Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
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
