 2300 psf 6 hard 7 8 (grading more sandy) brown 9 16 57 Dry Density = 115 pcf Unconfined Compressive 1D Strength =6800 psf 1 1 12 13 very stiff 14 x 26 15 16 (grading less sandy) 17 18 19 x 23 20 EXPLORATORY BORING LOG L 0 W N E Y - K A L D V E E R ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological Engineers Cupertino, California PROJECT NO. DATE SHEET NO, BORING 2 59-5-1 June 1974 1 OF 3 NO- 24 EB -24 DRILL RIG' to Q � SURFACE ELEVATION A(JprOXs LUGGED [3YR R DEPTH TO GW)uNDWATER Not Established BORING DIAMETER 6 Inches DATE DRILLED 6/10/74 �� DESCRIPTION AND CLASSIFICATION U1w DEPTH v a Z v' H ae d SOIL DESCRIPTION AND REMARKS COLOR CONSIST. TYPE (feet) N o z N 'Vo w CLAY, silty with trace of coarse brown very CL grained sand (Continued) stiff 21 22 SAND, gravelly, clayey brown medium SC 23 24 21 x 25 dense to 26 very 27 dense 28- 29- x 88/9" 30 GRAVEL, sandy, silty gray— very GM 31 brown dense 32.- 33- 34- 23334 x 6 54/6" 3 SILT, clayey -to CLAY silty brown very ML- 36 stiff CL 37- 3.8- 39- 28 73839 28 x 4 EXPLORATORY BORING LOG LOWNEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER_ Foundation/Soil/Geological Engineers Cupertin0 California PROJECT NO. DATE SIAEET NO. BORING, 259-5 1 June 1974 2_6F3 3 NO. 24 EB -24 Dft!Lt. RIG Continuous Flight Auger SURFACE ELEVATION 180' (Approx.) LOGUD BY R. R. ! DEPTH TO GnOUNDWATER Not Established BORING DIAMETER 6 Inches DATE DRILLED 6/10/74 a_ s DESCRIPTION AND CLASSIFICATION F z �.. UJ i W DEPTH Q u a g %=== ae y DESCRIPTION AND REMARKS COLOR CONSIST. SOIL 00- (n TYPE (feet) u w m SILT, clayey to CLAY silty brown very ML-- (Continued) stiff CL 41 42 (grading more clayey with 43 occasional lenses of fine grained sand) 44 CL x 24 18 45 Bottom o Boring = 45 Feet Note: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. EXPLORATORY BORING LOG LOWNEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California Foundation/Soil/Geological Engineers PROTECT NO. DATE SHEET NO. ,ORING 259-5 June 1974 3 OF NO 24 EB -24 IMILL RIG Continuous Flight Auger 'EstabIished SumizA:E FLE\,Aj-jGVJ 176' (Approx. LOGGED By R . R . DEPTH TOGti(x�Tfft Not BORING DIAWTER 6 Inches 4ATE MILLED 6/10/74 V� `=� Uj DESCRIPTION AND CLASSIFICATION N v4, z � - DEPTH a �[ '^ Q CJ R �F-Y? h DESCRIPTION AND RCMARKS COLOR CONSIST. 7�PE C (get) `� d" U 0 g + ul x CLAY, silty dark brown firm CL 1 x 6 2 x 16 3 4 17 5 6 7 SAND, gravelly, clayey brown dense to • SC very 8 dense 9 x 7 50 10 11 12 CLAY, silty with occasional lenses of silty sand brown very stiff CL 13 14 x 25 15- 16 17 18 19 X 24 20 20 EXPLORATORY BORING LOG LOWNEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological EngineersCupertino, California PROJECT NO. DATE SHEET NO. BORING 259-5 June 1974 1 OF 2 NO. 25 EB -25 DRILL RIG Continuous F I ight vqe r SURFACE ELEVATION 176' (Approx.) LOGGED ay R. R. DEPTH TO CAW)lNDWATER Not Established BORING DIAMETER 6 InchestDATEED 6110174 DESCRIPTION AND CLASSIFICATION,� � z DEPTH DESCRIPTION AND REMARKS COLOR CONSIST. SOI L J O TYPE (feet�U �ucs CLAY, silty with occasional brown very CL lenses of silty sand (Continued) stiff 21 22 23 24 x 19 23 25 Bottom of Boring = 25 Feet Note: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. EXPLORATORY BORING LOG LOWNEY - KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California Foundation/Soil/Geological Engineers PROJECT NO. DATE SHEET NO. BORING 259-5 June 1974 2 OF 2 NO, 25 EB -25 DRILL RIG ",:",t:Fint l {in�'')I /;t�1;°fir SURFACE f.L.EVnIIO:-gym LOGGED BY J. CPTH TO C.W(liJi40btiAIE.R ..0+ I'., rKl-lis!�i BORING DIAMETER 1Ilciitl5 C+ifE DRILLED; e "/ ; f, DESCRIPTION AND CLASSIFICATION N F Z >- T DEPTH cc LU cn� ae v~i 5 DESCRIPTION AND REMARKS COLOR CONSIST. SOIL TYPE (feet) �' gvw0 �u ¢ m SAND, clayey and silty with black- loose SNA- x 15 5 charcoal (1 -Turn file Area) brown SC brown 2 x 30 3 CV;Y, sandy and silty firm CL 4 (grading with more sand) light stiff 6 brown very 8 x 19 25 stiff light medium SM- 10 12 SAND, clayey and silty brown dense SC x 19 30 14 16 light 18 20 x 20 23 SILT, ver; sandy to SANID, silty, medium h1 L- fine grained brown dense SM 22 24 X 19 30 Bottom of Boring = 23.5 Feet 26 Note: The stratifications lines represent the approximate 28 boundary between soil types and the transition may be 30 gradual. EXPLORATORY BORING LOG LOWNEY - KALQVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Cupertino, California Foundation lTsoil/Geological Engineers PROJECT N0, DATE SHEET NO. BORING NO. A ')"9--5June, 1974 1 or 1 nRll.l. RIG C,.O[11'iftuwy! f1ir;i;j !.7':Lr SURFACE ELEVATION -^ IOGGED BY DEPTI-I TO GROUNDWAIEli 1 q �' r BORING DIAMETER I DATE UFiILI_ED �> i r Ot hSj'a:..'11..1'i inc;:es ff: DESCRIPTION AND CLASSIFICATION µ U1 ~ `•1 GJ - ►� Z Vi a� � Z 1. .., N µ: DEPTH U 20 _ fl in�u29 (� DESCRIPTION AND REMARKS COLOR CONSIST. SOIL -� v) t7 a Cu — TYPE Cfeetl U� Up,Qn Cu\y, silty and sandy dark firm CL x 1 19 ~ 13 ~ (Dry Densi ty == 95 & 97 pcf) 2 x ' 21 9 (,grading with more sand) brown 4 x 19 6 dark stiff brown brown 8 GRAVEL and SAND, silty and medium Gti1 clayey dense GC 10 x 22 12 (grading with sand lenses) dense 14 16 x 41 brown dense SM 18 SAND, silty brown 20 x 45 GRAVE L, sandy and silty dense GM 22 24 SILT, sandy brown medium dense M L 26 28 x 8 14 Bottom of Boring = 26.5 Feet 30 Note: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. EXPLORATORY BORING LOG LOWNEY- KALDVLER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CLN'iER Cupertino, California Foundation/Soil/Geological Engineers PROJECT NO. DATE SHEET r10_ BORING B >59- jtine, 1974. 1 OF 1 No. DRILL RIG (pt?f h)(JOUS Ili <:I a Akj(,CY SURFACE ELCMATION -- — LONGED BY DFPTH TO G,IOUNDWATEH ( (n l.;t!a ?Ilsl:f'cI BORING DIAMETER G !t1 Ci ! 5 CAIE DRILLED IMM.ar DESCRIP'T'ION AND CLASSIFICATIONz ca LIJ } S"�' DEPTH < � a 1 j U) � � c SOIL vi DESCRIPTION AND REMARKS COLOR CONSIST. ug !n N o o � in TYPE (fact) rU wm CLAY, silty and sandy dark firm CL x 14 8 brown 2 x 16 G 4 SAND, silty, fine grained light loose SM I.. vn 6 x 10 9 CLAY, sandy and silty light firm. CI_ brown 8 (grading with more sand) stiff 10 very x 20 25 stiff 12 14 SAND, silty and clayey brown medium SM- dense SC 16 x 17 28 (grading with very silty lenses) 18 light medium SM- 20 x 19 30 SAND, silty with lenses of SILT, sandy brown dense ML, 22 24 26 28 x 15 17 Bottom of Boring = 26.5 Feet 30 Note; The stratification lines represent the approximate boundary between soil types and the transition may be gradual. EXPLORATORY BORING LOG LOWNEY KALD VEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation /Soil /Geofogical Engineers Cupertino, California PROJECT NO. DATE FJune, SHEET NO. BORING N0 C "W-5 1974 OF 1 EB -C 11i411. file CQI11'11 UOU SURFACE ELEVATION - LOGGED BY DEPTH TO GROUNDWArFn t. .. ,. e, BORING; DIAMETER } DATE DRILLED c ,, Fs,a':lis, ec1 6 .Inches 9 . DESCRIPTION AND CLASSIFICATION "' < N hZ Mw z I_.7_� N Uj -- — - DEPTH Q U a � _j U) DESCRIPTION AND REMARKS COLOR CONSIST. S01 L W LF z — TYPE Cfeot) N � U L SAND, silty and clayey With fine brown medium Shyi— gravel dense SC x 16 (Dry Density = 112 pcf) brown firm CL 2 4 x 24 4 CLAY, silty and sandy stiff to 6 x 24 20 dark very brown brown stiff 8 GRAVEL, sandy medium GF dense 10 x 10 14 CLAY, sandy an l silty with brown very CL some gravel stiff 12 x 18 22 brown 14 16 SAND, clayey and silty dense S,-1— brown dense GM x 33 GRAVEL., sandy with some silt 18 (grading with little silt very 20 and less sand) dense 22 x 40/6" 24 brown 26 28 x 21 35 SILT, very sandy with some clay dense ML brown dense GP 30 32 GV\VEL, sandy brown 34 36 SAND, silty and clayey with somE dense SM gravel to very (grading with more gravel) dense 3$ x 12 51 40 EXPLORATORY BORING LOG LOWNEY b KALDVEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CENTER Foundation/Soil/Geological Engineers_ Cupertino, California PROJECT N0. DATE ,.... SHEET NO. BORING. N0. D ;"r9-'5 June, 1974 1 OF 2 CHILL RIG c'�,r,tinuou; IiC;l,i /'.ttc�cl' SURFACE ELEVATION -M•- LOGGED BY f��t 1 ! � q K� DEPTH TO (,,r-, )L)ND'NATER ! -1Ue' o a is! BORING DIAMETER 6 !I-�CI,� s DATE DRILLED �� 55/72 ., Uj DESCRIPTION AND CLASSIFICATION z} s� z 7 t N -- DEPTH V m m r u, • 4 cri <� wD Uzi d ao �,,, DESCRIPTION AND REMARKS COLOR CONSIST. S01 L '� �j v, � z I— a o Y TYPE (feet) v ¢ GRA".1 E L, sandy with,, some brown dense GP co1��>ies to very 42 dense 44 46 48 Bottom of Boring = 47 Feet 50 Note: The stratification lines .represent the approximate boundary between soil types and the transition may be gradual. EXPLORATORY BORING LOG LOWNEY - KALDWEER ASSOCIATES VALLCO PARK REGIONAL SHOPPING CEi` TEIt Cupertino, Ca lifornia Foundation/Soil/Geological Engineers PROUECT NO. DATE SHEET N0, BORING ?59-5 June, 1974 2 °F 2 NO. -1. FUGc ifiUOUs l'II '€ !'iU_1Cr SURFACE ELEVATION 2 LOGGED 13Y i. .. l:._,'TH TO GROUNDWAI'E7 :''.lot Eku''Iished BORING DIAMETER 6 inckes x DATE DCtILLED 9/-jLU 4 brown stiff DESCRIPTION AND CLASSIFICATION V) z>- W z zL II DEPTH � V w p j Co Ui z' cn DESCRIPTION AND REMARKS COLOR CONSIST. SOIL TYPE Cfeet) yy U) r7 V' n I U2 x 2U w ca—LL 4: Cl/Y, silty and sandy with some light firm to CL x 19 9 organic matter near surface (Dry Density = 108 pcf) (grading more clay with Borne fine. gravel) GRAVEL, sandy with some silt (grading with more sand) SILT, sandy to SAND, silty SAND, silty Bottom of Boring = 26.5 Feet Note: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. brown stiff 2 x x dark very 4 brown stiff 6 x II — brown dense GM GP 10 x 12 14 16 x 18 –20 brown medium ML— dense SM 22 x 24 brown medium SM dense 26 28 x 30 LOWNEY - KALDVEER ASSOCIATES Foundation /Soil /Geoiobical Engineers 17 3 —\ 18 hd 22 17 40 43 2,3 1 16 EXPLORATORY BORING LOG VALLCO PARK REGIONAL SHOPPING CENILR Cupertino,California PROJECT NO. DATE SHEET NO. I BORING 259-- 5 1 June, 1974 1 OF 1 NO, E EB -E 60 040X50-- CH EB -4 LB -4 1.5 18 47 21 CL LEAN CLAY WITH SAND (CL) 40--- M • MH OR OH X LU OL OR ML CL -ML Z 30 U H Q 20 J d 10 0 0 20 40 60 80 100 LIQUID LIMIT (%) o a Boring No. Depth (ft.) Natural Water Content Liquid Limit Plastic Limit Plasticity Index Passing No. 200 Unified Soil Classification Description � (%) (%) (%) (%) Sieve • EB -1 LB -1 1.5 13 27 15 12 LEAN CLAY (CL) M J Q PLASTICITY CHART AND DATA Project: VALLCO LO WASSOCIATES o Environmental/Geotechnical/Engineering Services Location: CUPERTINO, CA 2004 Geotechnical Investigation g Project No.: 259-5E FIGURE B-� CH EB -4 LB -4 1.5 18 47 21 CL LEAN CLAY WITH SAND (CL) M • MH OR OH OL OR ML CL -ML EB -4 LB -4 1.5 18 47 21 26 LEAN CLAY WITH SAND (CL) 60 50 40 0 z_ 30 U F g 20 a_ 10 7 4 0 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (%) KEY SYMBOL BORING NO. SAMPLE DEPTH (feet) NATURAL WATER CONTENT (%) LIQUID LIMIT (%) PLASTICITY INDEX (g;) PASSING #200 SIEVE (%) LIQUIDITY INDEX 10.0 0 EB -4 2.0 19 40 24 53 CH CL zl- LA -4 CIL ® EB -9 1.5 14 38 19 68 -- CL MH Q 8-24 or OH 18 37 18. ML or OL I I I EB -24 CL—ML ��l I 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (%) KEY SYMBOL BORING NO. SAMPLE DEPTH (feet) NATURAL WATER CONTENT (%) LIQUID LIMIT (%) PLASTICITY INDEX (g;) PASSING #200 SIEVE (%) LIQUIDITY INDEX UNIFIED SOIL CLASSIFICATION SYMBOL 0 EB -4 2.0 19 40 24 53 -- CL LA -4 ® EB -9 1.5 14 38 19 68 -- CL LA -9 Q 8-24 0.5 18 37 18. 64 -- CL EB -24 ® EB -E 0-1.5 19 30 12 62 -- CL ® EB -E 5.0-6.5 22 46 25 77 -- CL PLASTICITY CHART AND DATA LOWNEY ASSOCIATES Environmental/Geotechnical/Enginwing Services 1999 Geotechnical Investigation FWRE 259-5D 259-5, B - 1 APPENDIX B - LABORATORY INVESTIGATION The laboratory testing program was directed toward a quantitative and qualitative evaluation of the physical and mechanical properties of the soils underlying the site. The natural water content was determined on 83 samples of the materials recovered from the borings; these water contents are recorded on the boring logs at the appropriate sample depths. Atterberg Limits determinations were performed on three samples of the surface soils at the site to determine the range of water content over which these materials exhibit plasticity. The Atterberg Limits are used to classify the soil in accordance with the Unified Soil Classification System and to indicate the soil's expansion potential. The results of these tests, as well as the results of three tests performed during the previous investigation, are presented on Figure B-1 and on the logs of borings at the appropriate sample depths. The percent passing the No. 200 sieve was determined on three samples of the surface soils to aid in the classification of these soils; the results .of these tests, as well as the results of three tests performed during the previous investigation are presented on Figure B-1 and on the boring logs at the appropriate sample depths. Dry density determinations were performed on 21 samples of the subsurface soils to evaluate their physical Iproperties. The results of these tests as well as the result of three tests performed during the previous investigation are presented on the boring logs at the appropriate sample depths. Unconfined compression tests were performed on 18 undisturbed samples of the clayey subsurface soils to evaluate the undrained shear strengths of these materials. The unconfined tests were performed on samples having a diameter of 2.8 inches and a height -to -diameter ratio of at least 2. Failure was taken as the peak normal stress. The results of these tests are presented on the boring logs at the appropriate sample depths. Resistance "R" value tests were performed on two representative samples of the surface soils at the site to provide data for pavement design. The tests indicated that the expansion pressure controls the design of pavement sections with the "R" values by expansion equal to 4, 12 and 23 for traffic indices of 3.5., 4.6 and 6..0, respectively. RESULTS OF "R" VALUE TESTS Sample Description of Water Content Dry Density Exudation "R" Expansion No. Material (%) (pcf) Pressure (psi) Value Pressure (psf) S-1 CLAY, silty 13 120 160 15 110 12 122 270 24 140 11 124 520 46 240 S-2 SAND, gravelly, 15 117 190 21 70 silty and clayey 13 118 410 32 80 13 121 530 36 190 1974 Geotechnical Investigation Lawney-Haldveer nssaclates APPENDIX B LOGS OF TEST BORINGS L A NG'A N PROJECT: VALLCO TOWN CENTER Log of Boring B-1 Cupertino, California PAGE 1 OF 5 Boring location: See Site Plan, Figure 2 Logged by: D. Wagstaffe Date started: 9/7/16 Date finished: 9/8/16 Drilling method: Rotary Wash Hammer weight/drop: 140 lbs./30 inches Hammer type: Automatic LABORATORY TEST DATA Samplers: Sprague & Henwood (S&H), Standard Penetration Test (SPT) a N U) P e SAMPLES °o MATERIAL DESCRIPTION a E a E 3 ~~ U a L J LL Z U p Ground Surface Elevation: 194.2 fee t2 W ~ m z co 4 inches asphalt concrete (AC) 3 inches aggregate base (AB) 1 CLAY with GRAVEL (CH) 2 brown to dark brown, moist, fine subangular HA gravel, trace fine sand, trace organics 3 R -Value Test, see Figure D-14 4 5 4 6 S&H 7 13 decrease in gravel content, hard 11 PP 6,500 20.5 108 7 8 9 10 7 11 S&H 14 22 yellow-brown, very stiff 17 LL = 59, PI = 39, see Figure D-1 TxUU 600 4,750 20.0 111 12 Triaxial Test, see Figure D-2 Particle Size Analysis, see Figure D-12 13 CH 14 15 4 16 S&H 7 12 stiff 10 16.5 116 17 18 19 20 3 grades silty 21 S&H 7 10 7 PP 3,500 22 23 24 25 14 SANDY CLAY with GRAVEL (CL) 26 S&H 14 22 brown to yellow-brown, very stiff, moist, fine sand 13.4 17 CL LL = 31, PI = 16, see Figure D-1 17.7 112 27 Consolidation Test, see Figure D-9 28 CLAYEY SAND with GRAVEL (SC) 29 Sc brown, medium dense, moist, fine- to medium -grained sand, 30 LANGAN Project No.:Figure: 770633101 B -1a PROJECT: VALLCO TOWN CENTER Log of Boring B-1 Cupertino, California PAGE 20F5 SAMPLES LABORATORY TEST DATA (� L aa a a a m o MATERIAL DESCRIPTION o m m N Q �~ C m �Z (n (n� a N N U 11 CLAYEY SAND with GRAVEL (SC) (continued) 31 34�20 S&H 15 25 some fine subrounded gravel Sc Triaxial test, see Figure D-3 TxUU 3,700 2,040 22 12.0 127 32 Particle Size Analysis, see Figure D-12 33 CLAYEY GRAVEL (GC) brown, very dense, moist, fine subangular gravel, 34 GC medium to coarse sand 35 35 55/ SPT 50/ 6„ 36 6" SAND with CLAY (SP) yellow, very dense, moist, medium to 37 coarse-grained CLAYEY SAND with GRAVEL (SC) 38 brown, very dense, moist, medium to 39 coarse-grained, fine subangular gravel 40 16 Particle Size Analysis, see Figure D-12 41 SPT 35 85 yellow and red mottling, fine-grained sand, weakly 42 cemented 17.1 10.1 42 43 44 Sc 45 20 46 SPT 37 96 50 47 48 SZ (09/08/16, 6:20 a.m.) 49 50 14 dense, medium -grained sand, fine subrounded to 51 S&H 12 31 subangular gravel 32 10.7 SANDY CLAY with GRAVEL (CL) 52 CL yellow-brown, very stiff to hard, wet, fine- to 53 coarse sand, fine subrounded to subangular gravel CLAYEY SAND with GRAVEL (SC) 54 brown, very dense, wet, fine to medium -grained, 55 22 fine subangular gravel 56 SPT 32 90 Sc 50 57 58 CLAY (CL) 59 CL brown, hard, wet, trace fine subangular gravel 60 LANGAN Project No.: Figure: 770633101 B -1b PROJECT: VALLCO TOWN CENTER Log of Boring B-1 Cupertino, California PAGE 30F5 SAMPLES LABORATORY TEST DATA (� L aa a a a m o MATERIAL DESCRIPTION o m m N Q �~ m C �Z (n (n� a N N U co 9 CLAY (CL) (continued) 61 SPT 25 61 20.6 30 CL 62 63 CLAYEY GRAVEL with SAND (GC) 64 brown, medium dense, wet, fine to coarse subrounded and subangular, fine to coarse sand 65 4 GC 66 S&H • 11 18 15 67 10 SILT (ML) 68 SPT 42 79 30 red, hard, wet CLAYEY GRAVEL with SAND (GC) 69 brown, medium dense, wet, fine to coarse 70 4 subrounded and subangular, fine to coarse sand 71 SPT • 7 17 GC 8 72 73 74 SANDY CLAY (CL) brown, hard, wet, fine sand 75 4 CL 76 S&H 19 50/ 48/ 9.5" Triaxial test, see Figure D-4 TxUU 9,100 640 18.0 112 CLAYEY SAND (SC) 3.5" 11.2 77 Sc brown, very dense, wet, fine to medium -grained 78 CLAYEY SAND with GRAVEL (SC) 79 brown, very dense, wet, medium -grained, subangular gravel 80 SPT 27 50/ 6 Sc 81 6" 82 83 SANDY CLAY (CL) 84 brown, very stiff, wet, fine to medium sand, trace CL fine subangular gravel 85 8 CLAY (CL) 86 SPT 12 26 19.4 12 brown, very stiff, wet, trace fine sand 87 CL 88 89 Sc 90 LANGAN Project No.:Figure: 770633101 B -1c PROJECT: VALLCO TOWN CENTER Log of Boring B-1 Cupertino, California PAGE 40F5 SAMPLES LABORATORY TEST DATA (� L a a a a a m o MATERIAL DESCRIPTION o m m N Q �~ m �Z J O. N N (n (n� C a N N Z O U U U a m U p J SPT 50/ 55/ CLAYEY SAND (SC) 19.0 10.3 91 6 6" brown, very dense, wet, fine to medium -grained, some fine subangular gravel 92 93 Sc 94 95 dense, fine-grained 22 96 S&H 22 32 24 20.0 97 L SANDY CLAY (CL) 98 brown, hard, wet, fine sand CLAYEY SAND with GRAVEL (SC) 99 brown, medium dense, wet, fine to coarse-grained, fine subangular gravel 100 $ 101 SPT 10 22 18.4 10 Sc 102 103 104 105 10 CLAY (CL) 106 S&H 22 38 brown, hard, moist, trace fine sand 32 CL PP 6,000 19.3 111 107 grades sandy with increase sand content 108 CLAYEY SAND with GRAVEL (SC) 109 brown, very dense, wet, fine to coarse-grained, fine subangular gravel 110 SPT 32 50/ 2.5 2 5" 17.1 13.0 111 Sc 112 113 114 115 SANDY CLAY (CL) 10 brown, hard, wet, fine sand 116 SPT 10 30 17 117 CL 118 119 Sc 120 LANGAN Project No.:Figure: 770633101 B -1d PROJECT: VALLCO TOWN CENTER Log of Boring B-1 Cupertino, California PAGE 50F5 SAMPLES LABORATORY TEST DATA (� L aa a a a m o MATERIAL DESCRIPTION o m m N �~ m �Z (n (n� a N N U Q C U) SPT CLAYEY SAND with GRAVEL (SC) 19.0 9.9 121 6 6 brown, very dense, wet, fine to coarse-grained, fine subangular gravel, weak to moderate 122 cementation 123 124 SC 125 126 127 128 129 130 15 CLAY with SAND (CL) 33 58/ CL brown, hard, wet, fine sand 131 S&H 50/ 11.5" 14.6 122 5.5' CLAYEY SAND (SC) 132 brown to orange -brown, very dense, wet, fine to coarse-grained 133 134 135 SC 136 137 138 139 140 27 CLAYEY SAND with GRAVEL (SC) SPT 50/ 55/ SC orange -brown, very dense, wet, fine to 141 6" 6" coarse-grained, fine subangular to angular gravel 142 143 144 145 146 147 148 149 150 ' S&H and SPT blow counts for the last two increments were Boring terminated ata depth of 141 feet below ground surface. Boring backfilled with cement grout. converted to SPT N -Values using factors of 0.7 and 1.1, Groundwater encountered at 48 feet below ground surface on respectively to account for sampler type and hammer energy. L Q NGA N 09/08/16 at 6:20 a.m. Elevations based on NAVD 88 Datum. PP = pocket penetrometer. Project No.: Figure: 770633101 B -1e PROJECT: VALLCO TOWN CENTER Log of Boring B-2 Cupertino, California PAGE 1 OF 4 Boring location: See Site Plan, Figure 2 Logged by: D. Wagstaffe Date started: 9/6/16 Date finished: 9/6/16 Drilling method: Rotary Wash Hammer weight/drop: 140 lbs./30 inches Hammer type: Automatic LABORATORY TEST DATA Samplers: Sprague & Henwood (S&H), Standard Penetration Test (SPT) a N U) P e SAMPLES °o MATERIAL DESCRIPTION a E a E 3 ~~ U a L J LL Z U p Ground Surface Elevation: 197.6 fee tZ W ~ m Z co 3 inches asphalt concrete (AC) 4 inches aggregate base (AB) 1 CLAY (CL) 2 brown, moist, trace fine sand HA CL grades sandy 3 4 with fine subangular gravel 5 CLAY with GRAVEL (CL) 9 dark brown, very stiff, moist, fine subangular 6 S&H 12 22 gravel, some fine sand 20 PP 8,000 16.0 121 7 CL 8 9 CLAY (CL) 10 brown, very stiff, moist, some fine to coarse sand, 10 fine subrounded gravel 11 S&H 17 27 22 15.1 118 12 CL 13 14 15 increased gravel content S&H 7 140 24 CLAY with SAND (CL) 16 dark brown, very stiff, moist, fine to medium sand TxUU 1,900 4,580 18.6 113 Triaxial test, see Figure D-5 17 6 -inch thick gravel layer 18 CL 19 20 10 21 S&H 23 26 17.8 116 CLAY with SAND (CL) gray, very stiff, moist, fine sand, with trace coarse 22 sand, with wood debris 23 CL 24 6 -inch thick gravel layer 25 8 20.1 110 CLAY with SAND (CL) 26 S&H 14 24 dark brown, very stiff, moist, fine sand, trace fine GRAB 20 subangular gravel 27 CL increased gravel content 28 29 S C 30 LANGAN Project No.:Figure: 770633101 B -2a PROJECT: VALLCO TOWN CENTER Log of Boring B-2 Cupertino, California PAGE 2 OF 4 SAMPLES LABORATORY TEST DATA (� L aa a a a m o MATERIAL DESCRIPTION o m m N Q �~ m �Z E (n 2� (n� C a N N Z O U F'J~ U O U a m U) U p J 11 CLAYEY SAND with GRAVEL (SC) 31 SPT 27 55 brown, very dense, moist 23 32 Sc 33 increased gravel content 34 35 5 SANDY CLAY (CL) 36 SPT 10 26 yellow-brown, very stiff, moist, fine sand 20.1 14 37 CL 38 39 SANDY CLAY (CL) 40 brown, hard, moist, fine sand 10 41 S&H 24 36 27 Consolidation Test, see Figure D-10 17.2 111 42 CL 43 44 45increased gravel content SILTY SAND (SM) SPT 10 19 25.0 24.2 46 8 SM yellow-brown, medium dense, moist, fine-grained, trace fine subrounded gravel 47 6 Particle Size Analysis, see Figure D-12 CLAY (CL) 48 SPT 12 37 20.4 22 CL brown, hard, moist, some sand, and gravel 49 50 27 CLAYEY GRAVEL with SAND (GC) S&H 50/ 35/ 5�, brown, very dense, moist, fine subrounded, fine 9.8 51 4.5" sand 52 GC 53 54 CLAYEY SAND with GRAVEL (SC) 55 31 brown, very dense, moist, fine to coarse-grained, SPT 37 96/ fine to coarse subangular to angular gravel 16.7 9.8 56 50/ 9.5" SC Particle Size Analysis, see Figure D-12 3.5" 57 58 CLAYEY SAND with GRAVEL (SC) 59 Sc yellow-brown, very dense, moist, medium to coarse-grained, fine subangular gravel 60 LANGAN Project No.:Figure: 770633101 B -2b PROJECT: VALLCO TOWN CENTER Log of Boring B-2 Cupertino, California PAGE 30F4 SAMPLES LABORATORY TEST DATA (� L a a a a a m o MATERIAL DESCRIPTION o m m N Q �~ m �Z J O. N N E (n 2� (n� C a LL N N Z O U F'J~ U O U a @� m U) U p J SPT 21 50/ 55/ / CLAYEY SAND with GRAVEL (SC) (continued) 11.2 61 6" 62 63 64 65 14 66 SPT 18 58 fine to medium -grained, fine to coarse gravel, less 35 clay 67 Sc 68 69 70 SPT 17 50/ 55/ increased clay content, weak cementation, wet y 16.7 10.5 71 6" 6„ 72 73 74 75 SANDY CLAY (CL) 10 brown, hard, wet, fine to coarse sand, trace fine 76 SPT 17 46 subrounded to subangular gravel 13.7 25 CL 77 78 CLAYEY GRAVEL with SAND (GC) 79 yellow-brown, very dense, wet, coarse and subangular, fine to coarse sand 80 25 81 SPT 32 70 32 82 83 84 GC 85 SPT 32 50/ 55/ LL = 29, PI = 15, see Figure D-1 g 12.2 86 6" 6„ 87 88 89 90 LANGAN Project No.:Figure: 770633101 B -2c PROJECT: VALLCO TOWN CENTER Log of Boring B-2 Cupertino, California PAGE 40F4 SAMPLES LABORATORY TEST DATA (� L aa a a a m o MATERIAL DESCRIPTION o m m N Q �~ C m �Z (n (n� a N N Z O U U U a m U) 2 U p J 35 CLAYEY GRAVEL with SAND (GC) (continued) 91 SPT 34 79 red and orange oxidation staining 38 GC 92 93 CLAYEY SAND (SC) 94 yellow-brown, dense, wet, fine to medium-grained 95 Sc 15 96 S&H 29 37 16.7 GRAB 24 with coarse subrounded gravel 16.4 97 SANDY CLAY (CL) CL yellow-brown, hard, wet, fine to coarse sand 98 99 CLAY (CL) brown, very stiff, wet, with silt 100 11 CL S&H 22 32 Triaxial test, see Figure D-6 24.3 103.5 101 24 fine gravel TxUU 12,100 2,090 23.1 105 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 ' S&H and SPT blow counts for the last two increments were Boring terminated at a depth of 101.5 feet below ground surface. converted to SPT N Groundwater obscured drilling method. a -Values using factors of 0.7 and 1.1, Boring backfilled with cement grout. respectively to account for sampler type and hammer energy. �1 L Q I i�� PP =pocket penetrometer. Elevations based on NAVD 88 Datum. Project No.: Figure: 770633101 B-2d PROJECT: VALLCO TOWN CENTER Log of Boring B-3 Cupertino, California PAGE 1 OF 2 Boring location: See Site Plan, Figure 2 Logged by: D. Wagstaffe Date started: 9/14/16 1 Date finished: 9/14/16 Drilling method: Hollow Stem Auger (B-61) Hammer weight/drop: 140 lbs./30 inches I Hammer type: Downhole Safety LABORATORY TEST DATA Samplers: Sprague & Henwood (S&H), Standard Penetration Test (SPT) a N e SAMPLES °o MATERIAL DESCRIPTION a E a E 3 ~~ U a L J LL Z U p Ground Surface Elevation: 196.1 feetZco o~ m Z 3 inches asphalt concrete (AC) CLAY with SAND and GRAVEL (CL) 1 brown, moist, fine sand, fine subangular gravel 2 HA CL 3 4 5 CLAY (CL) 21 brown, hard, moist, trace medium sand 6 S&H 30 47 49 PP >4,500 7 8 CL 9 30 abundant fine sand S&H 29 31 10 23 PP >4,500 11 12 SANDY CLAY (CL) brown, hard, moist, fine sand 13 14 26 S&H 30 40 15 37 PP >4,500 16 17 18 19 12 very stiff SPT 13 27 20 14 21 CL 22 23 24 S&H 22 16 22 PP >4,500 25 20 26 27 28 29 SPT18 17 37 hard 19 30 LANGAN Project No.:Figure: 770633101 B -3a PROJECT: VALLCO TOWN CENTER Log of Boring B-3 Cupertino, California PAGE 20F2 SAMPLES LABORATORY TEST DATA (� L a a a a a m o MATERIAL DESCRIPTION o m m N Q �~ m �Z (n� C a N N Z O U (n U U a m Co 2 U p J SANDY CLAY (CL) (continued) 31 32 CL 33 34 20 with fine sand S&H 30 42 SP SAND (SP) 40 35 yellow-brown, dense, moist, medium-grained sand, trace clay 36 CL SANDY CLAY (CL) 37 brown, hard, moist, fine sand SAND with GRAVEL (SW) 38 yellow-brown, very dense, moist, fine to 20 coarse-grained, fine to coarse subangular gravel, 39 SPT 26 52 trace clay 40 26 41 42 SW 43 44 28 SPT 18 44 dense 45 26 46 47 SANDY CLAY (CL) yellow-brown, stiff, moist, fine sand, with silt 48 CL 49 14 S&H 12 14 PP 3,500 50 12 51 52 53 54 55 56 57 58 59 60 Boring terminated at a depth of 50 feet below ground surface.' S&H and SPT blow counts for the last two increments were Boring backfilled with cement grout. converted to SPT N-Values using factors of 0.6 and 1.0, Groundwater not encountered during drilling 1 respectively to account for sampler type and hammer energy. ` `� i L A A PP = pocket penetrometer. Elevations based on NAVD 88 Datum. Project No.: Figure: 770633101 B-3b PROJECT: VALLCO TOWN CENTER Log of Boring B-4 Cupertino, California PAGE 1 OF 4 Boring location: See Site Plan, Figure 2 Logged by: D. Wagstaffe Date started: 9/13/16 1 Date finished: 9/14/16 Drilling method: Hollow Stem Auger (B-56 and B-61) Hammer weight/drop: 140 lbs./30 inches I Hammer type: Downhole Safety LABORATORY TEST DATA Samplers: Sprague & Henwood (S&H), Standard Penetration Test (SPT) a N e SAMPLES °o MATERIAL DESCRIPTION a E a E 3 ~~ U a L J LL Z U p Ground Surface Elevation: 182.4 feetZco o~ m Z 3 inches asphalt concrete (AC) CLAY with SAND and GRAVEL (CL) 1 brown, moist, fine to medium sand, fine 2CL subangular gravel HA R -Value Test, see Figure D-15 3 4 5 CLAY (CL) 3 gray -brown, medium stiff to stiff, moist, trace fine 6 S&H 4 7 sand 7 LL = 44, PI = 25, see Figure D-1 PP 1,000 7 8 CL 9 6 S&H 14 20 stiff, trace medium -grained sand 10 20 PP 1,750 11 12 SANDY CLAY (CL) 13 CL brown, hard, moist, fine sand 14 S&H 8 34 8.7 CLAYEY SAND with GRAVEL (SC) 30 15 brown, dense, moist, fine to coarse-grained, fine Sc subangular gravel 16 17 18 SAND with CLAY and GRAVEL (SW -SC) W brown, medium dense, moist, fine- to 19 20 Sc coarse-grained, fine subangular gravel SPT 10 19 Particle Size Analysis, see Figure D-13 11.5 7.7 CLAY (CL) 20 9 brown, very stiff, moist, trace fine sand 21 22 CL 23 24 S&H 6 18 CLAYEY SAND (SC) 20 PP 3,500 25 yellow-brown, medium dense, moist, fine-grained Sc sand, trace coarse sand, trace fine subrounded 26 gravel 27 CLAY (CL) 28 CL brown, moist, trace fine sand 29 7 Sc CLAYEY SAND (SC) S&H 7 11 yellow-brown, medium dense, moist, fine grained, ML 12 PP 2,500 30 LANGAN Project No.: Figure: 770633101 B -4a PROJECT: VALLCO TOWN CENTER Log of Boring B-4 Cupertino, California PAGE 2 OF 4 SAMPLES LABORATORY TEST DATA (� L aa a a a m o MATERIAL DESCRIPTION o m m N Q �~ m C �Z (n (n� a N N U co trace coarse sand 31 ML SILT (ML) yellow-brown, very stiff, moist, with clay 32 CLAY with SAND (CL) 33 brown, hard, moist, fine sand 34 10 S&H 24 35 35 34 PP 4,500 36 37 38 CL 39 10 S&H 24 38 trace coarse sand 40 40 Triaxial test, see Figure D-7 TxUU 2,300 21,510 21.4 104 41 42 43 22 with fine sand 44 S&H 50/ 5" 5.9 5.6 GRAVEL with SILT and SAND (GP -GM) 5" GP- brown, dense, moist, subangular to subrounded 45 GM gravel, fine to medium sand Particle Size Analysis, see Figure D-13 46 SAND with SILT and GRAVEL (SP -SM) 47 yellow-brown, very dense, moist fine to coarse-grained, trace subangular gravel, 48 weakly cemented 49 SPT 0 50/ 50/ 6" Analysis, Particle Size Anal Figure D-13 see 9.7 4.3 SP_ P- 50 50 SM 51 52 cuttings have a cobble 53 54 22 SANDY CLAY (CL) S&H 24 32 brown with gray -brown mottling, hard, moist, fine 55 30 to medium sand PP 3,000 56 57 CL 58 59 8 brown, with fine subrounded gravel S&H 16 29 32 60 LANGAN Project No.:Figure: 770633101 B -4b PROJECT: VALLCO TOWN CENTER Log of Boring B-4 Cupertino, California PAGE 30F4 SAMPLES LABORATORY TEST DATA (� L aa a a a m o MATERIAL DESCRIPTION o m m N Q �~ m C �Z (n (n� a N N Z O U U U a m co U p J SANDY CLAY (CL) (continued) 61 CL 62 63 CLAYEY SAND with GRAVEL (SC) 40 yellow-brown, very dense, moist, fine to 64 SPT 50/ 50/ medium -grained, fine subangular gravel 5" 65 66 interbedded sand and clay layers 67 Sc 68 69 S&H 40 50/ 30/ 6„ 6" 70 71 72 73 CLAY (CL) brown, hard, moist, trace fine sand 74 12 S&H 25 38 75 38 Consolidation Test, see Figure D-11 PP 4,500 20.7 105 CL 76 77 78 79 12 25 30/ SANDY CLAY (CL) S&H 50/ 11" yellow-brown, very stiff, moist, fine sand PP 3,000 80 5" 81 82 83 CL 84 S&H 5 10 22 85 26 Triaxial test, see Figure D-8 TxUU 10,100 1,220 21.8 105 86 87 88 89 S&H 12 50/ 2" CLAYEY SAND with GRAVEL (SC) 2" SC brown, very dense, moist, fine- to 90 LANGAN Project No.:Figure: 770633101 B -4c PROJECT: VALLCO TOWN CENTER Log of Boring B-4 Cupertino, California PAGE 40F4 SAMPLES LABORATORY TEST DATA (� L aa a a a m o MATERIAL DESCRIPTION o m m N Q �~ m �Z (n (n� a N N U C Co CLAYEY SAND with GRAVEL (SC) (continued) 91 medium grained, fine subangular gravel SANDY CLAY (CL) 92CL yellow-brown, hard, moist, fine sand, trace fine subrounded gravel 93 21 94 S&H 40 54/ 50/ 1 7" 4,500 GRAVELLY CLAY with SAND(CL)PP 95 CL yellow-brown, hard, moist, fine subangular gravel, 17 fine sand 96 (09/14/16, 10:40 a.m.) SILTY SAND (SM) 97 SM yellow-brown, dense, wet, fine-grained 98 99 S&H 40 49 CL SANDY CLAY (CL) SC 41 yellow-brown, hard, wet, fine sand, with medium 100 sand 101 CLAYEY SAND with GRAVEL (SC) yellow-brown, dense, wet, fine to coarse-grained, 102 fine subrounded to subangular gravel 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 ' S&H and SPT blow counts for the last two increments were Boring terminated at a depth of 101.5 feet below ground surface. converted to SPT N -Values using factors of 0.6 and 1.0, Boring backfilled with cement grout. respectively to account for sampler type and hammer energy. Groundwater en at 96 feet on 09/14/16 at 10:40 a.m. L Q NGA N PP =pocket penetrometer. Elevations based on NAVD 88 Datum. er. Project No.: Figure: 770633101 B -4d PROJECT: VALLCO TOWN CENTER Log of Boring B-5 Cupertino, California PAGE 1 OF 2 Boring location: See Site Plan, Figure 2 Logged by: D. Wagstaffe Date started: 9/14/16 1 Date finished: 9/14/16 Drilling method: Hollow Stem Auger Hammer weight/drop: 140 lbs./30 inches Hammer type: Downhole Safety LABORATORY TEST DATA Samplers: Sprague & Henwood (S&H), Standard Penetration Test (SPT) a N e SAMPLES MATERIAL DESCRIPTION a E a E 3 �� ~cn~ vas LJ LL z2 0 Qa Ground Surface Elevation: 179.8 fee tZ W U)~ m Z U) 4 inches asphalt concrete (AC) CLAY (CL) 1 brown, moist 2 HA CL 3 4 with fine subangular gravel 5 14 SANDY CLAY (CL) 6 S&H 18 25 brown, very stiff, moist, fine sand 23 10.2 109 7 8 9 18 yellow-brown, hard, decreased sand content S&H 28 40 10 38 PP >4,500 11 12 13 14 30 CL S&H 21 31 15 31 with medium to coarse sand and fine subangular PP >4,500 gravel 16 17 18 19 15 S&H 20 30 with silt 20 30 PP >4,500 21 22 23 SANDY SILT (ML) light brown, stiff to very stiff, moist, fine sand 24 10 Particle Size Analysis, see Figure D-13 SPT 8 15 ML 54.0 8.9 25 7 26 8 CLAY (CL) 27 SPT 10 23 yellow-brown, very stiff, moist, with silt 13 28 CL 12 29 S&H 20 50/ 101, hard, decrease silt PP 4,500 4" 30 LANGAN Project No.:Figure: 770633101 B -5a PROJECT: VALLCO TOWN CENTER Log of Boring B-5 Cupertino, California PAGE 20F2 SAMPLES LABORATORY TEST DATA (� L aa a a a m o MATERIAL DESCRIPTION o m m N Q �~ C m �Z (n (n� a N N Z O U U U a m co 2 U p J CLAY (CL) (continued) 31 CL 32 33 SANDY CLAY (CL) CL yellow-brown, hard, moist, fine sand 34 14 S&H 26 44 42 SAND with CLAY SW-SC ( ) 35 W yellow-brown, dense, moist, fine- to Sc coarse-grained 36 37 SAND wlth CLAY and GRAVEL (SW-SC) yellow-brown, dense, moist, fine to 38 W coarse-grained, fine subangular gravel Sc 39 24 SPT 24 44 40 20 CLAY (CL) yellow-brown, hard, moist, trace fine sand 41 42 43 44 18 S&H 19 26 hard, with silt, decrease sand content 45 24 CL PP 4,500 46 47 48 49 14 S&H 18 25 very stiff 50 24 PP 3,000 51 52 53 54 55 56 57 58 59 60 Boring terminated at a depth of 50 feet below ground surface.' S&H and SPT blow counts for the last two increments were Boring backfilled with cement grout. converted to SPT N-Values using factors of 0.6 and 1.0, Groundwater not encountered during drilling. 1 respectively to account for sampler type and hammer energy. ` `� i L A A PP = pocket penetrometer. Elevations based on NAVD 88 Datum. Project No.: Figure: 770633101 B-5b UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Symbols Typical Names NGW Sieve Size in Millimeters Well -graded gravels or gravel -sand mixtures, little or no fines o c Gravels (More than half of GP Poorly -graded gravels or gravel -sand mixtures, little or no fines GM Silty gravels, gravel -sand -silt mixtures ^ coarse fraction > m N N no. 4 sieve size) 76.2 to 19.1 fine o 'u, 19.1 to 4.76 GC Clayey gravels, gravel -sand -clay mixtures a� c7 m i coarse SW Well -graded sands or gravelly sands, little or no fines m 'N Sands SP Poorly -graded sands or gravelly sands, little or no fines M m (More than half of �j coarse fraction < SM Silty sands, sand -silt mixtures no. 4 sieve size) SC Clayey sands, sand -clay mixtures E H .o ML Inorganic silts and clayey silts of low plasticity, sandy silts, gravelly silts CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays = (nN w U) Silts and Clays < 50 Q)- > OL Organic silts and organic silt -clays of low plasticity c w N MH Inorganic silts of high plasticity CH Inorganic clays of high plasticity, fat clays d Silts and Clays C o c LLE v LL=>50 OH Organic silts and clays of high plasticity Highly Organic Soils PT Peat and other highly organic soils GRAIN SIZE CHART Range of Grain Sizes Classification U.S. Standard Grain Size Sieve Size in Millimeters Boulders Above 12" Above 305 Cobbles 12" to 3" 305 to 76.2 Gravel 3" to No. 4 76.2 to 4.76 coarse 3" to 3/4" 76.2 to 19.1 fine 3/4" to No. 4 19.1 to 4.76 Sand No. 4 to No. 200 4.76 to 0.075 coarse No. 4 to No. 10 4.76 to 2.00 medium No. 10 to No. 40 2.00 to 0.420 fine No. 40 to No. 200 0.420 to 0.075 Silt and Clay Below No. 200 Below 0.075 Unstabilized groundwater level V Stabilized groundwater level SAMPLE DESIGNATIONS/SYMBOLS e Darkened ample taken with Sprague & Henwood split -barrel sampler with 3.0 -inch outside diameter and a 2.43 -inch inside diameter. area indicates soil recovered Classification sample taken with Standard Penetration Test sampler ® Undisturbed sample taken with thin-walled tube ® Disturbed sample RSampling attempted with no recovery F1 Core sample Fol Analytical laboratory sample pSample taken with Direct Push or Drive sampler SAMPLER TYPE C Core barrel PT Pitcher tube sampler using 3.0 -inch outside diameter, thin-walled Shelby tube CA California split -barrel sampler with 2.5 -inch outside diameter and a 1.93 -inch inside diameter S&H Sprague & Henwood split -barrel sampler with a 3.0 -inch outside diameter and a 2.43 -inch inside diameter D&M Dames & Moore piston sampler using 2.5 -inch outside diameter. thin-walled tube O Osterberg piston sampler using 3.0 -inch outside diameter, thin-walled Shelby tube VALLCO TOWN CENTER Cupertino, California LANGAN SPT Standard Penetration Test (SPT) split -barrel sampler with a 2.0 -inch outside diameter and a 1.5 -inch inside diameter ST Shelby Tube (3.0 -inch outside diameter, thin-walled tube) advanced with hydraulic pressure CLASSIFICATION CHART Date 05/04/18 1 Project No. 7706331011 Figure B-6 APPENDIX C DOWNHOLE SUSPENSION LOGGING L A NG'A N Lu Lu Lu 0 z Lu 2 Lu U) Q Lu 2 no] HE 110111 E:i11 90111 120 IHE 0 5000 10000 S -WAVE VELOCITY (FEEPSECOND) "Interval velocities P- $ S-WAVE EGENDLOCITY should be used to calculate elastic A - A- - A 'Vs- R1 -R2 interval moduli values N - -W - 0 *Vp- R1 -R2 interval NORCAL SUSPENSION VELOCITY TABLE FOR BOREHOLE B-1 at Vallco Town Center, Wolfe Road, Cupertino, CA Page 1 131 WolfeRoadCupertino PS-Velocity_Table.xlsx Interval Velocity Calculations I Direct Velocity Calculations 11 Depth Reference Right (m/s) VsAvg (m/s) Vp (m/s) ]--VsAvg (fps) j-VP-(fPs)-M- Ave - Near --- Vs Ave - F - ar ---- ----- ------- - - Vp Near Vp Far Near Detector Far Detector 1 10.01 4 240 242 4 - 241 1095 : - 790 - 3570 : 1625 : 4 1296 : 6724 4 : 5569 - 17.11 15.61 4 -------------- ------------------ 1 12.04 1 270 ------------------- 265 --------------- 267 ------------ I I 1 1154 -------------- 877 ----------------------------- 1 3763 1 1579 --------------- 1 1331 ----------------------- 1 6555 1 5584 1 ----------------------------------- 19.14 1 17.64 ... ....... 14.07 284 ------------ ------y---------------'----- 280 282 : 1119 -: 925 y ---------- : 3650 ---------------- 1569 --------------- : 1350 ------------ 6610 ---------- - 5554 : ------------------ 21.17 ----------------- 19.67 -------------- ----------- ------------------------------ ----------- ---------------- --------------- ------------ ----------- 15.98 314 323 319 1220 : 1045 : 3977 1602 1415 6316 5554 : ---------- ------------------ ------------------- - --------------- ------------ A --------------- - ----------- ---------------- --------------- ------------}----------f------------------}----------------4 ------------------ 23.08 21.58 18.05 342 328 335 1200 1 1099 3913 1576 1439 5799 5216: 25.15 23.65 20.02 326 307 317 1190 1039 3882 1818 1559 5455 --- ------- - 4988 1 ------- 27.12 25.62 .............. .... ............. ......... 22.00 347 344 346 1128 1134 3678 2143 1772 5398 4870 .................. 29.10 ............... 27.60 I 24.00 5 ------ ii6 ----- . 1 ------------ --------------- 1304 1246 - -- : -Z�� ---------------- 2583 --------------- 2047 ----------------- 4419 : 4 �4i +---------------- - . t -----------1 26.05 368 375 ................... t1. 371 1220 1218 --1. 1 3977 --- ..... 3023 ---------- ----- 2224 ------------ 5115 ---------- 1 4801 1 ----------------- 33.15 ---------------- 1 31.65 ------------------ 28.03 1 564 543 554 1 1271 1 1817 1 4145 3158 1 2704 1 5632 ---------- - 1 5203 1 ---- --------------- 35.13 1 33 33.63 I ------------------4-----------------------------------A------------A----- 620 647 633 1190 t 2 I----------------4---------------4----------------- 3095 2755 5977 --t------ 5yia ------t9 i7.i� 35.69 i 32.17 652 i688 670 . 1282 2199 4181 2943 2704 6070 5495 39.27 37.77 33.99 694 682 688 1 1546 1 2258 -------------------------- 1 5043 : 2857 1 2697 1 6316 1 5974 1 41.09 1 39.59 1 yj.-647 5 ------f--------610-------t---- -- 662 1----1734 ------i-----1977--------5655 2708 -------- ---------------- ----+-----2482 ---- i 41.64 i 1t 38.09 1 4 758 765 4 - 761 1923 2498 : 6271 2308 4 2351 7222 4 6990 - 45.19 43.69 -------------- ------------------ 40.07 : 605 ------------------- 588 --------------- 597 ------------ ---------------T----------- 1948 1 1957 : 6352 ---------------- 1965 --------------- : 1972 ------------ : 6265 ---------- 6304 1 ------------------ 47.17 ---------------- 45.67 --------------i------------------ 42.01 600 -------------------y- 591 ------ 595 ------------ -- 2083 I ---------- 1953 - ---------------------------- 1 6794 1 1970 --------------- 1 1972 ------------ 1 6341 ---------- - 6462 1 ------------------ 49.11 ---------------- 47.61 46.06 1 4 395 387 4 - 391 1852 1282 6039 2430 4 2011 6527 4 6422 - 53.16 51.66 4 -------------- ------------------ 48.05 355 ------------------- 361 --------------- 358 ------------ --------------------------- 1807 1175 : 5893 ------ --------- 2781 - --------------- 2088 ------------ 6367 ---------- 6265 : ------------------ 55.15 ---------------- 53.65 ---- - ------ 536 ----- 1807 ------ 1758 - ----- 5893 ----- 2786 2441 ------ 6446 - ----- - 6323 -- --- 57.09 ------ 55.59 50.01 564 556 560 1875 1836 6114 2737 2458 6610 6503 I-------------- 4 ------------------ 4 ------------------- - --------------- 4 ------------ 4 --------------- - ----------- 4 ---------------- 4 --------------- 4 ------------ ---------- - 57.11 ------------------ 55.61 ---------------- 4 : 52.03 : 652 630 641 : 1705 : 2104 : 5558 : 2229 : 2210 : 6667 : 6382 : 59.13 57.63 : i-------------- I ------------------- 52.11 602 I -------------------- 625 t --------------- 614 i -------------- 1546 1 ---------- 2014 - ----------- 1 5043 ---------------- 1 2203 --------------- 2147 ----------------------- 5954 - 5724 ------------------------------------ 59.21 1 1 57.71 54.00 615 610 612 1829 1 2009 1 5965 : 1893 1924 6667 6503 1 ---------- 4 ------------------ 4 ------------------- - --------------- 4 ------------ 4 --------------- - ----------- 4 ---------------- 4 --------------- 4 ------------ f ---------- - 61.10 ------------------ 1 59.60 f ---------------- 4 56.01 577 573 575 : 1899 : 1886 : 6192 : 1677 : 1727 : 6610 : 6524 : 63.11 : 61.61 : ---------------------------------------------------------------------------------------------------------------- 7 449 469459 - : 1829 : 4 4! 1506 : 5965 : 1699 41 --------------- 4 1641 ------------------------------------------------------------ 6667 41 : 6503 : 65.17 : 63.67 ---- ---------------- ----6695 1 ------------------- - ------------- -----1574----'---6695---'-- ------------ ------1134 1--------- - ----------- -------- ---------------'----1899 59.96 349 342 6 1899 6192 1781 1 1574 6587 1 ------------------ 67.06 -----65---.-------- 56 61.00------- Y9i� ------1--------304 ------f---- -- i& -i - - A ---------------f-----------1----------------i---- ------------i------986 1829__: 986 1 5965! 1848 1 - 1 t -t g�iz i. -f6 t 4 �-j.-j6 . ---------------------------------------------- 62.01 315 309 ------------------- t 312 1 1875 1023 6114 ..... ..... 1769 1 1513 6582 t 6483 69.11 67.61 62.99 328 319 323 1786 1061 5823 1757 1527 6667 6462 70.09 68.59 64.10 ------i--------354 352 ------------ --- ----- 353 - ------1158--------- - ----1875 --i-----1158--------6114 - ------ ---6114 --i------_1753 6420 1562 --------- ----------------------- 1753 ----i-----1562 - 6362 1 ------71.20 ------------------69.70 ----------- 65.05 i--+ 397 397 I 397 1829 4 4 1302 I 5965 1703 1588 6610 4 6462 I 72.15 70.65 66.08 ------+ 417 ------------------- 427 - --------------- 422 ------------ --------------- : 1648 1385 - -------- : 5375 1812 ------ 1683 ------------------------ 7059 - : 6587 : ------ 73.18 71.68 j----67.034g3------f--------455------t----- --- ----- ----1613 --i-----1505---- ---5-2-6-0 --i------1898 ----+-----1793 7123---+-- --------- 6587_ ---------------74.13 -----+-----72.63 ----------- - 459 t - - I ---------------------------------------------- 68.01 401 417 ----- ----- 409 --- --- 1685 1341 1 5496 ..... ..... 2047 ...................... 1809 6933 6545 .....------ 75.11 ---------- 73.61 69.04 313 312 312 1807 1024 5893 2374 1807 6753 6545 1 76.14 74.64 --------- ---- ------------------ 70.03 314 ------------------- 323 - ---------------------------- 319 --------------- :1 1724 1046 - ---------------------------- 15622 2600 --------------- 1908 ----------------------- 6842 - 6524 ----------------------------------- 77.13 75.63 71.07 1 -------------- 4 ------------------ 352 347 4 ------------------- 350 - --------------- 1 1786 ------------ ---------------T----------- 1147 1 5823 2574 ---------------- 4 --------------- 1991 6842 4 ----------------------- 6587 - 78.17 ----------------------------------- 76.67 4 1 72.05 1 581 615 598 11 1 1923 1962 1 6271 1 2977 1 2628 1 6842 1 6716 1 79.15 1 77.65 1 i--------------- 1 74. 564 ------------ -- 1923 ---------- 1850 - ----------- : 6271 ---------------- : 2857 --------------- : 2525 ----------------------- : 6842 - : 6716 ------------------------------------ 81.13 79.63 75.04 1 4 685 688 4 - 687 ---------------- 1613 2252 ----------- : 5260 ----------------+----- 2751 4 -----+------------•----------- 2615 6638 4 6265 : - ------------------ 82.14 ---------------- 80.64 4 -------------- ------------------ 1 76.08 1 647 ------------------- 625 --------------- 636 ------------ ---------------T----------- 1 1765 1 2086 1 5755 ---------------- 1 2847 --------------- ! 2635 ----------------------- 1 6842 1 6565 1 ----------------------------------- 83.18 ! 81.68 1 -------------- ------------------ 78.06 560 ------------------- 566 - --------------- 563 ------------ -- 1829 ---------- 1847 - ----------- 5965 ---------------- 2400 --------------- 2239 ------------ 6872 ---------- - 6650 ------------------ 85.16 --------------- -- 83.66 79.88 641 647 644 1829 2112 5965 2349 2288 6842 6629 -------- -------- ------- t ------- 1 ------------ A --------------- - --- --- 4 ---------------1------------+---- -6 ---- ------- ---- I ----------------4-----2263 86.98 --------- 85.48 t t :1 �6 5 �y� 6 1829 2001 ;�6 5 2364 2263 6872 6 .- 84.05 466 459 462 1899 1517 6192 2393 4 2110 ---- j�i� ... --- 9587 91.15 89.65 86.09 ._09 498 498 498--4 498 498 - --'-----16 ----- 1948 : - ----r---6352 1635 --- : ------ 2311 ----'---- ---4----- : 2106 6420 6422 93.19 91.69 - A --------------- - --- �ii ---- ----- -----------i-----2121----i------------1--- ------ - ----- 4 -------------------+---- -- ��7i ----- ------------A-----1799----+---6114 549 547 1875 1799 4 2241 6933 Eii--t ------ �-5-.-2-1 ------------------------ 4 I11 ------------------i--------547: 93.71 89.95 682 701 691 1724 4 2268 5622 2203 2214 7222 6782 t 97.05 i 95.55 92.10 1 439 .4 439 439 1 1744 1 1439 1 5688 1 2407 -4 --------------- 1 2076 ---- 1 6903 1 6587 1 ----------- 99.20 ---------------- 1 97.70 1 -----1---------------1-------- i�.65 �i1 -------t---------------A------------A-----i----T--7i ;�6 554 1402 i--------------------4---------------4----------------- �i 1921 1896 ; 6047 ; 5 ---------- 103.15 101.65 98.05 694 708 701 1500 2300 4891 2037 2093 ---------7E9 ------- 9402 105.15 103.65 Page 1 131 WolfeRoadCupertino PS-Velocity_Table.xlsx 1------------- ;----------------- 7100.08 50 ;----------------------------------- ;--------------------------- -; --- --------- 532 519 1724 1 1704 1 5622 ; ---- 2210 ---- -------------- 1 2051 1 6367 - - ; 6190 1 ------------------------------------ 107.18 105.68 -------------- 101.90 ------------------ ' 434 -------------------T---------------I------------I---------------T-----------4---- 419 426 1 1579 ' 1399 1 5149 1 2680 ---- 1 2214 1 7156 1 6565 1 109.00 1 107.50 1 !--------------f------------------f------------------- 104.01 ---------------i------------i---------------------------i----------------f---------------f------------t----------------------------f----------------i 1 37-5 381 378 1734 1 1240 1 5655 1 3059 2258 1 6710 1 6442 1 111.11 109.61 t--------------i------------------i-------------------- 106.01 1--------------4------------------4-------------------T---------------4------------4---------------T------- 534 534 ------"------------"------------------------------------------ 554 544 1852 ; 1784 ; 6039 2694 --------------------------- i 2390 ; 6500 ---------- 6402 ------------------ 113.11 111.61 + 108.12 743 743 743 2041 1 2436 1 6655__! 2335 ------ +------------f----------T 2362 1 6710 6716 1 ----------------------------------- 115.22 113.72 1-------------- 110.03 ------------------ 714 -------------------y-----i------------i---------------y------------------------- 698 706 1887 1 2316 1 6153 2185 --------------------------- 2224 7027 --------- 6816 --------- -- 117.13 --------------- 115.63 112.03 549 549 549 2041 1803 6655 2476 2276 7647 7405 119.13 117.63 --------------;------------------;-------------------T--------------- 114.05 424 ------------ ---------------T-----------+--------- 463 443 1948 1 1455 1 6352__: ---- 2796 1 2253 : 8211 7697 121.15 119.65 --------------f------------------f-------------------y---------------'------------'------------------------- 116.38 1 549 ----------------f--------------- 556 553 19871813 1 6479 1 2626 '------------`--------- 2370 1 7959 - 7569 1 ------------ 123.48 `---------------- 121.98 1 118.00 1 -------------- -------573 ----- --------591 ----- ----- --- ----- ----1961 -- -----1908---- ---6394 -- ---- 2301 ---- -----2186---- ---8062------ 7611 - 1 1 1 1 {------------------ {------------------- +---------------a ------------ a --------------- i- ----------- i ---------------- {--------------- {------------f ---------- i- -----125.10----- ------------------ ----123.60 --- 1 1 f ---------------- 4 120.06 ---------------------------------•-------------------i--------------- 1 673 694 684 1987 1 2243 1 6479__: -------------------------------------'----------------•---------------•------------•--------- 2042 2082 1 7959 1 7569 1 - 127.16 ------------------ 125.66 Vs & Vp Interval Velocities see red triangle & blue squares on Plate 1 COLUMN HEADER LEGEND DEPTH: Reference point of the Interval Velocity Measurement INTERVAL Vs and Vp VELOCITIES VsLeft (m/s) S -wave velocities determined from left strike; difference in near and far detector arrival times VsRight (m/s) S -wave velocities determined from right strike; difference in near and far detector arrival times VsAvg (m/s) S -wave velocity average in meters/second Vp (m/s) P-wave Velocity in Meters/second Vs Avg (fps) S -wave velocity average in feet per second Vp (fps) P-wave velocity average in feet per second DIRECT TRAVEL VELOCITIES: Vs Ave Near Shear wave velocity = inline distance from source to lower detector divided by travel time measurements at the lower detector Vs Ave Far Shear wave velocity = inline distance from source to upper detector divided by travel time measurements at the upper detector Vp Near P-wave velocity = inline distance from source to the lower detector divided by travel time measurement at the lower detector Vp Far P-wave velocity = inline distance from source to the upper detector divided by travel time measurement at the upper detector OFF SET DEPTH MEASUREMENT POINT: Near Detector Depth reference for source to near detector velocity value; mid -point Far Detector Depth reference for source to far detector velocity value, mid -point Page 2 Bl_Wolfe_Road_Cupertino_ PS_Velocity_Table.xlsx APPENDIX D LABORATORY DATA L A NG'A N 70 Ref erence: ASTM D2487-11000, 60 a 50 X O o / G �t } 40 U / / Q 30 J � 20 f1i RAI JL ;X/ //A MH oro 10 ML rOL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 LIQUID LIMIT (LL) Natural Liquid Plasticity % Passing Symbol Source Description and Classification M.C. (%) Limit (%) Index (%) #200 Sieve 0 B-1 at 11 feet CLAY with GRAVEL (CH), brown to dark 20.0 59 39 -- brown ■ 3-1 at 25.5 feet SANDY CLAY with GRAVEL (CL), brown 13.4 31 16 to yellow-brown B-2 at 85 feet CLAYEY GRAVEL with SAND (GC), 122 29 15 -- yellow-brown O B-4 at 6 feet CLAY (CL), gray -brown -- 44 25 - VALLCO TOWN CENTER Cupertino, California PLASTICITY CHART L A NGA N Date 05/04/18 Project No. 770633101 Figure D-1 10,000- 0,0009,0008,000 9,000- 8,000 7,000 fl 6,000 Cn Cn W Of 5,000 o' O g 4,000 Lu 0 3,000 2,000 1,000 0 0 5 10 15 20 AXIAL STRAIN (percent) SAMPLER TYPE Sprague & Henwood SHEAR STRENGTH 4,750 psf DIAMETER (in.) 2.39 HEIGHT (in.) 5.72 STRAIN AT FAILURE 9.6 % MOISTURE CONTENT 20.0 % CONFINING PRESSURE 600 psf DRY DENSITY 111 pcf STRAIN RATE 0.75 % / min DESCRIPTION CLAY with GRAVEL (CH), yellow-brown SOURCE B-1 at 10.5 feet VALLCO TOWN CENTER UNCONSOLIDATED -UNDRAINED Cupertino, California TRIAXIAL COMPRESSION TEST LA NGA N Date 05/04/18 Project No. 770633101 Figure D-2 4,500- ,5004,0003,5003,000 4,000-- 3,500-- 3,000 a ccn 2,500 W o' U) p 2,000 g Lu 0 1,500 1,000 500 0 0 5 10 15 20 AXIAL STRAIN (percent) SAMPLER TYPE Sprague & Henwood SHEAR STRENGTH 2,040 psf DIAMETER (in.) 2.40 HEIGHT (in.) 5.7 STRAIN AT FAILURE 4.2 % MOISTURE CONTENT 12.0 % CONFINING PRESSURE 3,700 psf DRY DENSITY 127 pcf STRAIN RATE 0.50 % / min DESCRIPTION CLAYEY SAND (SC), brown SOURCE B-1 at 31 feet VALLCO TOWN CENTER UNCONSOLIDATED -UNDRAINED Cupertino, California TRIAXIAL COMPRESSION TEST LA NGA N Date 05/04/18 Project No. 770633101 Figure D-3 1,400- ,4001,2001,000 1,200- 1,000 a W 800 W o' U) o' 0 600 g Lu 0 400 200 0 0 5 10 15 20 AXIAL STRAIN (percent) SAMPLER TYPE Sprague & Henwood SHEAR STRENGTH 640 psf DIAMETER (in.) 2.40 HEIGHT (in.) 5.52 STRAIN AT FAILURE 19.8 % MOISTURE CONTENT 18.0 % CONFINING PRESSURE 9,100 psf DRY DENSITY 112 pcf STRAIN RATE 0.50 % / min DESCRIPTION SANDY CLAY (CL), brown SOURCE B-1 at 75.5 feet VALLCO TOWN CENTER UNCONSOLIDATED -UNDRAINED Cupertino, California TRIAXIAL COMPRESSION TEST LA NGA N Date 05/04/18 Project No. 770633101 Figure D-4 10,000- 0,0009,0008,000 9,000- 8,000 7,000 fl 6,000 Cn Cn W Of 5,000 o' O g 4,000 Lu 0 3,000 2,000 1,000 0 0 5 10 15 20 AXIAL STRAIN (percent) SAMPLER TYPE Sprague & Henwood SHEAR STRENGTH 4,580 psf DIAMETER (in.) 2.40 HEIGHT (in.) 5.61 STRAIN AT FAILURE 10.8 % MOISTURE CONTENT 18.6 % CONFINING PRESSURE 1,900 psf DRY DENSITY 113 pcf STRAIN RATE 0.75 % / min DESCRIPTION CLAY with SAND (CL), dark brown SOURCE B-2 at 16 feet VALLCO TOWN CENTER UNCONSOLIDATED -UNDRAINED Cupertino, California TRIAXIAL COMPRESSION TEST LA NGA N Date 05/04/18 Project No. 770633101 Figure D-5 4,500- ,5004,0003,500 4,000-- 3,500 3,000 a ccn 2,500 W o' U) p 2,000 g Lu 0 1,500 1,000 500 0 0 5 10 15 20 AXIAL STRAIN (percent) SAMPLER TYPE Sprague & Henwood SHEAR STRENGTH 2,090 psf DIAMETER (in.) 2.40 HEIGHT (in.) 5.72 STRAIN AT FAILURE 6.3 % MOISTURE CONTENT 23.1 % CONFINING PRESSURE 12,100 psf DRY DENSITY 105 pcf STRAIN RATE 0.75 % / min DESCRIPTION CLAY (CL), brown SOURCE B-2 at 100.5 feet VALLCO TOWN CENTER UNCONSOLIDATED -UNDRAINED Cupertino, California TRIAXIAL COMPRESSION TEST LA NGA N Date 05/04/18 Project No. 770633101 Figure D-6 6000 5000 4000 a W W W 3000 U) o' O H Q Lu 0 2000 1000 0 0 5 10 15 20 AXIAL STRAIN (percent) SAMPLER TYPE Sprague & Henwood SHEAR STRENGTH 2,510 psf DIAMETER (in.) 2.42 HEIGHT (in.) 5.41 STRAIN AT FAILURE 9.8 % MOISTURE CONTENT 21.4 % CONFINING PRESSURE 2,300 psf DRY DENSITY 104 pcf STRAIN RATE 0.50 % / min DESCRIPTION CLAY with SAND (CL), brown SOURCE B-4 at 39.5 feet VALLCO TOWN CENTER UNCONSOLIDATED -UNDRAINED Cupertino, California TRIAXIAL COMPRESSION TEST LA NGA N Date 05/04/18 Project No. 770633101 Figure D-7 3,000- ,0002,5002,000 2,500- 2,000 a Cn Cn W Of 1,500 o' O H Q Lu 0 1,000 500 0 0 5 10 15 20 AXIAL STRAIN (percent) SAMPLER TYPE Sprague & Henwood SHEAR STRENGTH 1,220 psf DIAMETER (in.) 2.40 HEIGHT (in.) 5.42 STRAIN AT FAILURE 16.1 % MOISTURE CONTENT 21.8 % CONFINING PRESSURE 10,100 psf DRY DENSITY 105 pcf STRAIN RATE 0.50 % / min DESCRIPTION SANDY CLAY (CL), yellow-brown SOURCE B-4 at 84.5 feet VALLCO TOWN CENTER UNCONSOLIDATED -UNDRAINED Cupertino, California TRIAXIAL COMPRESSION TEST LA NGA N Date 05/04/18 Project No. 770633101 Figure D-8 0.1 0 7- 5 ME 25 Sampler Type: Sprague & Henwood Diameter (in) 2.42 Height (in) Overburden Pressure, po 3,120 Preconsol. Pressure, pc 8,000 Compression Ratio, C£, 0.10 LL IPL - - Pressure (ksf) 1.0 Classification SANDY CLAY with GRAVEL (CL VALLCO TOWN CENTER Cupertino, California LANGAN 10.0 Before Test Condition 1.00 Water Content psf Void Ratio psf Saturation 112 pcf Dry Density GS 100 PI - - Classification SANDY CLAY with GRAVEL (CL VALLCO TOWN CENTER Cupertino, California LANGAN 10.0 Before Test wo 17.7 % eo 0.50 So 95 % 7d 112 pcf Sf GS 100 Source 100.0 CONSOLIDATION TEST REPORT Date 05/04/18 1 Project No. 770633101 1 Figure D-9 After Test wf 12.6 % of 0.34 Sf 100 % Yd 126 pcf 2.70 (assumed) B-1 at 26 feet CONSOLIDATION TEST REPORT Date 05/04/18 1 Project No. 770633101 1 Figure D-9 0.1 Pressure (ksf) 1.0 10.0 100.0 0 5 c N U i Q- 10 10 U N E D Q 15 t I 20 25 Sampler Type: Sprague & Henwood Condition Before Test After Test Diameter (in) 2.42 Height (in) 1.00 Water Content wo 17.2 % wf 14.7 % Overburden Pressure, po 4,920 psf Void Ratio eo 0.52 of 0.40 Preconsol. Pressure, pc 10,700 psf Saturation So 89 % Sf 100 % Compression Ratio, CE, 0.10 Dry Density Yd 111 pcf Yd 121 pcf LL - - PL - - PI - - GS 2.70 (assumed) Classification SANDY CLAY (CL), brown Source B-2 at 41 feet VALLCO TOWN CENTER Cupertino, California CONSOLIDATION TEST REPORT L A NGA N Date 05/04/18 Project No. 770633101 Figure D-10 0.1 0 Pressure (ksf) 1.0 10.0 100.0 5 U L Q 10 L U) U L W E 15 20 25 Sampler Type: Sprague & Henwood Condition Before Test After Test Diameter (in) 2.42 Height (in) 1.00 Water Content wo 20.7 % wf 19.6 % Overburden Pressure, po 8,940 psf Void Ratio eo 0.60 of 0.53 Preconsol. Pressure, pc 18,500 psf Saturation So 93 % Sf 100 % Compression Ratio, C£, 0.12 Dry Density Yd 105 pcf Yd 110 pcf LL - - PL -- PI - - GS 2.70 (assumed) Classification CLAY (CL), brown Source B-4 at 74.5 feet VALLCO TOWN CENTER Cupertino, California CONSOLIDATION TEST REPORT L A NGA N Date 05/04/18 Project No. 770633101 Figure D-11 U.S. Standard Sieve Size (in.) ► U.S. Standard Siege Numbers No i 44 Hydrometer 3 11/2 3/4 xis 4 8 16 3040 50 100 200 o f neTne nn00 100 90 80 70 1— r i7 LU 60 as W 50 Z LL t— 40 U Ix t.0 o" 30 20 10 100 50 10 5 1 0.5 0.1 0.05 GRAIN SIZE (millimeters) 0.01 0.005 0.001 % Gravel %Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay Symbol Sample Source Classification • B-1 at 31 feet CLAYEY SAND with GRAVEL (SC), brown ■ B-1 at 40.5 feet CLAYEY SAND with GRAVEL (SC), brown A B-2 at 45 feet SILTY SAND (SM), yellow-brown B-2 at 55 feet CLAYEY SAND with GRAVEL (SC), brown VALLCO TOWN CENTER Cupertino, California LANGAN PARTICLE SIZE ANALYSIS Date 05/04/181 Project No. 770633101 Figure D-12 % Gravel U.S. Standard Sie\e Size (in.) o- � -0 U.S. Standard Sieve Numbers 10 10 Hydrometer Fine 3 11/2 3t4 n 4 8 16 3040 50 100 200 Reference: ASTM D422 Silt 100 B-4 at 48.5 feet SAND with SILT and GRAVEL (SP -SM), brown B-5 at 23.5 feet SANDY SILT (ML), light brown 90- 80 70 ...... 0 � 60 r....... ..... ..... ..... ... . IM Of 50— Z LL....... .. w 40 U ti i a 30 20 10AL 0- 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE (millimeters) % Gravel %Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay Symbol Sample Source Classification • B-4 at 18.5 feet SAND with CLAY and GRAVEL (SW -SC), brown ■ B-4 at 44 feet GRAVEL with SILT and SAND (GP -GM), brown A B-4 at 48.5 feet SAND with SILT and GRAVEL (SP -SM), brown B-5 at 23.5 feet SANDY SILT (ML), light brown VALLCO TOWN CENTER Cupertino, California LANGAN PARTICLE SIZE ANALYSIS Date 05/04/18 1 Project No. 7706331011 Figure D-13 A EXUDATION PRESSURE (psi) 1,000 800 600 400 300 200 0 90 1 { 80 ... .... ..... .1.. .... 1 . .. ... ..... 70 .I. 60 ....I I w 50 Q . ..... . ... 1 I ... ... Lu 40 U Q _ 1 c/) 30 Lu j I . 20 .....e 10 i . j .... 0 0 100 200 300 400 500 ■ EXPANSION PRESSURE (psf) Specimen ID: A B C D Water Content (%) 15.3 14.0 13.2 -- Dry Density (pcf) 115.4 119.8 121.2 -- Exudation Pressure (psi) 205 281 390 -- Expansion Pressure (psf) 0.00 0.00 0.00 -- Resistance Value (R) 6 10 17 -- Sample Source Sample Description Sand Equivalent Expansion Pressure R value B-1 at 0 to 5 feet CLAY with GRAVEL (CH), -- -- 12 brown to dark brown VALLCO TOWN CENTER Cupertino, California RESISTANCE VALUE TEST DATA L A NGA N Date 05/04/18 Project No. 770633101 Figure D-14 A EXUDATION PRESSURE (psi) 1,000 800 600 400 300 200 0 90 1 { 80 ... .... ..... .1.. .... 1 . .. ... ..... 70 .I. 60 ....I I w 50 Q . ..... . ... 1 I ... ... Lu 40 U Q _ 1 c/) 30 Lu j I 20 ... I 10 ..... i 0 ILL 0 100 200 300 400 500 ■ EXPANSION PRESSURE (psf) Specimen ID: A B C D Water Content (%) 17.8 16.9 16.0 -- Dry Density (pcf) 108.4 113.1 113.9 -- Exudation Pressure (psi) 251 295 361 -- Expansion Pressure (psf) 0.00 0.00 0.00 -- Resistance Value (R) 7 9 12 -- Sample Source Sample Description Sand Equivalent Expansion Pressure R value B-4 at 0 to 5 feet CLAY with SAND and -- -- 9 GRAVEL (CL), brown VALLCO TOWN CENTER Cupertino, California RESISTANCE VALUE TEST DATA L A NGA N Date 05/04/18 Project No. 770633101 Figure D-15 APPENDIX E CONE PENETRATION TESTS L A NG'A N q (tsf) Rf (percent) 0 100 200 300 400 500 600 0 1 2 3 4 5 6 7 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IT7FF7 0 10-110 20 20 30 30 Z40 40 O 50 --� C 50 60--� ---\ 60 70--1 '--- 70 a0 J 80 Terminated at 75.3 feet. Groundwater assumed at 80 feet. Date performed 09/29/16. Ground surface elevation: 195.4 feet, NAVD 88 Datum. Q Ws SPT (N) av , 6v',Su (ksf) 0 (deg) z ¢ r a 0 20 40 60 80 100 0 5 10 15 20 0 10 20 30 40 50 y 1 w 0 0 0 0 10 10 I 10 0 10- 20 20— 20 I 20 0 20- 30 30 30— 30 30 40 40 40 40- 0 50— 50 50 50 50- 0 60— 60 60 I 60 0 5 60- 70— 70 70 70 70- 0 80 ao sa eo ea — — Effective vertical stress, 6v' VALLCO TOWN CENTER Cupertino, California - - - - - Total vertical stress, av PENETRATION TEST RESULT: Undrained Shear CONE Strength, Su qc (tsf) Rf (percent) 0 200 400 600 800 1000 0 1 2 3 4 5 6 7 0 0 10 10- 20— 20 30 30 Z40 40 50--� 50 60--� S 60 70--15 70 80 J 80 Terminated at 75.3 feet. Groundwater assumed at 80 feet. Date performed 09/29/16. Ground surface elevation: 194.2 feet, NAVD 88 Datum. SPT (N) 0 50 100 150 200 av , 6v',Su (ksf) 0 5 10 15 20 0 (deg) 0 10 20 30 40 50 Q Ws z ¢ r a y 1 w 0 0 0 0 10 10 I 10 0 10- 20— 20 20— 20 0 20- 30 30— 30— 30 I 30 —= 40 40 I I 40 0 40- = 50 50— 50 I 50 50- 0 60— 60 60 If 60 0 60- 70 70 70 70 70- 0 80 80 80 80 80 — — Effective vertical stress, 6v' VALLCO TOWN CENTER - - - - - Total vertical stress, Cupertino, California av PENETRATION TEST RESULT: Undrained Shear CONE Strength, Su q (tsf) Rf (percent) 0 200 400 600 800 0 1 2 3 4 5 6 7 8 0 1 1 F77771 0 3 10 10 20 20 30 30 40 40 9w 50--� 50 60 --� I 60 70--] ( 70 80 J 80 Terminated at 75.5 feet. Groundwater assumed at 80 feet. Date performed 09/29/16. Ground surface elevation: 194.0 feet, NAVD 88 Datum. SPT (N) 0 20 40 60 80 100120140 av , av',Su (ksf) 0 2 4 6 8 10 0 (deg) 0 10 20 30 40 50 Q Ws z ¢ r a y 1 w 0 0 0 0 10 10 I 10 10 20 20 I I 20 0 20- _ 30 30— 30 I � 30 � 30- 0 40— 40 40 I 40 I 40 50 50 I 50 0 50- —— 60— 60 60 60 60- 70— 70 70 70- 80 80 80 80 — — Effective vertical stress, 6v' VALLCO TOWN CENTER - - - - - Total vertical stress, Cupertino, California av PENETRATION TEST RESULT: Undrained Shear CONE Strength, Su q (tsf) Rf (percent) 0 200 400 600 800 0 1 2 3 4 5 6 7 0 1 1 F77771 0 11111 11111 1111 1 1111 1 1111 11111 11111 1 10 10 20 20 30 30 40 40 9w 50--� L 50 60--� -'e'— 60 70--1 r-- 70 80 J 80 Terminated at 75.3 feet. Groundwater assumed at 80 feet. Date performed 09/29/16. Ground surface elevation: 176.4 feet, NAVD 88 Datum. Q Ws SPT (N) av , av',Su (ksf) 0 (deg) z a a 0 20 40 60 80 100 120 0 2 4 6 8 10 12 14 16 18 20 0 10 20 30 40 50 r y 1 w 0 0 0 0 10 10 I 10 � 10 _ I 1 t" S 20 20 i C 20 0 20- 30— 30 30-- 30 30 I 40 40 I 40 40- 0 - 50 50 50 I 50 50 60 60 I 60 0 60- 70— 70 70 70 70- 0 80 80— 80 80 80 — — Effective vertical stress, 6v' VALLCO TOWN CENTER - - - - - Total vertical stress, Cupertino, California av PENETRATION TEST RESULT: Undrained Shear CONE Strength, Su q (tsf) Rf (percent) 0 200 400 600 800 0 1 2 3 4 5 6 7 8 0 1 1 F77771 0 10 10 20 20 30 30 40 40 O 50--� l 50 60 60 70--1 ) 70 80 J 80 Terminated at 75.5 feet. Groundwater assumed at 80 feet. Date performed 09/30/16. Ground surface elevation: 189.2 feet, NAVD 88 Datum. Q Ws SPT (N) av , 6v',Su (ksf) 0 (deg) z ¢ r a 0 20 40 60 80 100120140 0 2 4 6 8 10 12 0 10 20 30 40 50 y 1 w 0 0 0 0 10 10 I � 10 10 — I =_ I 20 20 20 20 I -- 30 30 I 30 30- 40— 0 40 40 I 40 � 40- 50— 0 50 50 50 50 I I =- 60 60 I 60 60- 70— 0 70 70 70 70- 801 0 80 80 80 80 Effective vertical stress, 6v' VALLCO TOWN CENTER - - - - - Total vertical stress, Cupertino, California av Undrained Shear Strength, Su CONE PENETRATION TEST RESULT: 1,000 100 U 07 0 z rr a LU M w 0 10 U 1 0 1 2 3 4 5 6 7 8 FRICTION RATIO, Rf (%) ZONE qc/N1 Su Factor (Nk)2 SOIL BEHAVIOR TYPE 1 2 15 (10 for q c < 9 tsf) Sensitive Fine -Grained 2 1 15 (10 for qc< 9 tsf) Organic Material 3 1 15 (10 for qc< 9 tsf) CLAY 4 1.5 15 SILTY CLAY to CLAY 5 2 15 CLAYEY SILT to SILTY CLAY 6 2.5 15 SANDY SILT to CLAYEY SILT 7 3 --- SILTY SAND to SANDY SILT 8 4 --- SAND to SILTY SAND 9 5 --- SAND 10 6 --- GRAVELLY SAND to SAND 11 1 15 Very Stiff Fine -Grained (*) 12 2 --- SAND to CLAYEY SAND (*) (*) Overconsolidated or Cemented q c = Tip Bearing fs = Sleeve Friction Rf = fs/qcx 100 = Friction Ratio Note: Testing performed in accordance with ASTM D3441. References: 1. Robertson, 1986, Olsen, 1988. 2. Bonaparte & Mitchell, 1979 (young Bay Mud qc <9). Estimated from local experience (fine-grained soils qc> 9). VALLCO TOWN CENTER Cupertino, California CLASSIFICATION CHART FOR CONE PENETRATION TESTS LANGANDate 05/04/18 Project No. 770633101 Figure E-6 APPENDIX F SOIL CORROSIVITY EVALUATION AND RECOMMENDATIONS FOR CORROSION CONTROL L A NG'A N California State Certified Laboratory No. 2153 2 May, 2018 Revised Job No. 1609167 Cust. No. 12242 Mr. Wilson Wong Langan Treadwell Rollo 4030 Moorpark Avenue, Suite 210 San lose, CA 95117 Subject: Project No.: 770633101.700.340 Project Name: Valleo Town Center Corrosivity Analysis — ASTM Test Methods Dear Mr. Wong: ,PCERCO 0, a n a I y t i c a I 1100 Willow Pass Court, Suite A Concord, CA 94520-1006 9254627771 Fax.9254622775 www.cercoanalytical.com Pursuant to your request, CERCO Analytical has analyzed the soil samples submitted on September 21, 2016. Based on the analytical results, a brief evaluation is enclosed for your consideration. Based upon the resistivity measurements, samples 001 & 003 are classified as "corrosive" and sample 002 is classified as "moderately corrosive". All buried iron, steel, cast iron, ductile iron, galvanized steel and dielectric coated steel or iron should be properly protected against corrosion depending upon the critical nature of the structure. All buried metallic pressure piping such as ductile iron firewater pipelines should be protected against corrosion. The chloride ion concentrations range from none detected to 32 mg/kg. Because the chloride ion concentrations are less than 300 mg/kg, they are determined to be insufficient to attack steel embedded in a concrete mortar coating. The sulfate ion concentrations range from none detected to 210 mg/kg and are determined to be sufficient to potentially be detrimental to reinforced concrete stmctures and cement mortar -coated steel at these locations. Therefore, concrete that comes into contact with this soil should use sulfate resistant cement such as Type 11, with a maximum water -to -cement ratio of 0.55. The pH of the soils range from 7.56 to 7.95, which does not present corrosion problems for buried iron, steel, mortar -coated steel and reinforced concrete structures. The redox potentials are 350 -mV which is indicative of potentially "slightly corrosive" soils resulting from anaerobic soil conditions. This cor•osivity evaluation is based on general corrosion engineering standards and is non-specific in nature. For specific long-term corrosion control design recommendations or consultation, please call ✓DHCorrosion Consultants, Inc. at (92555))927-6630, 22'1 77-66 16 3 00, / 999 t?l , JDH/jdl Enclosure, O O p N O� p f0 Y N z C lJ V j �IpY O q V [V N yyV i Z p e ap o� rn m yq N w E m ll o Wm N g V N A C .�1 W 2 O� 0 Vl U U Cp N M V C o c W 3« N S V V e N i W s z z }z Q b N Q b M O 1O. a" T b qqO V a P P � f E � o O p z _ M ap ^01 m yq g r N A C .�1 W 0 Vl EO h U o h M N M o M W � V1 � V W m z z }z Q b N Q b M O 1O. u T b qqO V � o q z z ^01 m o r n n o h M N M o M vl � V1 � � N W m m Q b N Q b M 4 V Q T b qqO V lows IA 1 APPENDIX G SITE-SPECIFIC GROUND MOTIONS L A NG'A N APPENDIX G SITE-SPECIFIC RESPONSE SPECTRA This appendix presents the details of our estimation of the level of ground shaking at the site during future earthquakes. To develop site-specific response spectra in accordance with 2016 California Building Code (CBC) criteria, and by reference ASCE 7-10, we performed probabilistic seismic hazard analysis (PSHA) and deterministic seismic hazard analysis to develop smooth, site-specific horizontal rock spectra for two levels of shaking, namely: • Risk Targeted Maximum Considered Earthquake (MCER), which corresponds to the lesser of two percent probability of exceedance in 50 years (2,475 -year return period) or 84th percentile of the controlling deterministic event both considering the maximum direction as described in ASCE 7-10. • Design Earthquake (DE) which corresponds to 2/3 of the MCER. F1.0 PROBABILISTIC SEISMIC HAZARD ANALYSIS Because the location, recurrence interval, and magnitude of future earthquakes are uncertain, we performed a PSHA, which systematically accounts for these uncertainties. The results of a PSHA define a uniform hazard for a site in terms of a probability that a particular level of shaking will be exceeded during the given life of the structure. To perform a PSHA, information regarding the seismicity, location, and geometry of each source, along with empirical relationships that describe the rate of attenuation of strong ground motion with increasing distance from the source, are needed. The assumptions necessary to perform the PSHA are that: • the geology and seismic tectonic history of the region are sufficiently known, such that the rate of occurrence of earthquakes can be modeled by historic or geologic data • the level of ground motion at a particular site can be expressed by an attenuation relationship that is primarily dependent upon earthquake magnitude and distance from the source of the earthquake • the earthquake occurrence can be modeled as a Poisson process with a constant mean occurrence rate. As part of the development of the site-specific spectra, we performed a PSHA to develop a site-specific response spectrum for 2 percent probability of exceedance in 50 years. The spectrum for this hazard level was developed using the computer code EZFRISK 8.00 (Risk G-1 LANGA N Engineering 2015). The approach used in EZFBISK is based on the probabilistic seismic hazard model developed by Cornell (1968) and McGuire (1976). Our analysis modeled the faults in the Bay Area as linear sources, and earthquake activities were assigned to the faults based on historical and geologic data. The levels of shaking were estimated using Next Generation Attenuation West 2 (NGA — West2) relationships that are primarily dependent upon the magnitude of the earthquake and the distance from the site to the fault. F1.1 Probabilistic Model In probabilistic models, the occurrence of earthquake epicenters on a given fault is assumed to be uniformly distributed along the fault. This model considers ground motions arising from the portion of the fault rupture closest to the site rather than from the epicenter. Fault rupture lengths were modeled using fault rupture length -magnitude relationships given by Wells and Coppersmith (1994). The probability of exceedance, Pe(Z), at a given ground -motion, Z, at the site within a specified time period, T, is given as: Pe(Z) = 1 - e V(z)T where V(z) is the mean annual rate of exceedance of ground motion level Z. V(z) can be calculated using the total -probability theorem. where: V(z) - yv; ff P[Z > z I m, r]fM (m)fR jM (r;m)drdm v; = the annual rate of earthquakes with magnitudes greater than a threshold MO1 II11111=Y0111111[Kal P [Z > z I m,r] = probability that an earthquake of magnitude m at distance r produces ground motion amplitude Z higher than z fM; (m) and fRiIM; (r;m) = probability density functions for magnitude and distance Z represents peak ground acceleration, or spectral acceleration values for a given frequency of vibration. The peak accelerations are assumed to be log -normally distributed about the mean with a standard error that is dependent upon the magnitude and attenuation relationship used. G-2 L A NGA N F1.2 Source Modeling and Characterization The segmentation of faults, mean characteristic magnitudes, and recurrence rates were modeled using the data presented in the WGCEP (2008) and Cao et al. (2003) reports. We also included the combination of fault segments and their associated magnitudes and recurrence rates as described in the WGCEP (2008) in our seismic hazard model. Table G-1 presents the distance and direction from the site to the fault, mean characteristic magnitude, mean slip rate, and fault length for individual fault segments. We used the California fault database identified as "USGS 2014 Lower 48 v0.1 " in EZFRISK 8.00. Each segment is characterized with multiple magnitudes, occurrence or slip rates and weights. This approach takes into account the epistemic uncertainty associated with the various seismic sources in our model. TABLE G-1 Source Zone Parameters Fault Segment Approx. Distance from fault (km) Direction from Site Mean Characteristic Moment Magnitude Mean Slip Rate (mm/yr) Approx. Fault Length (km) Monte Vista -Shannon 4.8 Southwest 6.50 0.4 45 N. San Andreas; SAN+SAP 10.6 Southwest 7.73 22 274 N. San Andreas; SAN+SAP+SAS 10.6 Southwest 7.87 21 336 N. San Andreas; SAO+SAN+SAP 10.6 Southwest 7.95 22 410 N. San Andreas; SAO+SAN+SAP+SAS 10.6 Southwest 8.05 22 472 N. San Andreas; SAP 10.6 Southwest 7.23 17 85 N. San Andreas; SAP+SAS 10.6 Southwest 7.48 17 147 N. San Andreas; SAS 17 South 7.12 17 62 Hayward -Rodgers Creek; HN+HS 20 Northeast 7.00 9 87 Hayward -Rodgers Creek; HS 20 Northeast 6.78 9 52 Hayward -Rodgers Creek; RC+HN+HS 20 Northeast 7.33 9 150 Calaveras; CC 22 Northeast 6.39 15 59 Calaveras; CC+CS 22 Northeast 6.50 15 78 Calaveras; CN 22 Northeast 6.87 6 45 Calaveras; CN+CC 22 Northeast 7.00 11 104 Calaveras; CN+CC+CS 22 Northeast 7.03 12 123 Zayante-Vergeles 27 South 7.00 0.1 58 San Gregorio Connected 33 West 7.50 5.5 176 Greenville Connected 46 East 7.00 2 50 Monterey Bay-Tularcitos 46 South 7.30 0.5 83 Mount Diablo Thrust 48 Northeast 6.70 2 25 Hayward -Rodgers Creek; HN 58 North 6.60 9 35 Hayward -Rodgers Creek; RC+HN 58 North 7.19 9 97 Calaveras; CS 61 Southeast 5.83 15 19 Great Valley 7 63 Northeast 6.90 1.5 45 Green Valley Connected 64 North 6.80 4.7 56 Ortigalita 1 65 1 East 1 7.10 1 1 1 70 G-3 L A NGA N Fault Segment Approx. Distance from fault (km) Direction from Site Mean Characteristic Moment Magnitude Mean Slip Rate (mm/yr) Approx. Fault Length (km) N. San Andreas; SAN 71 Northwest 7.51 24 189 N. San Andreas; SAO+SAN 71 Northwest 8.00 24 326 Quien Sabe 73 Southeast 6.60 1 23 SAF - creeping segment 75 Southeast 6.70 34 125 Rinconada 76 Southeast 7.50 1 191 Great Valley 8 77 East 6.80 1.5 41 Great Valley 5, Pittsburg Kirby Hills 78 North 6.70 1 32 Hayward -Rodgers Creek; RC 92 Northwest 7.07 9 62 Great Valley 9 94 East 6.80 1.5 39 West Napa 95 North 6.70 1 30 Point Reyes 100 Northwest 1 6.90 1 0.3 1 47 F1.3 Attenuation Relationships As part of our field exploration we performed down hole suspension logging to estimate the shear wave velocity of the soil beneath the proposed basement. On the basis of the shear wave velocity measurements, we estimate an average shear wave velocity of the upper 30 meters (100 ft), Vs30, of approximately 1,600 feet per second (490 meters per second) as such, the site is classified as a very dense profile, site class C. Pacific Earthquake Engineering Research Center (PEER) embarked on a project to enhance the Next Generation Attenuation for the Western United States, the NGA-West 2 project. We used the relationships by Abrahamson et al. (2014), Boore et al. (2014), Campbell and Bozorgnia (2014) and Chiou and Youngs (2014). These attenuation relationships include the average shear wave velocity in the upper 100 feet. Furthermore, these relationships were developed using the same database and each relationship is considered equally credible. Therefore, the average of the relationships was used to develop the recommended spectra. The NGA-West 2 relationships were developed for the orientation -independent geometric mean of the data. Geometric mean is defined as the square root of the product of the two recorded components. F2.0 PSHA RESULTS Figures G-1 presents results of the PSHA for 2 percent probability of exceedance in 50 years, 2,475 return period, using the four relationships discussed above. The average of these relationships is also presented. G-4 L A NGA N ASCE 7-10 specifies the development of MCER site-specific response spectra in the maximum direction. Shahi and Baker (2014) provide scaling factors that modify the geometric mean spectra to provide spectral values for the maximum response (maximum direction). We used the scaling factors presented in Table 1 of Shahi and Baker (2014) ratios SaROtD100/SaRotD50 to modify the average of the PSHA results. The maximum direction spectrum is also shown on Figure G-1. Figure G-2 presents the deaggregation plots of the PSHA results for the 2 percent probability of exceedance in 50 years hazard level. From the examination of these results, it can be seen that the Monte Vista Shannon and San Andreas faults dominate the hazard at the project site at different periods of interest. F3.0 DETERMINISTIC ANALYSIS We performed a deterministic analysis to develop the MCER spectrum at the site. In a deterministic analysis, a given magnitude earthquake occurring at a certain distance from the source is considered as input into an appropriate ground motion attenuation relationship. On the basis of the deaggregation results we developed deterministic spectra for both scenarios earthquakes: • a moment magnitude 6.5 earthquake on the Monte Vista Shannon fault occurring 4.8 km from the site • a moment magnitude 8.0 earthquake on the San Andreas fault occurring 10.6 km from the site. The deterministic MCE spectrum was defined as an envelope of both scenario earthquakes. This is consistent with the deaggregation results discussed in Section F2.0. The same attenuation relationships as discussed in Section F1.3 were used in our deterministic analysis. Figures G-3 and G-4 presents the 84th percentile deterministic results for the San Andreas and Monte Vista scenarios, respectively. The average of the four relationships is also presented on those figures. Similarly to the PSHA results, we developed the 84' percentile deterministic spectrum in the maximum direction using the Shahi and Baker (2014) ratios. Figure G-5 presents the average of the 84th percentile deterministic results in the maximum direction for both scenarios as well as the recommended envelop of both scenarios. G-5 L A NGA N F5.0 RECOMMENDED SPECTRA The MCER as defined in ASCE 7-10 is the lesser of the maximum direction PSHA spectrum having a two percent probability of exceedance in 50 years (2,475 -year return period) or the maximum direction 84" percentile deterministic spectrum of the governing earthquake scenario and the DE spectrum is defined as 2/3 times the MCER spectrum. Furthermore, the MCER spectrum is defined as risk targeted response spectrum which corresponds to a targeted collapse probability of one percent in 50 years. According to USGS website the risk coefficients for the PSHA spectra for short and long periods are, 0.93 and 0.91, respectively. We used these risk coefficients to develop the Risk -Targeted PSHA response spectrum. Furthermore, we followed the procedures outlined in Chapter 21 of ASCE 7-10 to develop the site-specific spectra for MCER and DE. Chapter 21 of ASCE 7-10 requires the following checks: • the deterministic spectrum used to develop the MCER shall not fall below the Deterministic Lower Limit spectrum as shown on Figure 21.2-1 of ASCE 7-10; • the DE spectrum shall not fall below 80 percent of general design spectrum (Section 21.3 of Chapter 21 ASCE 7-10). Figure G-6 and Table G-2 present a comparison of the site-specific spectra for the PSHA 2,475 year return period (max. dir.), the 84th percentile deterministic (max. dir.), and the Deterministic Lower Limit spectra for Site Class C per ASCE 7-10. We included the risk coefficients as discussed above in the Risk -Targeted PSHA spectrum. The deterministic 84th percentile spectrum is greater than the Deterministic Lower Limit spectrum; hence the MCER is defined as the lower of the 84th percentile deterministic and the PSHA 2,475 -year return spectra. The recommended MCER spectrum is presented on Figure G-4 and in Table G-2. G-6 L A NGA N TABLE G-2 Comparison of Site-specific and Code Spectra for Development of MCER Spectrum per ASCE 7-10 Sa (g) for 5 percent damping Period (seconds) Risk Targeted PSHA - 2,475 -Year Return Period - Maximum Direction Deterministic 84"' percentile - Maximum Direction ASCE 7-10 Deterministic Lower Limit Site Class C Recommended MCER 0.01 0.905 0.817 0.600 0.817 0.10 1.825 1.607 1.500 1.607 0.20 2.353 2.027 1.500 2.027 0.30 2.300 1.964 1.500 1.964 0.40 2.097 1.774 1.500 1.774 0.50 1.900 1.620 1.500 1.620 0.60 1.683 1.450 1.300 1.450 0.75 1.453 1.254 1.040 1.254 1.00 1.126 1.005 0.780 1.005 1.50 0.755 0.708 0.520 0.708 2.00 0.564 0.542 0.390 0.542 3.00 0.382 0.387 0.260 0.387 4.00 0.288 0.305 0.195 0.288 5.00 0.231 0.245 0.156 0.231 6.00 0.178 0.194 0.130 0.178 7.00 0.148 0.160 0.111 0.148 8.00 0.125 0.132 0.098 0.125 Table G-3 presents the development of recommended DE spectrum following the procedures outlined in Chapter 21 of ASCE 7-10. The DE is defined as 2/3 of the MCER per ASCE 7-10; however, the recommended DE may not be below 80 percent of the general spectrum at any period (ASCE 7-10 Section 21.3). Figure G-6 and Table G-3 presents a comparison of 2/3 of the MCER spectrum and 80 percent of the general spectrum for Site Class C. As shown in Table G-3 and Figure G-6, 80 percent of the general spectrum is lower than 2/3 of the MCER spectrum. Therefore, we recommend that 2/3 of the MCER spectrum be used to develop the DE spectrum. The recommended DE spectrum is shown on Figure G-6. G-7 L A NGA N TABLE G-3 Comparison of Site-specific and Code Spectra for Development of DE Spectrum per ASCE 7-10 Sa (g) for 5 percent damping Period (seconds) Recommended MCER 2/3 times MCER 80% of General Design Spectrum Recommended DE 0.01 0.817 0.545 0.320 0.545 0.10 1.607 1.071 0.855 1.071 0.20 2.027 1.351 0.855 1.351 0.30 1.964 1.309 0.855 1.309 0.40 1.774 1.182 0.855 1.182 0.50 1.620 1.080 0.855 1.080 0.60 1.450 0.966 0.740 0.966 0.75 1.254 0.836 0.592 0.836 1.00 1.005 0.670 0.444 0.670 1.50 0.708 0.472 0.296 0.472 2.00 0.542 0.361 0.222 0.361 3.00 0.387 0.258 0.148 0.254 4.00 0.288 0.196 0.111 0.192 5.00 0.231 0.157 0.089 0.154 6.00 0.178 0.121 0.074 0.119 7.00 0.148 0.100 0.063 0.098 8.00 1 0.125 1 0.085 1 0.056 0.083 The recommended MCER and DE spectra in the maximum direction are presented on Figure G-7 along with a comparison of the general spectrum for site class C and digitized values of the recommended spectra are presented in Table G-4 for a damping ratio of 5 percent. G-8 LA NGA N TABLE G-4 Recommended SpectraSa (g) for 5 percent damping Period (seconds) Recommended MCER Recommended DE 0.01 0.817 0.545 0.10 1.607 1.071 0.20 2.027 1.351 0.30 1.964 1.309 0.40 1.774 1.182 0.50 1.620 1.080 0.60 1.450 0.966 0.75 1.254 0.836 1.00 1.005 0.670 1.50 0.708 0.472 2.00 0.542 0.361 3.00 0.387 0.254 4.00 0.288 0.192 5.00 0.231 0.154 6.00 0.178 0.119 7.00 0.148 0.098 8.00 1 0.125 1 0.083 Because site-specific procedure was used to determine the recommended MCER and DE response spectra, the corresponding values of SMs, SM,, SDs and SD1 per Section 21.4 of ASCE 7-10 should be used as shown in Table G-5. TABLE G-5 Design Spectral Acceleration Value Parameter Spectral Acceleration Value (g's) SMS 2.027 SMI 1.084* SDS 1.351 SD1 0.722* * SM, and SDI are based on the site-specific response spectra and are governed by the spectral acceleration at a period of two seconds. G4.0 MATCHED TIME SERIES (To be included at a later date) G -g L A NGA N REFERENCES Shahi, S. K. and Baker J. W. (2014). "NGA-West 2 Models for Ground Motion Directionality." Earthquake Spectra. Volume 30. No. 3. Pages 1285-1300. G-1 LANGA N 3.0 Abrahamson et al. (2014) Boore et al. (2014) -Geometric Mean Average -Maximum Direction 2.5 I ` Campbell and Bozorgnia (2014) N ` Chiou and Youngs (2014) NGA West 2 ` -Average p 2.0 Q W w 1.5 V V Q a 1.0 5.0 oc V W vai 0.5 0.0 0.0 1.0 2.0 3.0 4.0 6.0 7.0 8.0 PERIOD (seconds) VALLCO TOWN CENTER Damping Ratio = 5% Cupertino, California Notes: (1) Estimated V sso = 490 m/s RESULTS OF PSHA, 2 PERCENT PROBABILITY OF EXCEEDANCE IN 50 YEARS (2) Maximum direction factors from Shahi and Baker (2014) Date 03/27/18 Project No. 770633101 Figure G-1 LANGAN -Geometric Mean Average -Maximum Direction I ` p 3 p.3 �G 9 0 d :� S S2.•::•: o : � s m s s p 5 0.5 (a) PGA a •.iL.S•IY .SIS•!.• z.'zt.•.2`0: s" •`�• �s s�F p 7 0.1 (b) Sa, T = 1.0 seconds a a o .S• 15S 9 VALLCO TOWN CENTER (c) Sa, T = 4.0 seconds Cupertino, California 2% PROBABILITY OF EXCEEDANCE IN 50 YEARS FOR - MAGNITUDE DISTANCE DEAGGREGATION PLOTS Date 03/27/18 Project No. 770633101 Figure G-2 LANGAN 616i N p 2.0 H Q W w 1.5 V V Q a 1.0 oc V w a) 0.5 1.0 2.0 3.0 4.0 PERIOD (seconds) Damping Ratio = 5% Notes: (1) Estimated Vs30 = 490 m/s (2) Deterministic results correspond to a Moment Magnitude 8.05 occuring on the San Andreas fault about 10.6 km from the site. (3) Maximum direction factors from Shahi and Baker (2014) 5.0 6.0 7.0 8.0 VALLCO TOWN CENTER Cupertino, California RESULTS OF 84th PERCENTILE DETERMINISTIC ANALYSIS FOR SAN ANDREAS FAULT Date 03/27/18 1 Project No. 770633101 1 Figure G-3 LANGAN Abrahamson et al. (2014) Boore et al. (2014) Campbell and Bozorgnia (2014) Chiou and Youngs (2014) NGA West 2 Average - 84th Percentile 84th Percentile - Max. Direction 1.0 2.0 3.0 4.0 PERIOD (seconds) Damping Ratio = 5% Notes: (1) Estimated Vs30 = 490 m/s (2) Deterministic results correspond to a Moment Magnitude 8.05 occuring on the San Andreas fault about 10.6 km from the site. (3) Maximum direction factors from Shahi and Baker (2014) 5.0 6.0 7.0 8.0 VALLCO TOWN CENTER Cupertino, California RESULTS OF 84th PERCENTILE DETERMINISTIC ANALYSIS FOR SAN ANDREAS FAULT Date 03/27/18 1 Project No. 770633101 1 Figure G-3 LANGAN 616i N p 2.0 Q W w 1.5 V V Q a 1.0 oc V w a) 0.5 as Damping Ratio = 5% 1.0 2.0 3.0 4.0 PERIOD (seconds) Notes: (1) Estimated Vs30 = 490 m/s (2) Deterministic results correspond to a Moment Magnitude 6.5 occuring on the Monte Andreas fault about 4.8 km from the site. (3) Maximum direction factors from Shahi and Baker (2014) 5.0 6.0 7.0 8.0 VALLCO TOWN CENTER Cupertino, California RESULTS OF 84th PERCENTILE DETERMINISTIC ANALYSIS FOR MONTE VISTA SHANNON FAULT Date 03/27/18 1 Project No. 770633101 1 Figure G-4 LANGAN Abrahamson et al. (2014) Boore et al. (2014) Campbell and Bozorgnia (2014) Chiou and Youngs (2014) NGA West 2 / -Average - 84th Percentile 84th Percentile - Max. Direction as Damping Ratio = 5% 1.0 2.0 3.0 4.0 PERIOD (seconds) Notes: (1) Estimated Vs30 = 490 m/s (2) Deterministic results correspond to a Moment Magnitude 6.5 occuring on the Monte Andreas fault about 4.8 km from the site. (3) Maximum direction factors from Shahi and Baker (2014) 5.0 6.0 7.0 8.0 VALLCO TOWN CENTER Cupertino, California RESULTS OF 84th PERCENTILE DETERMINISTIC ANALYSIS FOR MONTE VISTA SHANNON FAULT Date 03/27/18 1 Project No. 770633101 1 Figure G-4 LANGAN Mel NU N p 2.0 i= Q OC w w 1.5 V V Q a 1.0 oc V w vii 0.5 1.0 2.0 3.0 4.0 PERIOD (seconds) Damping Ratio = 5% Notes: (1) Estimated Vs30 = 465 m/s (2) Deterministic results corresponds to the San Andreas event (MW = 8.05 and D = 10.6 km) and the Monte Vista -Shannon event ((MW = 6.5 and D = 4.8 km) (3) Maximum direction factors from Shahi and Baker (2014) 5.0 6.0 7.0 8.0 VALLCO TOWN CENTER Cupertino, California COMPARISON OF 84"' PERCENTILE DETERMINISTIC SPECTRA FOR SAN ANDREAS AND MONTE VISTA Date 03/27/18 1 Project No. 770633101 1 Figure G-5 LANGAN San Andreas Event Monte Vista - Shannon Event Envelop of San andreas and Monte Vista - Shannon Events coo 1.0 2.0 3.0 4.0 PERIOD (seconds) Damping Ratio = 5% Notes: (1) Estimated Vs30 = 465 m/s (2) Deterministic results corresponds to the San Andreas event (MW = 8.05 and D = 10.6 km) and the Monte Vista -Shannon event ((MW = 6.5 and D = 4.8 km) (3) Maximum direction factors from Shahi and Baker (2014) 5.0 6.0 7.0 8.0 VALLCO TOWN CENTER Cupertino, California COMPARISON OF 84"' PERCENTILE DETERMINISTIC SPECTRA FOR SAN ANDREAS AND MONTE VISTA Date 03/27/18 1 Project No. 770633101 1 Figure G-5 LANGAN 616i N im p 2.0 H Q D: W w 1.5 V V Q a 1.0 oc V w vii 0.5 &is Damping Ratio = 5% 1.0 2.0 3.0 4.0 PERIOD (seconds) Notes: (1) Estimated Vs30 = 465 m/s (2) Deterministic results corresponds to an envelop of the San Andreas event (Mw = 8.05 and D = 10.6 km) and the Monte Vista -Shannon event (Mw = 6.5 and D = 4.8 km). (3) Maximum direction factors from Shahi and Baker (2014) 5.0 6.0 7.0 8.0 VALLCO TOWN CENTER Cupertino, California COMPARISON OF DETERMINISTIC, PROBABILISTIC AND CODE SPECTRA Date 03/27/18 1 Project No. 770633101 1 Figure G-6 LANGAN Risk Targeted PSHA - 2,475 year return period - Max. Direction 84th Percentile - Max. Direction ASCE 7-10 Deterministic Lower Limit, Sc • Recommended MCER 2/3 of the MCER — — ASCE 7-10 - 80% General Design SC Recommended DE &is Damping Ratio = 5% 1.0 2.0 3.0 4.0 PERIOD (seconds) Notes: (1) Estimated Vs30 = 465 m/s (2) Deterministic results corresponds to an envelop of the San Andreas event (Mw = 8.05 and D = 10.6 km) and the Monte Vista -Shannon event (Mw = 6.5 and D = 4.8 km). (3) Maximum direction factors from Shahi and Baker (2014) 5.0 6.0 7.0 8.0 VALLCO TOWN CENTER Cupertino, California COMPARISON OF DETERMINISTIC, PROBABILISTIC AND CODE SPECTRA Date 03/27/18 1 Project No. 770633101 1 Figure G-6 LANGAN 2.5 Recommended MCER 2.0 N Recommended DE 2013 CBC -MCER SC Z 0 — — —2013CBC -DE SC a 1.5 w Joc W V a 1.0 J Q H V a 0.5 0.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 PERIOD (seconds) VALLCO TOWN CENTER Damping Ratio = 5% Cupertino, California COMPARISON OF RECOMMENDED MCER AND DE SPECTRA WITH CODE Date 03/27/18 Project No. 770633101 Figure G-7 LAIVGAIV DISTRIBUTION 2 copies: Mr. Nandy Kumar Vallco Property Owner, LLC 10123 North Wolfe Road Cupertino, California 95014 QUALITY CONTROL REVIEWER: 5 Richard D. Rodgers, G. . Managing Principal & Executive Vice President L A NGA /V