HomeMy WebLinkAboutTechnical Appendix part 2
GEOLOGIC AND GEOTECHNICAL INVESTIGATION
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
Chamberlin Associates
Pleasanton, California
18 September 2008
Project No. 4848.01
Treadwell&RoIIo
Environmental & Geotechnical Consultants
TreadwelI&RoIIo
TABLE OF CONTENTS
1.0 INTRODUCTION...................................................................................................................1
2.0 SCOPE OF SERVICES ............................................................................................................2
3.0 GEOLOGIC STUDY ................................................................................................................4
3.1 Regional Geology ......................................................................................................4
3.2 Local Faulting and Seismicity......................................................................................4
4.0 GEOTECHNICAL FIELD INVESTIGATION AND LABORATORY TESTING....................................... 5
4.1 Borings.................................................................................................................... 5
4.2 Laboratory Testing.................................................................................................... 7
4.3 Borings by Others..................................................................................................... 7
5.0 SUBSURFACE CONDITIONS................................................................................................... 7
5.1 General Subsurface Conditions................................................................................... 7
5.2 Building 900 (currently the FedEx Building) .................................................................8
5.3 Building 850 (currently an Elan Pharmaceutical Building) ..............................................8
5.4 Garage 1 & 2 (currently the FedEx Shipping Area) .......................................................8
5.5 Building 1000 (preliminary study) ...............................................................................9
6.0 REGIONAL SEISMICI1Y....................................................................................................... 10
7.0 DISCUSSION AND CONCLUSIONS ........................................................................................12
7.1 Geologic Hazards ....................................................................................................12
7.1.1 Fault Rupture.............................................................................................. 12
7.2 Seismic Hazards......................................................................................................13
7.2.1 Soil Liquefaction and Associated Hazards....................................................... 13
7.2.2 Cyclic Densification......................................................................................14
7.3 Foundations........................................................................................................... 14
7.4 Construction Considerations..................................................................................... 14
8.0 RECOMMENDATIONS.......................................................................................................... 15
8.1 Site Preparation and Fill Placement...........................................................................15
8.2 Foundation............................................................................................................. 17
8.3 Floor Slabs............................................................................................................. 18
8.4 Seismic Design....................................................................................................... 19
8.5 Shoring.................................................................................................................. 20
8.6 Utilities.................................................................................................................. 20
8.7 Pavements............................................................................................................. 20
8.7.1 Asphalt Pavements ...................................................................................... 21
8.7.2 Exterior Concrete Slabs-on-Grade ................................................................. 21
9.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION ............................................................22
10.0 LIMITATIONS..................................................................................................................... 22
REFERENCES
FIGU RES
APPENDIX A - Logs of Borings by Treadwell & Rollo, Inc.
APPENDIX B - Laboratory Test Results
APPENDIX C - Previous Fault Study
APPENDIX D - Logs of Borings and Laboratory Test Results by Others
DISTRIBUTION
TreadwelI&RoIo
LIST OF FIGURES
Rgure 1
Site Location Map
Figure 2
Site Plan
Figure 3
Phase I Proposed Improvements Site Plan
Figure 4
Regional Geologic Map
Figure 5
Map of Major Faults and Earthquake Epicenters in the
San Francisco Bay Area
Rgure 6
Modified Mercalli Intensity Scale
LIST OF APPENDICES
APPENDIX A Logs of Borings by Treadwell & Rollo, Inc.
APPENDIX B Laboratory Test Results
APPENDIX C Previous Fault Study
APPENDIX D Logs of Borings and Laboratory Test Results by Others
TreadwelI&RoIo
GEOLOGIC and GEOTECHNICAL INVESTIGATION
Gateway and Oyster Point Boulevard
South San Francisco, California
1.0 INTRODUCTION
This report presents the results of the geotechnical study and investigation performed by Treadwell &
Rollo, Inc. for the feasibility of development of Lots A, B, C and D of the Gateway Business Park at
Gateway Boulevard in South San Francisco. In addition, this report presents the results of our
investigation specifically for the design of the proposed Buildings 850 and 900 and Garages 1 and 2
within the project site. The site is located on the southeast corner of the intersection of Oyster Point and
Gateway Boulevards, as shown on the Site Location Map, Figure 1.
The site is currently developed as a business park consisting of single-story concrete office buildings and
associated improvements. Prior to being developed into a business park, the site was used by Bethlehem
Steel as a storage facility.
The triangular-shaped site encompasses approximately 23 acres as shown on Figure 2. The site has
multiple relatively flat areas centered around existing buildings with pad elevations' varying between
Elevations 25 feet and 49 feet. The site is bound on the southeast by a varying 8 to 10 foot high 2: 1
(horizontal:vertical) slope and rail line, on the north by Oyster Point Boulevard, on the southwest by
another business park, and on the west by Gateway Boulevard.
Plans are to redevelop the business park with new commercial structures and associated improvements.
Currently, the site is occupied by six concrete buildings used for offices, storage and shipping. We
understand the existing structures will be demolished and replaced. At this time four structures are
proposed as part of the first phase of the development, Buildings 900, 850 and Garages 1 & 2, as shown
on Figure 3. In addition, Building 1000 is in the preliminary stages of design. Structural design loads
were not available at the time this report was prepared for any of the proposed structures. Buildings 900
and 850 are proposed at-grade, 6 story concrete buildings and Garages 1 & 2 are proposed to be 5-level
concrete structures.
Elevations referenced in this report are based on the 1929 National Geodetic Vertical Datum (NGVD).
TreadwelI&RoIo
2.0 SCOPE OF SERVICES
Our scope of services was outlined in our proposal dated 13 May 2008. The purpose of our study was to
provide geotechnical recommendations for the feasibility of the over all redevelopment of Gateway
Boulevard Industrial Park and specifically, the design and construction of the proposed first phase of the
development. Our services consisted of a review of available previous geotechnical reports, a geologic
hazard review, a field investigation to evaluate the subsurface conditions, laboratory testing on selected
soil samples obtained during the field investigation, and performing engineering analyses to develop
conclusions and recommendations regarding:
. soil and groundwater conditions at the site
. seismic hazards, including liquefaction potential
. appropriate foundation type(s) for the proposed structure
. design criteria for the recommended foundation type(s)
. estimates of total and differential foundation settlement
. site grading, including criteria for fill quality and compaction
. subgrade preparation for floor slabs
. flexible pavement design recommendations
. 2007 California Building Code seismic design parameters
. construction considerations.
The reports reviewed for this project were prepared by several geotechnical consultants for previous
designs for the subject 23 acre site. We also reviewed the results of our geotechnical investigation
performed at the adjacent Oyster Point Boulevard projects, including 180, 200 and 230 Oyster Point Blvd.
2
48480101.0AK
18 September 2008
TreadwelI&RoIo
The reports reviewed included:
. "Initial Geotechnical Investigation, Proposed Light Industrial Park, Bethlehem Steel Plant Site,
South San Francisco, California, for Coldwell Banker Management Corporation." Prepared by
Cooper & Clark Consulting Engineers, dated 9 January 1978.
. "Preliminary Hydrogeologic Evaluation, Gateway Project, South San Francisco, California, for
Homart Development Co." Prepared by Cooper & Clark Consulting Engineers, dated
10 September 1981.
. "Geotechnical Engineering Studies Proposed Buildings A and B and Finish Site Grading, Phase I
Development, Gateway Project, South San Francisco, California, for Homart Development Co."
Prepared by Cooper & Clark Consulting Engineers, dated 6 July 1981.
. "Revised Report of Consultation, Proposed Site Demolition and Rough Grading, Gateway Project,
South San Francisco, California, for Homart Development Co." Prepared by Cooper & Clark
Consulting Engineers, dated 1 July 1981.
. "Preliminary Geotechnical Investigation, 22-1/2 Acre Site, South San Francisco, California, for
Genentech, Inc." Prepared by Cooper Engineers, dated 9 January 1986.
. "Fault Investigation, 23 Acre Industrial Park, Gateway and Oyster Point Boulevards, South San
Francisco, California." Prepared by UPP Geotechnical, Inc., dated 18 August 1987.
. "Foundation Investigation, 23-Acre Industrial Park, Gateway and Oyster Point Boulevards, South
San Francisco, California, for Rouse & Associates." Prepared by Donald E. Banta & Associates,
dated 21 August 1987.
3
48480101.0AK
18 September 2008
TreadwelI&RoIo
3.0 GEOLOGIC STUDY
The geologic study performed as part of our investigation for the project included:
. A review of published geologic literature, maps, and hazard maps of the site vicinity.
. A review of the Fault Investigation Report prepared by Upp Geotechnology Inc. (UGI) for a prior
development of the site, dated 18 August, 1987.
. A review of unpublished USGS studies of the area for improvements to the nearby Hillside
Landfill.
. A site reconnaissance by our senior project geologist on 1 August 2008. During that visit, we
observed geologic exposures in the cut-slope along the southeast perimeter of the property
associated with the Hillside Fault.
3.1 Regional Geology
The subject property is located in a relatively flat portion of South San Francisco on the east side of
Highway 101, south of the eastern edge of San Bruno Mountain, and west of San Bruno Point as shown
on the Site Location Map, Figure 1. According to the Geologic Map for San Mateo County (Brabb and
Pampeyan, 1983), the site is within an area underlain by Jurassic to Cretaceous age (approximately 65 to
213 million years ago) Franciscan Assemblage sheared rock (melange). Locally the melange is comprised
predominantly of greywacke sandstone and sheared shale. A Regional Geologic Map is presented on
Figure 4.
3.2 Local Faulting and Seismicity
The Hillside Fault traverses the property in a generally west-northwest direction. The fault is not mapped
as offsetting different lithologic units (rock types) in the subject vicinity as shown on Figure 4. The map
also shows the fault buried beneath units of different ages, including Holocene (11,000 year old to
present) Hillslope Deposits and Pleistocene (11,000 year old to 1.8 million year old) Alluvium that have
not been offset by faulting northwest and southeast of the site. The fault has not been determined by
the California Geological Survey (CGS) to be active during the past 1.8 million years.
4
48480101.0AK
18 September 2008
TreadwelI&RoIo
In 1987, a fault exploration trench was excavated on the subject property by Upp Geotechnology Inc.
(UGI). Their trench exposed, "a sheared shaley gravel with boulders up to 2 feet in diameter. Three
fault traces were exposed in the trench, and can be described as zones of highly sheared silty shale. The
three fault traces range in thickness from 2 to 4 feet, and have trends generally parallel to the northwest
trending mapped trace ofthe Hillside Fault'.
UGI noted that the fault traces exposed were near vertical, and suggested a right-lateral strike-slip
movement based on their vertical nature as well as known movements of other faults within the greater
Bay Area with similar orientations. The faults exposed in the trench were observed to act as a
groundwater barrier, with groundwater much shallower on the northern side of the fault.
The cutslope on the southwest side of the property exposes greywacke sandstone and gravelly shale
deposits of the Franciscan Assemblage. Within the sandstone in the southwestern portion of the site,
approximately 70 to 80 feet northeast of the mapped location of the Hillside Fault, we observed what
appears to be the main trace of the fault bisecting the greywacke sandstone. The fault exposure
consisted of an approximately 2 to 3 foot wide, near vertical column of sheared shale, consistent with
observations in the prior UGI trench. The Fault Investigation prepared by Upp Geotechnology, Inc. dated
18 August 1987 has been included herein in Appendix C.
4.0 GEOTECHNICAL FIELD INVESTIGATION AND LABORATORY TESTING
We performed a field investigation at the site on 21 and 23 July 2008. Our investigation included drilling
twelve borings within the current project limits. The approximate locations of the borings for the current
investigation are shown on Figures 2 and 3.
Prior to drilling, we retained a private utility locator to check that boring locations were cleared of
underground utilities. As required by law, we also notified Underground Service Alert (USA) at least 48
hours prior to drilling.
4.1 Borings
Borings were drilled between 21 and 23 July 2008 by Exploration Geoservices, Inc. of San Jose using a
truck-mounted, Mobile B-60 drill rig equipped with hollow-stem auger drilling equipment. The borings
were advanced to depths between 18.5 and 60 feet below the existing ground surface (bgs). During
drilling, our field engineer logged the soil encountered and obtained soil samples for visual classification
5
48480101.0AK
18 September 2008
TreadwelI&RoIo
and laboratory testing. The boring logs are presented in Appendix A on Figures A-1a through A-12. The
soil encountered in the borings was classified in accordance with the classification chart shown on
Rgure A-B.
Soil samples were obtained using two different types of driven split-barrel samplers. The sampler types
are as follows:
. Sprague & Henwood (S&H) split-barrel sampler with a 3.0-inch outside diameter and 2.5-inch
inside diameter, lined with steel tubes w~h an inside diameter of 2.43 inches
. Standard Penetration Test (SPT) split-barrel 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 being sampled 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 soil and the SPT sampler was used to evaluate the relative density of sandy soil.
The SPT and S&H samplers were driven with a 140-pound, down-hole wire line hammer falling 30 inches.
The 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 50 blows for six inches or less of
penetration. The driving of samplers was discontinued if the observed (recorded) blow count was 50 for
six inches or less of penetration. 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 1.0, respectively, to account for sampler
type and hammer energy and are shown on the boring logs. 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.
After completion, the borings were backfilled with cement grout. The soil cuttings generated from the
borings were placed into 55-gallon drums and temporarily stored onsite. We collected samples of the
cuttings and submitted them to a state-certified laboratory for analytical testing. Based on the analytical
test results, the contents were classified as non-hazardous and have been picked up to be disposed at an
appropriate waste facility.
6
48480101.0AK
18 September 2008
TreadwelI&RoIo
4.2 Laboratory Testing
Samples were tested in the laboratory to measure density, moisture content, fines content, strength
parameters, plasticity indices and R-value. The laboratory test results are presented on the boring logs
and in Appendix B on Figures B-1 and B-6.
4.3 Borings by Others
The site has been previously investigated for various proposed designs. Between 1978 and 1986, Cooper
& Clark, Cooper Engineering, and Donald E. Banta performed borings at the site. The boring logs and
appropriate laboratory test results have been included in Appendix D. The studies by Cooper & Clark
were performed for a project development that included the 23 acres of the current subject property as a
part of a larger project. Therefore, the boring log plates that have been included in Appendix D also
include logs for borings that were performed at locations not within the borders of the current Gateway
project. These borings include Boring 7, 8, 9, 15, and 26 of the studies performed in 1978 and 1981.
5.0 SUBSURFACE CONDITIONS
5.1 General Subsurface Conditions
As part of the feasibility study for over all project twelve borings were drilled in asphalt areas across the
site. The pavement section consists of 3 to 4 inches of asphalt and 12 inches of aggregate base.
Beneath the pavement the site is generally blanketed by varying thicknesses of stiff to very stiff sandy
clay and dense to very dense clayey sand fill. The thickness of the fill varies across the site from 2 to 13
feet, and is generally underlain by native dense to very dense clayey sand, sand with clay and highly
weathered shale. The clayey sand, sand with clay and sand were encountered to the maximum explored
depth of borings with the exception of borings B-6, B-7, and B- 9; these borings were terminated in
weathered shale and mudstone.
Groundwater was measured between depths of 21.5 feet and 28 feet below the existing ground surface
(bgs) corresponding to an approximate Elevations of 3.5 to 28 feet. The depth to groundwater is
expected to vary several feet annually, depending on rainfall amounts.
7
48480101.0AK
18 September 2008
TreadwelI&RoIo
5.2 Building 900 (currently the Fed Ex Building)
The borings drilled in the parking and maintenance areas adjacent to the existing building indicate the
thickness of the asphalt-concrete pavement in the vicinity of Building 900 ranges from about 2 to
3 inches over 12 inches of aggregate base. Beneath the pavement, the site is underlain by fill up to 6
feet thick. The fill consists of dense, fine-grained, clayey sand. The fill is underlain by native, fine-
grained, sand with clay and sand. The native sandy soil overlies shale and mudstone.
Groundwater was measured between depths of 17 feet and 28 feet bgs corresponding to approximate
Elevations of 41 and 56 feet. The depth to groundwater is expected to vary several feet annually,
depending on rainfall amounts.
5.3 Building 850 (currently an Elan Pharmaceutical Building)
The borings drilled in the parking lot indicate the thickness of the asphalt-concrete pavement in the
vicinity of Building 850 ranges from about 2 to 3 inches up to 12 inches of aggregate base. Beneath the
pavement, the site is underlain by varying amounts of fill from less than one foot and up to 2.5 feet thick.
The fill consists of dense, fine-grained, sand with gravel. The fill is underlain by native, fine-grained,
sand and clayey sand. The native sandy materials overlie bedrock that consists of shale interbedded with
sandstone bedrock.
Groundwater was measured in boring B-3 at approximately 20 feet bgs corresponding to Elevation of
about 40 feet. However, groundwater was not encountered in borings B-6 and B-7. Groundwater is
expected to vary several feet annually, depending on rainfall amounts.
5.4 Garage 1 & 2 (currently the FedEx Shipping Area)
The borings drilled in the parking and shipping areas indicate the thickness of the asphalt-concrete
pavement at the garage location ranges from about 2 to 3 inches over 12 inches of aggregate base.
Beneath the pavement, the site is underlain by up to 6 feet thick consisting of dense, fine-grained, clayey
sand. The fill is underlain by native, fine-grained, sand with clay and sand overlying shale and mudstone
bedrock.
Groundwater was measured in boring B-8 and borings B-10 through B-12 at depths between 24 to 28
feet bgs corresponding to Elevations of 14 to 28 feet. Groundwater was not observed in boring B-9.
8
48480101.0AK
18 September 2008
TreadwelI&RoIo
5.5 Building 1000 (preliminary study)
As part of the preliminary study for Building 1000 borings were drilled in the parking area adjacent to the
current Building 1000. These borings and a review of borings previously performed at the site indicate
the thickness of the asphalt-concrete pavement ranges from 2 to 3 inches over 6 to 12 inches of
aggregate base. Beneath the pavement, this area is underlain by fill up to 13 feet thick consisting of stiff
to very stiff sandy clay with varying amounts of debris. The fill is underlain by native, fine grained,
interbedded stiff to very stiff sandy clay and dense to very dense clayey sand and sand with clay.
Groundwater was measured between depths of 21.5 feet and 22 feet bgs corresponding to an
approximate Elevations of 3.5 and 6 feet. The depth to groundwater is expected to vary several feet
annually, depending on rainfall amounts.
9
48480101.0AK
18 September 2008
TreadwelI&RoIo
6.0 REGIONAL SEISMICITY
The major active faults in the area are the San Andreas, San Gregorio and Hayward Faults. These and
other faults of the region within 55 kilometers (km) are shown on Figure 5. For each of the active faults,
the distance from the site and estimated mean characteristic Moment magnitude2 [2007 Working Group
on California Earthquake Probabilities (WGCEP) (2007) and Cao et al. (2003)] are summarized in Table 1.
TABLE 1
Regional Faults and Seismicity
Mean
Approx. Characteristic
Distance from Direction Moment
Fault Segment fault (km) from Site Magnitude
San Andreas - 1906 Rupture 6 West 7.90
San Andreas - Peninsula 6 West 7.15
Northern San Greqorio 15 West 7.23
Total San Greqorio 15 West 744
San Andreas - North Coast South 21 Northwest 745
South Havward 23 Northeast 6.67
Total Havward 23 Northeast 6.91
Total Havward - Rodqers Creek 23 Northeast 7.26
North Havward 24 Northeast 649
Monte Vista-Shannon 28 Southeast 6.80
Total Calaveras 38 East 6.93
Mt Diablo 39 Northeast 6.65
Concord/Green Vallev 44 Northeast 6.71
Rodaers Creek 47 North 6.98
Hayward - South East Extension 49 East 640
Point Reves 50 Northwest 6.80
Greenville 55 East 6.94
Figure 5 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 intensity of VII on the Modified
Mercalli (MM) scale (Figure 6) 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
2
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.
10
48480101.0AK
18 September 2008
TreadwelI&RoIo
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 Lama Prieta
Earthquake of 17 October 1989, in the Santa Cruz Mountains with a Mw of 6.9, approximately 83 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 2007 WGCEP at the U.S. Geologic Survey (USGS) predicted a 63 percent chance of a magnitude 6.7
or greater earthquake occurring in the San Francisco Bay Area in 30 years. More specific estimates of the
probabilities for different faults in the Bay Area are presented in Table 2.
TABLE 2
WGCEP (2007) Estimates of 30-Year Probability
of a Magnitude 6.7 or Greater Earthquake
Probability
Fault (percent)
Hayward-Rodgers Creek 31
N. San Andreas 21
Calaveras 7
San Gregorio 6
Concord-Green Valley 3
Greenville 3
Mount Diablo Thrust 1
11
48480101.0AK
18 September 2008
TreadwelI&RoIo
7.0 DISCUSSION AND CONCLUSIONS
We conclude that from a geotechnical engineering standpoint the site can be developed as proposed,
provided the recommendations presented in this report are incorporated into the project plans and
specifications and implemented during construction.
7.1 Geologic Hazards
We did not observe evidence of geologic hazards on the property during our investigation. Based on our
site observations and study, the primary geologic constraint to redevelopment of the property is the
proximity of the site to the San Andreas and other active faults.
7.1.1 Fault Rupture
Following California's Alquist-Priolo Special Studies Zone Act of 1972, construction of structures for
human occupancy in designated Earthquake Fault Zones is not permitted until a site-specific evaluation of
surface fault rupture and fault creep has been performed (CDMG, 1997). Theses zones are established
along faults or segments of faults that are judged to be sufficiently active and well-defined as to
constitute a potential hazard to structures from surface faulting or fault creep. Because of its proximity
to the San Andreas Fault, the subject property is not located within a state-delineated earthquake fault
zone.
Based on our observations of the exposure of the Hillside Fault in the cutslope along the southeast
property boundary, our review of the prior fault exploration study by UGI, and our observations that
Holocene and Pleistocene units mantling the fault in the nearby vicinity do not appear to have
experienced offset, we conclude the Hillside Fault to be an inactive fault, with the latest activity occurring
at least 1.8 million years ago.
Based upon our reconnaissance and our review of published geologic maps, we found that no known
active faults pass through the subject property. As a result, we conclude that the risk of fault offset
through the site is negligible.
12
48480101.0AK
18 September 2008
TreadwelI&RoIo
7.2 Seismic Hazards
During a major earthquake on one of the active faults in the general region, the site will experience very
strong to violent ground shaking similar to other areas of the seismically active San Francisco Bay Region.
The intensity of the earthquake ground motion at the site will depend upon the characteristics of the
generating fault, distance to the earthquake epicenter, magnitude and duration of the earthquake, and
specific site geologic conditions. During its history, the site has been subjected to strong ground shaking
from moderate to large earthquakes on the San Andreas, Hayward, Monte Vista-Shannon, and the San
Gregorio faults.
During a major earthquake on 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 cyclic densification.5 We used the results of the
borings performed on the site to evaluate the potential of these phenomena occurring at the site. The
results of our evaluation are presented below.
7.2.1 Soil Liquefaction and Associated Hazards
As previously discussed in Section 5.0, groundwater table was measured at varying elevations across the
site. Appropriate design groundwater elevations were used for the general evaluation of the over all site
and for Buildings 850, 900 and Garage 1 & 2. The field investigations for this site indicate it is underlain
by stiff to very stiff sandy clay fill, medium dense to very dense sand and weathered bedrock. Based on
our analysis, we conclude the potential for on site material to liquefy and/or lateral spread is low.
3
Liquefaction is a phenomenon in which saturated, cohesion less soil experiences a temporary loss
of strength due to the buildup of excess pore water pressure, especially during cyclic loading such as
that induced by earthquakes. Soil most susceptible to liquefaction is loose, clean, saturated,
uniformly graded, fine-grained sand and silt of low plasticity that is relatively free of clay.
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.
Cyclic densification is a phenomenon in which non-saturated, cohesionless soil is densified by
earthquake vibrations, causing ground surface settlement.
4
5
13
48480101.0AK
18 September 2008
TreadwelI&RoIo
7.2.2 Cyclic Densification
Cyclic densification of non-saturated sand (sand above the groundwater table) due to earthquake
vibrations can cause ground surface settlement. The soil encountered above the groundwater table
consists of dense to very dense sand and stiff to very stiff sandy clay. Based on our analysis, the
materials on site are not considered to be susceptible to cyclic densification.
7.3 Foundations
The available subsurface information indicates the subgrade across the proposed development primarily
consists of dense to very dense sand and very stiff to hard clay, with some areas having shallow shale
bedrock. Considering the subsurface conditions at the site, we judge the most economical foundation
systems for the proposed structures are shallow foundation system consisting of individual or continuous
footings gaining support in the dense to very dense sands or very stiff to hard clay. For structures
underlain by shallow bedrock, the foundations should be supported on engineered fill. Assuming spread
footings are used to support the structures, we estimate total settlement should be about one inch and
differential settlement between columns should be about 1/2 inch. Should there be instances where
footings are subjected to uplift loads that exceed the weight of the structure, tied own anchors may be
used to resist the net uplift.
7.4 Construction Considerations
The proposed redevelopment of the site will include the demolition of the current structures on site prior
to grading. Therefore, one of the objectives of the earthwork on this site should be to locate and remove
near-surface and surface obstructions, including foundations and utilities, prior to construction of the
project.
In addition, heavy equipment should not be used within 10 feet horizontally from adjacent shallow
footings or behind retaining walls. Jumping jack or hand-operated vibratory plate compactors should be
used for compacting fill within this zone.
Where bedrock is encountered, heavy earth moving equipment may be necessary to grade lot pads. Hoe
rams and jackhammers may be required to excavate the more competent rock.
14
48480101.0AK
18 September 2008
TreadwelI&RoIo
8.0 RECOMMENDATIONS
Our recommendations regarding site preparation and grading, foundation design, slab-an-grade floors,
seismic design, utilities and utility trenches, and flexible pavement designs are presented in the following
sections of this report. Geotechnical services during construction are discussed in Section 9.0.
8.1 Site Preparation and Fill Placement
The recommendations contained herein this section is applicable for the proposed business park
development in general. Each proposed lot redevelopment should include the removal of existing
pavements, existing structures, and other below-grade improvements, if any. Asphalt pavement can be
crushed and reused on site as fill, if approved by the client and architect. Where utilities to be removed
extend off site, they should be capped or plugged with grout at the property line. It may be feasible to
abandoned utilities in-place, provided they are filled with grout and will not impact future utilities or
building foundations. Utility lines, if encountered, should be addressed on a case-by-case basis.
Currently, the future foundations are anticipated to be founded in native soils with the exception of
structures underlain by near surface bedrock. Where the bottom of foundations are anticipated to be
excavated into the bedrock and native soil, the footprint of the building pad should be over excavated
two feet below the bottom of the foundation elevation and extend laterally five feet from the edge of
foundation. The over excavation should be backfilled with engineered fill placed in accordance with this
section and compacted to 95 percent relative compaction'. The site should be graded to the design
subgrade elevation prior to installation of foundations. The foundations should bear on medium dense to
dense native sailor recompacted fill that is free of debris (i.e. brick, concrete, wood, etc.). Where
unsuitable materials and/or loose soils are encountered below the bottom of the foundation excavations,
the material should be removed and replaced with engineered fill. The overexcavation should be
scarified, moisture conditioned to near optimum moisture content and compacted to relative compaction
described below, unless the over excavation bottom is bedrock.
,
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 D1557-07 laboratory
compaction procedure.
15
48480101.0AK
18 September 2008
TreadwelI&RoIo
Excavations and overexcavations should be backfilled with properly compacted fill. Fill should consist of
on-site sailor imported soil that is non-hazardous, noncorrosive, free of organic matter, contains no rocks
or lumps larger than three inches in greatest dimension, has a liquid limit of less than 40 and a plasticity
index lower than 12, and is approved by the geotechnical engineer. Fill should be placed in horizontal
lifts not exceeding eight inches in uncompacted thickness, moisture-conditioned to near optimum
moisture content and compacted to at least 90 percent relative compaction. Fills greater than 5 feet
deep and/or with less than 10 percent fines should be compacted to at least 95 percent relative
compaction. The upper 6 inches below the floor slab subgrade should be compacted to 95 percent
relative compaction. The slab subgrade should be proof rolled and observed to be smooth and non-
yielding. Heavy compaction equipment should not be used within 10 feet horizontally from adjacent
shallow footings or behind retaining walls. Jumping jack or hand-operated vibratory plate compactors
should be used for compacting fill within this zone. All fill material should be submitted to the
geotechnical engineer for approval at least three working days before it is to be used on site. Analytical
test reports for import fill should be submitted to the project environmental consultant at least three days
prior to use on site.
Excavations for utility trenches can be readily made with a backhoe with the exception of the area near
proposed Building 850 and the current buildings of 700 and 750. The footprint and adjacent areas of
these three buildings are partially underlain by shale bedrock at depths as shallow as 2 feet bgs. Despite
careful site preparation, unexpected obstructions may make some of the trenching operations difficult.
All trenches should conform to CAL-OSHA requirements. Backfill for utility trenches and other
excavations is also considered fill, and it should be compacted according to the recommendations
presented in this section. Special care should be taken when backfilling utility trenches within the
building footprint. Poor compaction may result in excessive settlements and damage to the building. If
on-site sand or imported clean sand or gravel is used as backfill, it should be compacted to at least
95 percent relative compaction. 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 the 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 be mechanically tamped. Backfill
should be placed in lifts of eight inches or less, moisture conditioned to achieve near-optimum moisture
content, and compacted to at least 90 percent relative compaction.
16
48480101.0AK
18 September 2008
TreadwelI&RoIo
Temporary cut slopes may be made at an inclination no steeper than 1.5: 1 (horizontal to vertical),
however, there are clean sands on site that are subject to sloughing.
8.2 Foundation
We recommend the buildings for the proposed business park development be supported on a spread
footing foundation bearing on native medium dense to dense soil or engineered fill as discussed in
section 7.3. The bottom of the footings should be embedded at least 18 inches below the lowest
adjacent soil subgrade and should be at least 18 inches wide for continuous footings and 24 inches for
isolated spread footings. Footings adjacent to utility trenches should bear below an imaginary 1.5: 1
(horizontal to vertical) plane projected upward from the bottom edge of the utility trench.
For the recommended minimum embedment, the footings bearing on medium dense native sand or
recompacted fill may be designed for an allowable bearing pressure of 5,000 pounds per square foot
(psf) for dead plus live loads, with a one-third increase for total loads, including wind and/or seismic
loads
Lateral loads on footings can be resisted by a combination of passive resistance acting against the
vertical faces of the footings and friction along the bases of the footings. Passive resistance may be
calculated using lateral pressures corresponding to an equivalent fluid weight of 250 pounds per cubic
foot (pcf); the upper foot of soil should be ignored unless confined by a concrete slab or pavement.
Frictional resistance should be computed using a base friction coefficient of 0.30. The passive resistance
and base friction values include a factor of safety of about 1.5 and may be used in combination without
reduction.
We should check footing excavations prior to placement of reinforcing steel. Footing excavations should
be free of standing water, debris, and disturbed materials prior to placing concrete. Weak soil or non-
engineered fill encountered in the bottom of footing excavations should be excavated and replaced with
engineered fill or lean concrete.
17
48480101.0AK
18 September 2008
TreadwelI&RoIo
8.3 Floor Slabs
Provided the subgrade is prepared in accordance with Section 8.1, slabs may be supported on grade.
The floor slab for Garage 1 & 2 should be underlain by six inches of Class 2 aggregate base compacted to
at least 95 percent relative compaction. The Class 2 aggregate base material should conform to Caltrans
Standard Specifications.
The slabs-an-grade for Buildings 850 and 900 and any areas in Garage 1 & 2 where moisture is
undesirable on slabs, should be underlain by a capillary moisture break and a water vapor retarder. A
capillary moisture break consists 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 vapor retarder should be covered with two inches of sand to aid in curing the
concrete and to protect the vapor retarder during slab construction. The particle size of the
gravel/crushed rock and sand should meet the gradation requirements presented in Table 3.
TABLE 3
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
Sand
No.4 100
No. 200 0-5
The sand overlying the membrane should be dry at the time concrete is placed. Excess water trapped in
the sand could eventually be transmitted as vapor through the slab. If rain is forecast prior to pouring
18
48480101.0AK
18 September 2008
TreadwelI&RoIo
the slab, the sand should be covered with plastic sheeting to avoid wetting. If the sand becomes wet,
concrete should not be placed until the sand has been dried or replaced.
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 0.50. If approved by the project
structural engineer, the sand can be eliminated and the concrete can be placed directly over the vapor
retarder, provided the w/c ratio of the concrete does not exceed 0.45 and water is not 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 Seismic Design
The closest active fault is the San Andreas Fault, which is about 6 km to the southwest. This fault is
classified as a Type A fault. The site is underlain by medium dense to very dense sand, stiff to very stiff
sandy clay, and shallow bedrock (predominately shale). The potential for these materials to liquefy
and/or lateral spread is low. Therefore, we conclude that the site can be designed as a stiff soil site.
For design in accordance with the 2007 California Building Code, we recommend the following parameter
to be used:
. Site Class C
. site coefficient values Fa and Fv of 1.0 and 1.3, respectively
. mapped site class B short (5,) and one-second (S,) spectral acceleration values for Maximum
Considered Earthquake (MCE) of l.72g and 0.88g, respectively
. spectral acceleration values S'15 and S'" for the MCE of 1.72g and l.14g, respectively
. spectral acceleration values SDS and SDl for the Design Earthquake (DE) of 1.15g and 0.76g,
respectively.
19
48480101.0AK
18 September 2008
TreadwelI&RoIo
8.5 Shoring
Building 1000 has been preliminarily proposed to have two levels of subterranean parking in addition to
the six stories above grade. Given the subsurface conditions observed during drilling, previous field
results, the various shoring systems available and costs, we recommend the excavation for this building
be shored using a soldier-pile and lagging system. This system usually consists of steel H-beams and tie
backs to resist lateral ground movements. The selection, design, construction and performance of the
shoring should be the responsibility of a shoring specialty contractor and a structural engineer
knowledgeable in this type of construction. We should review the shoring design for conformance with
our geotechnical recommendations. In addition, a shoring monitoring program should be established to
evaluate the performance of the shoring during construction activities. This monitoring should include
survey points monitored on a weekly basis and piezometers to monitor groundwater levels during
construction.
These recommendations are preliminary and will be updated when structural loads and design elevations
are available for Building 1000. Should the current grade elevations become the final design grade,
groundwater will most likely be encountered near the lower level of the proposed subterranean levels.
Therefore, a dewatering program may be required for construction purposes.
8.6 Utilities
To provide uniform support, pipes or conduits should be bedded on a minimum of four inches of sand or
fine gravel. After the pipes and conduits are tested, inspected (if required) and approved, the top of the
pipe should be covered by 6 inches of sand or fine gravel, which should be mechanically tamped. Backfill
should be placed in lifts of eight inches or less, moisture-conditioned to achieve near-optimum moisture
content, and compacted to at least 95 percent relative compaction. Jetting should not be allowed.
8.7 Pavements
The upper six inches of the soil subgrade in pavement areas should be moisture-conditioned to optimum
and compacted to at least 95 percent relative compaction. Aggregate base should conform to current
Caltrans Standard Specifications, and be compacted to at least 95 percent relative compaction.
20
48480101.0AK
18 September 2008
TreadwelI&RoIo
Our recommendations for asphalt pavements, interlocking pavers and sidewalks/patios/courtyards are
presented in the following subsections.
8.7.1 Asphalt Pavements
The State of California flexible pavement design method was used to develop design sections for the
asphalt pavement areas. A resistance value (R-value) test was performed to evaluate the support
capacity of materials at pavement subgrade. The soil that we anticipate will be exposed as pavement
subgrade consists primarily of silty sand to sandy clay in the upper 2 to 5 feet. The R-value test
performed on these materials indicated an R-value of 55. If import fill is required to raise site grades in
pavement areas, it should have an R-value of at least 21.
For our calculations, we used a Traffic Index (TI) of 5.5 for driveways that will be subject to periodic light
delivery truck traffic and a TI of 4.5 for automobile parking areas. Pavement design alternatives based
on the State of California flexible pavement method for these traffic indices are presented in the following
table.
TABLE 4
Recommended Asphalt Pavement Sections
Parking Area Driveway Area
TI = 4.5 TI = 5.5
Asphalt Concrete (inches) 3 3
Class 2 Aggregate Base (inches) 6 7
8.7.2 Exterior Concrete Slabs-on-Grade
Exterior concrete slabs should be supported on compacted subgrade and at least four inches of Class 2
aggregate base. The subgrade and baserock should be compacted to at least 90 percent relative
compaction and provide a smooth, non-yielding surface for support of the concrete slabs.
21
48480101.0AK
18 September 2008
TreadwelI&RoIo
9.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION
We should review the final project plans and specifications to check that they are in general conformance
with the intent of our recommendations. During construction, our field engineer should provide on-site
observation during site preparation, including overexcavation and recompaction and during excavation
and installation of building foundations. These observations will allow us to compare actual with
anticipated soil conditions and to check that the contractor's work conforms with the geotechnical aspects
of the plans and specifications.
10.0 LIMITATIONS
The conclusions and recommendations presented in this report result from limited subsurface
investigation. Actual subsurface conditions may vary. If any variations or undesirable conditions are
encountered during construction, or if the proposed construction will differ from that described in this
report, Treadwell & Rollo, Inc. should be notified so that supplemental recommendations can be made.
22
48480101.0AK
18 September 2008
TreadwelI&RoIIo
REFERENCES
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 Conservation Division of Mines and Geology (1998). Maps of Known Active Fault
Near-Source Zones in California and Adjacent Portions of Nevada.
California Geological Survey (2001). State of California Seismic Hazard Zones City and County of San
Francisco Official Map, 17 November 2001.
Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Willis, C.J. (2003). "The Revised 2002 California
Probabilistic Seismic Hazard Maps."
Lienkaemper, J.J. (1992). "Map of recently active traces of the Hayward Fault, Alameda and Contra Costa
counties, California." Miscellaneous Field Studies Map MF-2196.
National Center for Earthquake Engineering Research (NCEER) (1997). Proceedings ofthe NCEER Workshop
on Evaluation of Liquefaction Resistance of Soils. Technical Reports NCEER-97-002.
Robertson, P.K., and Campanella, R.G. (1985). "Liquefaction Potential of Sands Using the CPT.," ASCE,
Journal of Geotechnical Engineering, III (3),
Seed, H.B., and Idriss, LM. (1982). "Ground Motions and Soil Liquefaction during Earthquakes." EERI
Monograph, Earthquake Engineering Research Institute.
Tokimatsu, K. and Seed, H.B. (1987). Evaluation of Settlements in Sands due to Earthquake Shaking, Journal
of Geotechnical Engineering, 113 (8), 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), 140-159.
Working Group on California Earthquake Probabilities (WGCEP) (2007). "The Uniform Building California
Earthquake Rupture Forecast, Version 2", Open File Report 2007 - 143.
Youd, T.L., and Garris, C.T. (1995). Liquefaction-Induced Ground Surface Disruption, Journal of Geotechnical
Engineering, 121 (11).
Youd, T.L., Hansen, C.M., and Bartlett, S.F., (2002). "Revised Multilinear Regression Equations for Prediction
of Lateral Spread Displacement", Journal of Geotechnical and Geoenvironmental Engineering, 128 (11), 1007 -
1017.
Youd et ai, (2001). Liquefaction Resistance 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, 127 (10), 817 - 833.
BRABB, E. E., and E. H. PAMPEYAN, 1983, Geoloaic MaD of San Mateo Countv. California, U. S. Geological
Survey, Miscellaneous Investigations Series Map I-1257-A, 1:62,500.
Upp Geotechnology, Inc, 1987, ''Fault Investigation, 23-Acre Industrial Park, Gateway and Oyster Point
Boulevards, South San Francisco, California'; unpublished consultant's report.
TreadwelI&RoIo
FIGURES
~,'
....
~
.".-' ,..,t.,'4~"
...... ,/fJ
--
1 SA" MATIO LN
2PLACERWY
., S~'::'.~I1
Bl,
s.<JI
STATE
t>f.jJW~
POINT
o $TER POINT I1ARINA
-~
, 4R-J
' ,
........- ~
-,-:~= oo=~
, , r--_____.'I 1
\ L........t.. .....--...... ,Y
0/)....-..0;;1 .... Bll-':D"~-'" J
......q IN /I.. .......,
BLIID
G%...
^'
POlIlT SAN
"
~ E JNir[ CT
~ {'~Cc:
..
,
~
"
>
Base map: The Thomas Guide
San Mateo County
1999
o
I
1/4
,
Approximate scale
1/2 Mile
,
)
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
SITE LOCATION MAP
TreadweI 1&RoI 10
Date 08/14/08 Project No, 4848,01
Figure 1
--.. --
'\"-~....,
~ .,
~,.. ."
"'? ~ "'._ ,:wi~
. ,\ 41 ~ '
.'t i
... to
.( '~.J ~
..
..
~!]'
2
-1 ,~
:::>
"
~
"-', <l:
"
x
~
~
!~
.:t
; ,1 I
[ J.
L
~
.
r
diij!-
,~ij!- Ii
. .
..
M .
.
. . "
t. ~
. . " ~.
} . .
.
~
.,r
!
90 9 ~ f
"
"'
.,
>
W
~
:J .::1
g '[
o
1-=
2:i (3
o .
~ 0
.0
~ '~
t.n 2
>-~
o c
Cl ~l
" '
.,g
::tvS
;;:
w
>-
.,
<.'l
,~
~I
c:~
:z
:5
"-
W
l-
ii;
T
~
o
"'
f;
~
"
]
"
..
~
,
"3
~
~
g
"' c,'
.2
~ ~
i; "
~ ,~
'"
0 ~
I
,
,
I
" ~
~ ~
w .~ "
,
'" OJ "
" i .,
,Q 0-
n ~ 8
'" 1; D
~~ " "
~ i'
~~ j~
" " "
c ~ c
" "
2 'I ] ]
0' m ,
" ;f' ~ "
E E
j ~ '3; j
~ ~~ ~
" ~:;:..o ~
.- @ @
,;, - ~
w
o
C
o
o
i
.f
2 2 2
" " "
" " "
~ ~ ~
." ~ 12
-% t ~ -;:;
'3 m '3
c i" ili C
1; 1; ~ 1;
:t g ,?
~~ ~~ w ~~
~
" " 3 "
,~ ,g B ,~ g
, ,
] 12 '" ]
," . {r;
g 0, ~ n
N , "' g @
~ E
'~ T3 ~ '~
z 0
~ ~ ~ " h ~
~ 0 ~
. . -$-
,;, ,;, ,;,
Mp 'uDld "liS ~o '9t9t ~O'9t9v S ,009t SO! 4 Dj J1 :iJ
" " " ,; ~
D .
D D .
~ ~ ~ .~ .. ~
~ ~ ~ ~ c f!?
~ l~ ~ w " 0:
I ~ ~
. . 2 ,Q
m@ .!::' EI ~ Ul ~
0 8 ... :Ii
~ ~lii ~ :g " " 5.!2 ~ I
~ ~~ ~ i'1 i'1 I ~ "'
~ ~lt 0 ~ . . m ~
0 I-~
B "8m ~ .~ ij 0 'Ii '"
~ z. 0
"u -t) "-2
0 oli 0 n ~ 8" ;!!~ ro
0 0 0 0 ~
0 .~8 om is i 0 ~ O:::.r.2 ro J
z 11 ~~ -l I!! g c"- ~
~~ 11 0
c ] E UlUl ~
!;i ~8 o;~ H " " ~ ~~ ~!::
~ "" "E ~ ~ ~ 8: 00 ,,-Ill "
c~ .
.~ q .~ 21 E E o ~ ~ "2'
~'l ~z ~ . .~ [~ E z~
.. ~ ..~ ~
" ~ ~ ~ o~ "-
w ~~ 00 00 0 0 ~S
~~ ~~ " ~~ " i
+ ~ ~ ~ Ul
. 0 @ III
~ ~ !;( <(
m m m m ~ " :J: .
"' "- "
0
~
.
, 6 :
,
, I ~'
I, I It I
J, ~~
, " 'I
, "
, "
, ,
~
"
:! ~
, m m
~
~
- m
I
I ~
:~ ~
" ~
=
I m .,
I III
I "'1:
,. , I
, I
'),1
'~'_:i~V~
Ij - uUI~ ~t!', ~:_,.~'t',;-'\,'Yb1'~t\'/)'_:~v'-'~!
~,~.~ "',I
"
.<
i
.~
~
.
.0
I
B
"
..
~
~
.
~
.
.
!
Base map: Goo1ge Earth with U.S. Geological Survey (USGS), San Mateo County, 2008.
EXPLANATION
Artificial Fill
)
I ., I
~
~
[EJ
~
~
[EE]
-
GU
Mud deposits (late Holocene)
Alluvium (Holocene)
o
I
1/4
,
Approximate scale
1/2 Mile
I
Hillslope Deposits (Quaternary)
Alluvium (Pleistocene)
Franciscan Complex melange (Eocen. Paleocente. and (or) Late Cretaceous)
Franciscan Complex sedimentary rocks (Early Cretaceous and (or) Late Jurassic)
Franciscan Complex chert (Early Cretaceous and (or) Late Jurassic)
~
Geologic contact: dashed where approximate and dotted
where concealed. queried where uncertin
~
~
Observed fault trace
Great Valley complex serpentinite (Jurassic)
Fault trace
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
REGIONAL GEOLOGIC MAP
Treadwell& Rollo
Date 09/09/08 Project No, 4848,01
Figure 4
-<>
"V
C>
-
-t\
C>
o
C>
'"
"V
7-
'\
~.
.
EXPLANATION
. Earthquake Epicenter - Magnitude 5
. Earthquake Epicenter - Magnitude 6
. Earthquake Epicenter - Magnitude 7
. Earthquake Epicenter - Magnitude 8
~
o
I
25 Kilometers
I
Approximate Scale
NOTES:
Digitized data for fault ooordinates and earthquake catalog was developed by the California Department of Conservation
Division cI Mines and Geology. The historic earthquake catalog includes events from January 1800 to December 2000.
- ~
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
MAP OF MAJOR FAULTS AND
EARTHQUAKE EPICENTERS IN
THE SAN FRANCISCO BAY AREA
TreadwelI&RoIIo
Date: 08/18/08 Project No. 4848.01 Figure 5
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.
II 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 frees. 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 tan structures. Standing motor cars may rock slighlly.
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 rallle: glassware and crockery clink and clash. Walls and house lrames 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 shullers open or close abruptly. Pendulum clocks stop, or run fast or slow.
Small objects move, and furnishings may shill 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 slighlly to moderately. Liquids are set in strong motion. Small bells in churches and
schools ring. Poorly buill 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 dilficultto 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-buill 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 buill 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 011. 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 buill especially to withstand earthquakes are thrown out of
plumb. others are shilled wholly 011 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 soli, 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 allected. Railroad rails bend greatly and some thrust endvvise. 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.
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
MODIFIED MERCALUINTENSITY SCALE
Treadwell& Rollo
Date 09/09/081 Project No, 4848,01 1 Figure 6
TreadwelI&RoIo
APPENDIX A
Logs of Borings by Treadwell & Rollo, Inc.
PROJECT: GATEWAY AND OYSTER POINT BOULEVARD Log of Boring B-1
South San Francisco, California PAGE 1 OF 2
Boring location: See Site Plan, Figure 2 Logged by: G, Harris
Date started: 7/21/08 Date finished: 7/21/08
Drilling method: Hollow Stem Auger
Hammer weight/drop: 140lbsJ30-inches Hammer type: Wire Line, Drop Hammer LABORATORY TEST DATA
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPT) ~
SAMPLES g>~i'L :?u:: t' '"
~ '5'5,1;5 , ~
G MATERIAL DESCRIPTION ~~!Q . ~ L<: i
" -. 9 ~~~ ~~ i3 .
I_ t~ . ~ . 0
t-- 0. "' t- , 0 t-~ 8.t:9 u z 0 ~
<LO ~~ " , "-0 ~ ~~ 0 0
w2 0 ~~ t- Ground Surface Elevation: 25 feet' 00
D~ 00 w m z ~
3-inch As halt Concrete AC
12-inch Recycled Aggregate Base (AS)
SANDY CLAY (CL)
2 olive gray, stiff, moist, fme-grained
CL
3
4 9 SANDY CLAY with GRAVEL (CL)
S&H 9 1B dark gray, stiff to very stiff, moist, with debris
5 17 wood, brick, etc.
6
7 ~
~
~
B CL
7 grades more sandy
9 S&H 11 18 11.6 121
10 15
11
12
13 SANDY CLAY (CL)
14 7 orange to olive, very stiff, moist, fine-grained
S&H 14 25 TxUU 1,200 4,000 13.3 121
15 21 CL
16
17 CLAYEY SAND (SC)
orange, very dense, moist fine-grained
1B
19 S&H 531 SC
11'
20
21
22 SAND with CLAY (SP)
7 olive, dense, wet, fine-grained, iron staining
23 SPT 13 37
24
24
25
~
~ 26 SP
~
~ 27
a
~
~
t- 28
0:
~ 29 7 light olive
g SPT 12 38
~ 30 26
.
~
9 31
~
0 TreadwelBRollo
w
t;
w
~ Project No.: Figure
t-
~ 4848,01 A-1a
w
t-
PROJECT: GATEWAY AND OYSTER POINT BOULEVARD Log of Boring B-1
South San Francisco, California PAGE 2 OF 2
SAMPLES LABORATORY TEST DATA
8 ~
I~ ~olI . '" ". MATERIAL DESCRIPTION ~ ~ rn_ '" ~LL
~ o~_ .~
h:l ~~ ~ l ~ ' 0 Jl ~ .cr . " " c,
~~ ~. <= ~~~ w WW ~# 3 .0
~~ ~ w" c ~ d ~ . ~ D~
W " Z ~ ~w 0 z 0 ~~
0 ~~ 0
W
SAND with CLAY (SP) (continued)
32
33
34 13
SPT 20 45
35 25
36 light olive, very dense, wet, fine-grained, iron
37 SP staining
3B
39 14
SPT 27 67
40 40
41
42
43 15 SAND with CLAY (SP)
SPT 19 35 light gray, dense, wet, very fjne~grained, iron
44 16 staining
45
46
47
48
49 10
SPT 15 38 olive brown
50 23
51 SP
52
53
54 14 921 brown, very dense, wet, fine-grained, iron
SPT 42 11" staining
55 50/5'
56
57
58
59 12 orange brown
SPT 4B 95
60 47
61
~
~
~
~
o
o
~
~
G
"
~
~
G
g ,62
I
o
W
~
o
w
G
Iii
'.'f--
Boring terminated at a depth of 60 feel below ground
surface
Boring backfilled with cement grout
Groundwator encountered at a depth of 21 5 feet during
drilling.
1 S&H and SPT blow counts for the last two Increments
were converted to SPT N-Valucs using factors of 0 7
and 1 0, respectively to account for sampler type and
hammer energy
2 Elevations based on NGVD 1929
A-1b
Treadwell&Rollo
Project No.. Figure
4848,01
~
e
~
~
PROJECT: GATEWAY AND OYSTER POINT BOULEVARD Log of Boring B-2
South San Francisco, California PAGE 1 OF 2
Boring location: See Site Plan, Figure 2 Logged by. G. Harris
Date started: 7/21/08 I Date finished: 7/21/08
Drilling method: Hollow Stem Auger
Hammer weight/drop: 140lbs.l30-inches I Hammer type: Wire Line, Drop Hammer LABORATORY TEST DATA
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPT) ~
SAMPLES > o~~ ~ ~ g'u:: _O>~ ~iL
. ~ L~ ,~ - " ,
~ MATERIAL DESCRIPTION ~ ~ .a~g
I~ .ii<ll . ill -. 0 ;!c:'ij ~ ~~ ~~
6 ::>.~1- ~ ~~g
!.i:. ~ 1 t~ H5 0 D OD t~
~o 0
~~ I' ~ ~~ 0
~~ ~ w~ Ground Surface Elevation: 28 feet2 w
w ffi z ~
" 2-lnch Asnhalt ConcretefACf /
1 - a-Inch Rec\lclad Annrs ate Base fAB\ =
CLAYEY SAND (SCl
2- dark gray, very dense, moist -
3- -
4- 19 -
S&H 25 36
5- - 27 SC -
6- -
~
7- ~ -
8- -
9- 18 SANDY CLAY with GRAVEL (CL) -
SOH 18 19 dark gray, very stiff, moist, with debris, brick,
10 - - 9 etc. -
CL
11 - -
12 - brick - -
13 - SAND (SP) -
23 light brown, very dense, moist, fineRgrained
14 - -
S&H 37 64 8,0 9.1 104
15 - - 55 -
SP
16 - -
17 - -
1B - -
19 - ~14 SAND with CLAY (SP) -
SPT 26 53 light brown, very dense, moist
20 - 27 -
21 - SP -
22 - 'Sl -
23 - -
24 - ~17 SAND with CLAY (SP) -
SPT 23 53 brown, very dense, wet, iron staining
25 - 30 -
26 - -
27 - SP -
2B - -
29 - ~25 -
SPT 37 92
30 - 55 -
31
Treadwell&RoIlo
Project No. Figure:
4848.01 A-2a
to
~
~
;-
~
~
~
~
~
v
~
~
o
w
;-
o
w
o
;-
w
w
;-
PROJECT:
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
Log of Boring B-2
PAGE 2 OF 2
LABORATORY TEST DATA
SAMPLES
~ ~
~
I_ ~<I> . ~ '. 0 MATERIAL DESCRIPTION ~ ~ rn_ * ~iL
c: -~ .~ " ~
1;:- ~~ t ! t~ omi c ~ ..=~ ~~ ;; c n
~~ ~iO ~1 ~ ~aif- ~ ~ ~1l ~ ~l&
~ c ~ ~ .
~ " z ~ ,.~ 0 z 0 iOn
0 l'~ 0 o~
rn
~
o
ro 57
~
,.
15 58
~ 59
~
~ 60
;;
*
~ 61
~
g 62
I
o
W
@
~
i;;
W
,.
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
4B
49
50
51
52
53
54
55
56
SPT
SPT
SPT
SPT
SPT
SPT
SAND with CLAY (SP) (continued)
25
42 98
56
brown, wet, fine-grain
22
3B 78
40
light brown
15
25 68
33
SP
22
33 71
3B
17
42 96
54
3B
0/3' 50/3
Boring terminated at a depth of 60 feet below ground
surface.
Boring backfllled with cement grout
Groundwater encountered at a depth of 22 feet during
drilling
1 S&H and SPT blow counts for the last two increments
were converted to SPT N-Values using factors of 0,7
and 1 Q,respectively 10 aCCQunt for sampler type and
hammer energy
1 Elevations based on NGVD 1929.
TreadwelMollo
Project No. Figure.
4848,01
A-2b
ro
~
~
PROJECT: GATEWAY AND OYSTER POINT BOULEVARD Log of Boring B-3
South San Francisco, California PAGE 1 OF 1
Boring location: See Site Plan, Figure 2 Logged by: w. Kwan
Date started: 7/22/08 Date finished: 7/22/08
Drilling method: Hollow Stem Auger
Hammer weight/drop: 140Ibs./30-inches Hammer type: Wire Line, Drop Hammer LABORATORY TEST DATA
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPTj ~
SAMPLES ~ ~ ~it * "
(; ~~~ ]; ~
MATERIAL DESCRIPTION c f ~f L~ 3 " .
I~ '" -. 0 ~i!!l- ~ " 0
... . <5 c u: .
>-- "- ~ >-~ >-~ 0 z 8 ~
<L. 00 . . 0 ~ .~
~~ E , I
~g . 0 m~ >- 40 feet' ~
~ ~ " z ::; Ground Surface Elevation: ~
2-inch As halt Concrete AC
6-inch AQqreQate Base {AS)
SAND with CLAY (SP)
2 brown, very dense, moist, fine-grained
3 ~
SP -'
0:
4 18
SOH 31 50 7.5
5 40
6 SAND (SP)
7 orange brown, very dense, moist, fine-grained
B
9 26
S&H 41 64 8A 101
10 50
11
12
13
14 15 orange brown, dense, iron-staining
SPT 1B 30
15 12
16
17
1B SP
19 12
SPT 17 42
20 25 Yl
21
22
23
24 13 brown, very dense, wet, fine graded
SPT 19 52 7,7
25 33
26
27
2B
29 10
SPT 30 63
30 33
>-
o
~
~
.
~
~
.
ro
.
~
g 31
r
o
w
>-
o
w
~
>-
~
w
>-
1 S&H and SPT blow counls for the last two increments Treadwell&R
were converted to SPT N-Values using factors of 0 7 0110
and 1 0, respectively to account for sampler type and
hammer energy Project No.: Figure'
2 Elevalions based on NGVD 1929. 4848.01 A-3
Boring lelT11inated at a dep!h of 30 feel below ground
surface
Boring backfilicd with cement grouL
Groundwater encountered at'a depth of 20 feet during
drilling
PROJECT: GATEWAY AND OYSTER POINT BOULEVARD Log of Boring B-4
South San Francisco, California PAGE 1 OF 1
Boring location: See Site Plan, Figure 2 Logged by: w. Kwan
Date started: 7/23/08 Date finished: 7/23/08
Drilling method: Hollow Stem Auger
Hammer weight/drop: 140lbs.l30-inches Hammer type: Wire Line, Drop Hammer LABORATORY TEST DATA
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPT) ~
SAMPLES -~ g>~U:: rn_ ~ '"
~ .~ - . ~
~ MATERIAL DESCRIPTION ~g.~ 2:Jer ~~ ~* ~2E
~ 0 'Etllfl u .
:r:~ ~ CII . -. ~ ~~ ~ 8~~ ~ ~oc: 0
li::Q; ~~ ~ ~~ 0 ~w u ~
~ ~ . .~ ~8
w.2> ~~ w~ I ~ 0
. 0 ~ Ground Surface Elevation: 41 feet' w
,,~ w w " z ~
2-jnch As halt Concrete AC
6-inch Aggregate Base (AB)
CLAYEY SAND (SC)
2 dark brown, very dense, moist, fine-grained
3
15 SC :I
4, SOH 26 54 u: TxUU 360 1,430 14.4 111
5 51
6
7 SAND with CLAY (SP)
8 brown, very dense, moist, fine-grained
9 15
SOH 41 62 6,4
10 47
11
12
13
14 14
SPT 18 43
15 25
16
17
18
12 SP
19 SPT 13 31 dense
20 1B
21
22
23
24 10 Y- grades dense to very dense
SPT 19 43
25 24
~
iO 26
~
~
0 27
~
~
~ 28
~
~
~ 16 brown, very dense, wet, fine-grained
29
~ SPT 25 56
~ 30 31
~
0 31
~
I I S&H and SPT blow counts for the last two increments
0; BOring terminated elt a depth of 30 feet below ground Treadwell&Rollo
~ surface were converted to SPT N-Valllcs using factors of 0.7
0 Boring backfilled wilh cement grout and 1 O,respectlvelylo account for sampler type and
w
~ Groundwater encountcro.d at a depth of 24 feel during hammer energy Project No.: Figure.
ffi drilling. 2 Elevatlons based on NGVD 1929 4848,01 A-4
~
Drilling method: Hollow Stem Auger
Hammer weight/drop: 140Ibs./30-inches Hammer type: Wire Line, Drop Hammer
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPT)
SAMPLES ~
"
io -<1> 0
- li:~ 0
~ (I) > F:
iii Z::i
PROJECT:
Boring location:
Date started:
:c~
1;:-
~g
<Doll <ll
[.in. f
~~ ~
2
3
4
S&H
5
6
7
B
9
10
11
S&H
12
13
14
SPT
15
16
17
1B
19
SPT
20
21
22
23
24
25
SPT
~
"
~ 26
~
@ 27
~
~ 28
~
"
29
SPT
~
~ 30
"
g 31
:c
'-'
w
~
o
w
"
~
w
~
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
Log of Boring B-5
PAGE 1 OF 1
See Site Plan, Figure 2
7/21/08 Date finished: 7/21/08
Logged by:
W.Kwan
LABORATORY TEST DATA
MATERIAL DESCRIPTION
'5g~
. c .
~!!!:~
H5
g'1:U::
~~~
8~:3
~
1?u:
1:$,
~to
~:J
~
.
~~
~
_<1l~
." -
",..:Ie:
- . .
~~g
'-'
"'-
.~
c,
gQ
~~
Ground Surface Elevation: 45 feet2
3-inch As halt Concrete AC
12-inch Aggregate Base (AB)
CLAYEY SAND (SC)
light brown, dense, moist, fine~grained
15 SC
25 36
27
~
~
"'
TxUU 360 620 11.9 14.7 111
SAND with CLAY (SP)
light brown, very dense, moist, fjne-grained
17
46 67
0/6' SP
13.9 107
14
19 39
20
SAND (SP)
light brown, dense, moist, fine-grained
9
10 25
15
light brown, medium dense, moist, fme-grained
SP Sl
13
45 86
41
orange brown, very dense, wet
18
25
30
55
brown
Bonng terminated at a depth of 30 feet below ground
surface.
Boring backfilled with cement grout
Groundwater encountered at a depth of 22 feel during
drilling.
1 S&H and SPT blow counts for the last two increments T-'dwel'O 1:10110
were converted to SPT N-Values using factors of 0.7 ....u: ~
and 1 0, respectively to account for sampler type and
hammer energy. Project No.: Figure:
2 Elevations based on NGVD 1929 4848.01 A-5
PROJECT: GATEWAY AND OYSTER POINT BOULEVARD Log of Boring B-6
South San Francisco, California PAGE 1 OF 1
Boring location: See Site Plan, Figure 2 logged by: w. Kwan
Date started: 7/22/08 Date finished: 7/22/08
Drilling method: Hollow Stem Auger
Hammer weight/drop: 140 Ibs.!30-inches Hammer type: Wire Line, Drop Hammer LABORATORY TEST DATA
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPT) ~
SAMPLES g>~u:: ~u:: ~ <>-
8 'E :g,~ . ~ .~
MATERIAL DESCRIPTION ~~~ ~g 0 0,
.0. ~~ ~~
I_ !~ ~ ". u. . ~
. c: ~-~ 8&:~ .]1 ~
t-- "- ~ ~~ ~~ z 0 .5~
a.O ~? E ~ a." ~ ~~ 0
w2 ~ '"~ ~ Ground Surface Elevation: 48 feet' '"
o~ '" " z ~
2-inch As halt Concrete AC
14-inch Recycled Aggregate Base (AB)
SAND with GRAVEL (SP) ~
2 SP ~
Ii ht brown cuttin s it
3 SAND (SP)
orange brown, dense, moist
4 16
S&H 28 47
5 40
6
7
B
9 13 brown, moist, iron staining
SPT 15 32
10 17
SP
11
12
13
14 9
SPT 17 45
15 28
16
17
18
19 11 CLAYEY SAND (SC)
SPT 6 11 brown, medium dense, moist, fine-grained 36
20 5
21
22 green gray, very dense
23 SC
24 S&H sgk,35/3'
25
ro
e
~ 26
~ 27
0
~
~ SHALE interbedded with SANDSTONE
~ 28
~ brown to gray, friable to weak, little to moderate
~ 29 39 weathering, low to moderate hardness
~ S&H 50/5'
~
ro 30
v
~
g .31
I 1 S&H and SPT blow counts for the last two increments
0 Boring terminated at a depth of 30 feet below grolffld TreadwelMollo
w
t- surface were converted to SPT N-Values using factors of 0.7
0 Boring backfilled with cement grout. and 1 0, resplO'ctively to account for sampler type and
w
~ Groundwaternolencountered durmgdniling hammer energy. Project No.. Figure.
~
'" 2 Elevations based on NGVD 1929. 4848,01 A-6
w
~
00
o
~
~
PROJECT: GATEWAY AND OYSTER POINT BOULEVARD Log of Boring B-7
South San Francisco, California PAGE 1 OF 1
Boring location: See Site Plan, Figure 2 Logged by: W.Kwan
Date started: 7/22/08 I Date finished: 7/22/08
Drilling method: Hollow Stem Auger
Hammer weight/drop: 140Ibs.f30-inches I Hammer type: Wire Line, Drop Hammer LABORATORY TEST DATA
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPT) ~
SAMPLES g'i!!LL "'- " ~u:
~ '5-g~ ~& . ~
8 MATERIAL DESCRIPTION . " . -'g ~" " . '
:>:~ ~ <lI . '" '. g;~~ ~~.. m_ , ~ o~
6 ~~ ~
h::"dl ~~ ~ ! li:~ Hn 8l1:~ z 0 ~~
~~ ~~ m, ~ ~ u o~
m ~ " z ~ Ground Surface Elevation: 53 feet' w
3-inch Asnhalt Concrete fAC ~
1- 12-inch Aggregate Sase (AS) -
SHALE -
2- dark gray, friable to weak, little to moderate
3- weathering, low hardness with slickenside -
surface
4- 0/4' 50/4' -
S&H
5- '-- -
6- -
7- -
8- -
9- ~19 -
SPT 17 33
10 - 16 -
11 - -
12 - -
13 - -
14 - r:;;ii! 24 -
SPT 0/6' 50/6'
15 - '-- -
16 - -
17- -
1B - -
19 - S&H 25 50/4' -
50/4'
20 - '-- -
21 - -
22 - -
23 - -
24 - -
25 - -
26 - -
27 - -
2B ~ -
29 - -
30 - -
31
Bonngtermlnaled ata deplh of 19.5 feet below ground 1 S&H ana SPT blow counts for the last two increments TreadwelMollo
surface were converted to SPT N-Values using factors of 0 7
Boring backfilled with cement grout and 1 0, respectively to account for samplcr1.ypo and
Groundwater not encountered during drilling hammer energy. Project No.. Figure,
1 Elevations based on NGYD 1929 4848.01 A-7
e
o
~
~
e
~
~
~
"
~
~
~
S
I
~
e
o
w
~
m
e
PROJECT:
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
Log of Boring B-8
PAGE 1 OF 1
Boring location: See Site Plan, Figure 2
Date started: 7/23/08 Date finished: 7/23/08
Drilling method: Hand Auger, Hollow Stem Auger
Hammer weight/drop: 140lbs.l30-inches Hammer type: Wire Line, Drop Hammer
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPT)
SAMPLES
ro
~
0; 26
b '27
G
~
~ 28
~
~ 29
~
~
~ 30
~
9 31
"
o
w
t;
w
~
~
w
w
~
I~
t--
<LO
w2
0-
~~ ~
~~ E
w ~
~
]
'"
~
". 0
~ 0 ~
c..lii 0
(I)> i=
Z ::i
Ground Surface Elevation: 56 feet'
2-inch-As halt Concrete AC
6-inch A ra ate Base AS
CLAYEY SAND (SC)
brown, dense, moist, fine-grained, brick debris
2
3
4
5
SPT
MATERIAL DESCRIPTION
13
is
19
SC
6
7
8
9
10
11
12
SPT
34
13
18 39
21
SAND With CLAY (SP)
orange brown, dense, moist, iron staining
13
14
15
SPT
SP
1B
24 64
40
brown, very dense, moist, clean sand
16
17
18
19
SPT
4
5 15
10
5
15 26
22
SANDY CLAY (CL)
brown, stiff, moist, fine-grained
LL = 32, PI = 18
20
21
S&"
very stiff, iron staining
CL
10
18 30
25
hard, rock fragments
22
23
24
S&"
CLAYEY SAND (SC)
orange brown, hard, rock fragment, iron staining
25
S&"
70 SC
Logged by:
W. Kwan
LABORATORY TEST DATA
'E~~
. " .
(;;~~
H;
Cl~u:
~~g
6~0;
uO::::'3
E
g'u:
, ~
~~
on
~~
w
"
~
o
o
~
i>_
.~
" 0
gQ
~~
~
.
z
~~
"
:I
ii:
23.3
58.6
TxUU 1,800 1,970 16.4 119
Boring terminated at a depth of30 foof bcfow ground
surface
Boring backfilled with cemenlgroul
Groundwater encountered at a depth of 28 feet during
drilling
1 S&H and SPT blow counts for ihe last two increments T.......dwelIO nollo
were converted 10 SPT N-Values using faclars of 07 .~ ~
and 1 0, respeclively10 accounl ror samplerlypc and
hammer energy. Project No.. FIgure:
2 Elevations based on NGVD 1929 4848.01 A-B
ro
~
~
~
o
~
~
~
~
~
PROJECT: GATEWAY AND OYSTER POINT BOULEVARD Log of Boring 8-9
South San Francisco, California PAGE 1 OF 1
Boring location: See Site Plan, Figure 2 Logged by: W. Kwan
Date started: 7/23/08 I Date finished: 7/23/08
Drilling method: Hollow Stem Auger
Hammer weight/drop: 140Ibs./30-inches I Hammer type: Wire Line, Drop Hammer LABORATORY TEST DATA
Sampler: . Sprague & Henwood (S&H), Standard Penetration Test (SPT) ~
SAM PLES ~ '5~~ ~ ~ g'u: ~ ~lL
~ MATERIAL DESCRIPTION ~ ~ . cr . 0,
.0" ~oo ~~ ~~
~'$ ~<ll 10 -. 0 ~.. .
~ <5 ~"~ " . ~ ~~
~~ ~ "' ~2 ~~ 0 .~ z
~ . u ~ .~
"-. E,,- E . oo~ ~ 58 feet' ~
~~ ~ . 0 ~ Ground Surface Elevation: 00
00 ;n z ~
2-inch Asnhalt Concrete AC) /'
1 - 12-inch AQClreoate Base (AS)
SC CLAYEY SAND (SC) -
2 - light brown, dense, moist
3- V MUDSTONE
4 - 28 63/ brown-yellow, friable to weak, moder~te to dry -
S&H 40 11" weathering, low hardness
5- 1- 0/5' -
6 - -
7 - -
8 - -
9 - S&H 150/5' 50/5" -
10 - I- -
11 - -
12 - -
13 - -
14 - ~ 44 -
SPT 50/4' 50/4'
15 - '-- -
16 - -
17 - -
18 - -
SPT - 50/3' 50/3'
19 - -
20 - -
21 - -
22 - -
23 - -
24 - -
25 - -
26 - -
27 - -
28 - -"
29 - -
30 - -
31
Boring terminated al a depth of 18 5 feel below ground 1 S&H and SPT blow counts for the last two increments TreadweU&Rollo
surface were converted to SPT N-Values using factors of 0.7
Boring backfilledwilh cemenlgrout and 1.0, respectively to account for sampler type and
Groundwater not encountered during drilling hammer energy Project No.: Figure:
2 Elevations based an NGVD 1929 4848.01 A-9
;;
~
~
~
9
~
u
w
i:i
"
~
00
w
~
~
~
"
~
o
~
~
~
PROJECT: GATEWAY AND OYSTER POINT BOULEVARD Log of Boring B-10
South San Francisco, California PAGE 1 OF 1
Borihg location: See Site Plan, Figure 2 Logged by. W.Kwan
Date started: 7/23/08 I Date finished: 7/23/08
Drilling method: Hand Auger, Hollow Stem Auger
Hammer weight/drop: 140Ibs.l30-inches I Hammer type: Wife Line, Drop Hammer LABORATORY TEST DATA
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPT) ~
SAMPLES ~ " ::;- * "
r o~... .~ . , ~
8 MATERIAL DESCRiPTION = rr E
" ~~~ ~ w ~g ~~ ~ " .
"_ ~ OJ . -. c ~ L" u: 0
"- ~ ' <5 ~~ 0 u z 8 E
Ii: '$ ~~ E l ~" 0 ~~
~~ w> ~ Ground Surface Elevation: 40 feet'
~:c- w ~ iD Z :} w
3-inch Asnhalt Concrete'AC\ ~
1 - 8-inch Recvcled Annre ate Base {AB ~
SAND with CLAY (SP)
2 - brown, dense, moist, fine-grained -
3 - -
4- 16 -
SOH 27 49
5 - - 43 -
6- SP -
7 - -
8 - -
9 - ~12 -
SPT 16 34 clean sand
10 - 1B -
11 - -
12 - 1/ SAND with CLAY (SP) -
red brown, very dense, moist, fine-grained, iron
13 - staining -
14 - ~15 -
SPT 25 50
15 - 25 SP -
16 - -
17- -
1B - -
19 - ~25 SAND (SP) -
SPT 14 36 brown, dense, moist, fine-grained
20 - 22 -
21 - SP -
22 - -
23 - -
24 - ~14 SAND (SP) -
SPT 22 47 brown, dense, moist, fine graded
25 - 25 -
26 - SP 5l- -
27 - -
28 - -
29 - ~12 SAND with CLAY (SP) -
SPT 19 45 SP brown, dense, wet, fine graded
30 - 26
31
Boring terminated at a depth of 30 feet below ground 1 S&H and SPT blow counls for the last two increments Treadwell&Rollo
surface were converted to SPT N-Values using factors of 0 7
Boril1g backfilled with cement grout and 1.0, respectively to account for sampler type and
Groundwater encountered at a depth of 26 feet dunng hammer energy Project No,. Figure.
drilling 2 Elevations based on NGVD 1929 4848,01 A-10
~
o
"
~
v
o
o
~
~
o
'"
~
o
w
o
~
w
w
~
PROJECT:
Boring location:
Date started:
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
Log of Boring B-11
PAGE 1 OF 1
See Site Plan, Figure 2
7/22/08 Date finished: 7/22108
Dr!"ing method: Hand Auger, Hollow Stem Auger
Hammer weight/drop: 140lbs.l30-inches Hammer type: Wire Line, Drop Hammer
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPT)
SAMPLES
ro
~
~ 26
~
8 27
~
~ 28
~
~
~ 29
~
v 30
~
9 31
~
o
w
~
o
w
o
~
w
w
~
F::af
a..
~~
~ Gl
~n
~~
W
.
"
E
"
w
"
~
o
b:~ 0
(I)> i==
Z ::;
Ground Surface Elevation: 45 feet2
3-inch As halt Concrete AC
12-inch Aggregate Base (AB)
SAND with CLAY (SP)
brown, very dense, moist, fine-grained
2
3
4
S&H
MATERIAL DESCRIPTION
!
"
16
28 55
50
18
30 60
30 SP
10
21 47
26
dense
5
6
7
8
9
SPT
7
9 25
16
CLAYEY SAND (SC)
orange brown, medium dense, moist,
fine-grained, iron staining
LL=21,PI=6
10
11
12
13
14
SPT
SC
10
17 39
22
SAND with CLAY (SP)
brown, dense, mOist
SP 5l
12
25 70 SP
45
SAND (SP)
brown, very dense, wet, dean
15
16
17
18
19
SPT
Boring terminated at a depth of 30 feet below ground
surface.
Boring backfilled with ccmcntgrout.
Groundwater encountered at a depth of 27 feet during
drilling
, S&H and SPT blow counts for the last two increments
were converted to SPT N-Values using factors of 0 7
and 1.0, respec~'vefy to account for s<lmpler type and
hammer energy
2 Elevations based on NGVD 1929,
20
21
22
23
24
SPT
25
SPT
logged by:
W.Kwan
LABORATORY TEST DATA
o~....
~c.
>-~~
~~
g>~u:
, ' u
'E~~
8~:9
~
~-
~~
~~
"~
.~
<
w
~~
~
"
"
"
z
"
Ji
c
o
u
~u:
c"
.u
0-
5:9
34.3
Treadwela&Rollo
Project No.: Figure.
4848.01
A-11
;;
~
"
~
g
I
o
W
~
~
~
~
W
~
PROJECT: GATEWAY AND OYSTER POINT BOULEVARD Log of Boring B-12
South San Francisco, California PAGE 1 OF 1
Boring location: See Site Plan, Figure 2 Logged by. w. Kwan
Date started: 7/22/08 I Date finished: 7/22/08
Drilling method: Hand Auger, Hollow Stem Auger
Hammer weight/drop: 140Ibs./30-inches I Hammer type: Wire Line, Drop Hammer LABORATORY TEST DATA
Sampler: Sprague & Henwood (S&H), Standard Penetration Test (SPT) ~
SAMPLES -~ g'~U:: rn_ _<II~ "'-
r .~ .~
g MATERIAL DESCRIPTION 01>_ ~*~ . ~ . ~~~ c,
~ III ~ -. ~g~ ~~ ~* .0
~=- . ~ ~o~ Q]
~ ~~ 80::9 u
0.. ~~ ~ 0. . 0 ~~ .~ ~o t~
w2 ~~ I ~
ro~ . 0 ~ Ground Surface Elevation: 44 feet' ~
D~ ~ ~ iii z ~
" 2-inch Asnhalt Concrete lAC' r
1 - - ~6-inctlj3.~9TIled~gate Base {AB\ (-
SC CLAYEY SAND (SC) oj
2- brown, dense, moist ~ -
3 - SAND with CLAY (SP) -
23 orange brown, very dense, moist
4 - 60/ -
S&H 36 11"
5- - 0/5' -
6- SP -
-
7- -
8- -
9- 26 62/ SAND (SP) -
S&H 28 11" orange brown, very dense, moist, fine~grained
10 - - 0/5' -
11 - SP -
12 - -
13 - -
14 - ~r SAND with CLAY (SP) -
SPT 26 53 orange brown, very dense, moist, fine-grained,
15 - 27 iron staining -
16 - SP -
17 - -
18 - -
19 - ,~13 SAND with CLAY (SP) -
SPT 18 31 brown, dense, moist, fine-grained
20 - ' 13 -
21 - SP -
22 - -
23 - -
24 - ~10 "
SPT 10 26 - SAND (SP)
25 - 16 brown, medium dense, wet, fine-grained -
26 - SP -
27 - -
28 - -
29 - ~'5 SAND (SP) -
SPT 21 54 SP brown, very dense, wet, fine grade .
30 - 33
31
Boring terminated at a deplh 01..30 feet below ground \ S&H and SPT blow counts for the last two increments Treadwell&Rollo
surface, were converted to SPT N-Values uSing factors of 0 7
Boring backfilled with cement grout. and 1.0, respectively to account for sampler type and
Groundwaterencounlered at a deplh of 24 feet during hammer energy. Project No.: Figure:
drilling. 2 Elevations based on NGVD 1929 4848.01 A-12
ro
o
"
~
~
o
~
~
~
~
~
UNIFIED SOIL CLASSIFICATION SYSTEM
..-.--------~-----
Major Divisions Symbols Typical Names
0 GW Well-graded gravels or gravel.sand mixtures, little or no fines
0
OJ Gravels
J2 d (More than half of GP Poorly-graded gravels or gravel-sand mixlures, lillle or no fines
.- ~
ell ^ .- -,~--- .,,~.__. -.
coarse fraction> GM Silty gr~~~_I~!__gravel-sand-silt mixtures
-g~ m no. 4 sieve size) -----
~- .w GC Clayey gravels, gravel-sandMclay mixtures
'a; 0 ~ -,.---.--, ~ ~-- ----- ____~___ n.____ __~ww_ ____n.__
q;~ SW Well-graded sands or gravelly sands, little or no fines
~.c '," Sands ----"..'-,---
o ~ SP Poorly-graded sands or gravelly sands, little or no fines
~ ~ (More than hall of
~.c - "--- ~
0- coarse fraction <:
o ~ SM Silly sands, sand-silt mixtures
0 no. 4 sieve size)
.s SC Clayey sands, sand-clay mixlures
-~-"- .._~-.-
~oQ) ML Inorganic silts and clayey silts of low plasticity, sandy silts, gravelly sills
,- rn N Silts and Clays ----"-,,--~--...~
~o'1ii LL = < 50 CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays
,,-~
o"ffi iIi OL Organic silts and organic silt-clays of low plasticily
l:.s:: .-
'j! ~ ~ MH Inorganic silts of high plasticity
".co
,-OJ Silts and Clays
Q) ~ d CH Inorganic clays of high plasticity, fat clays
~ 0 ~ LL = > 50
irE-v OH Organic silts and clays of high plasticity
Highly Org~nic Soils PT Peat and other highly organic soils
SAMPLE DESIGNATIONS/SYMBOLS
GRAIN SIZE CHART
r:J Sample taken with Sprague & Henwood split-barrel sampler with a
Range of Grain Sizes ''Ii'- 3.0-inch outside diameter and a 2.43-inch inside diameter. Darkened
Classification U.S. Standard Grain Size area indicates soil recovered
Sieve Size in Millimeters ~ Classification sample taken with Standard Penetration Test sampler
Boulders Above 12" Above 305 f;,>,{
-. --------- ---. []
Cobbles 12" t03" 305 to 76,2 '~ Undisturbed sample taken with thin-walled tube
Gravel 3" to No.4 76.2 to 4,76 ~
coarse 3"t03l4" 76.2 to 19.1 Disturbed sample
fme 3/4" to NO.4 19.1 to 4.76
Sand No.4 to No. 200 4,76 to 0,075 ~ Sampling attempted with no recovery
coarse NO.4 to No. 10 4.76 to 2.00
medium No. 10 to NO.40 2.00 10 0.420
fine No. 40 to No. 200 0.420 10 0 075 rn Core sample
----- ----- _._---~ -._-
Silt and Clay Below No. 200 Below 0.075
[j] Analytical laboratory sample
'-~"'\:
.y.'
:sL Unstabllized groundwater level [ill Sample taken with Direct Push sampler
I Stabilized groundwater level []IJ] Sonic
SAMPLER TYPE
C Core barrel PT Pitcher lube sampler using 3.D-inch outside diameter,
thin-walled Shelby tube
CA California split.barrel sampler with 2.5-lnch 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.S-inch outside
diameter, thin-walled tube SPT Standard Penetration Test (SPT) split-barrel sampler with
a 2.0-inch outside diameter and a 1.S-inch inside diameter
0 Osterberg piston sampler using 3.0-inch outside diameter,
thin-walled Shelby tube ST Shelby Tube (3.0.lOch outside diameter, thin-walled tube)
advanced with hydraulic pressure
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California CLASSIFICATION CHART
Treadwell&RoIIo Date 09/18/08 [ Project No. 4848.01 I Figure A-13
I FRACTURING
Intensity
Very little fractured
Occasionally fractured
Moderately fractured
Closely Iractured
Intensely fractu red
Crushed
Size of Pieces in Feet
Greater than 4.0
1,0 to 4,0
0.5 to 1,0
0.1 to 0.5
0.05 to 0.1
Less than 0.05
II HARDNESS
1. Soft - reserved for plastic mpterial alone.
2. Low hardness ~ can be gouged deeply or carved easily with a knife blade.
3. Moderately hard - can be readily scratched by a knife blade; scratch leaves a heavy Irace of dust and is readily
visible after the powder has been blown away.
4. Hard - can be scratched with difficulty: scratch produced a little powder and is often faintly visible,
5. Very hard - cannot be scratched with knife blade; leaves a metallic streak.
III STRENGTH
1. Plastic or very low strength.
2. Friable - crumbles easily by rubbing with fingers.
3. Weak. an unfractured specimen of such material will crumble under light hammer blows.
4. Moderately strong - specimen will withstand a few heavy hammer blows before breaking.
5. Strong - specimen will withstand a few heavy ringing hammer blows and will yield with difficulty only dust and
small flying fragments.
6. Very strong - specimen will resist heavy ringing hammer blows and will yield with difficulty only dust and small
flying fragments.
IV WEATHERING - The physical and chemical disintegration and decomposition of rocks and minerals by natural
processes such as oxidation, reduction, hydration, solution, carbonation, and freezing and thawing.
D. Deep - moderate to complete mineral decomposition; extensive disintegration; deep and thorough discoloration;
many fractures, all extensively coated or filled with oxides, carbonates and/or clay or silt.
M. Moderate - slight change or partial decomposition of minerals; little disintegration; cementation little to unaffected.
Moderate to occasionally intense discoloration. Moderately coated fractures.
L. Little - no megascopic decomposition of minerals; little of no effect on normal cementation. Slight and
intermittent, or localized discoloration. Few stains on fracture surfaces.
F. Fresh - unaffected by weathering agents. No disintegration of discoloration. Fractures usually less numerous than
joints. I
ADDITIONAL COMMENTS;
V CONSOLIDATION OF SEDIMENTARY ROCKS; usually determined from unweathered samples. Largely dependent
on cementation.
U ::: unconsolidated
P = poorly consolidated
M ::: moderately consolidated
W = well consolidated
^,
VI BEDDING OF SEDIMENTARY ROCKS
Splilling Property
Massive
Blocky
Slabby
Fla99y
Shaly or platy
Papery
Th ickness
Greater than 4.0 It
2.0 to 4,0 It
0,2 to 2,0 It.
0.05 to 0.2 ft.
0.01 to 0.05 tt
less than 0.01
Stratification
very thick-bedded
thick bedded
thin bedded
very thin-bedded
laminated
thinly laminated
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
PHYSICAL PROPERTIES CRITERIA
FOR ROCK DESCRIPTIONS
Treadwell&RoIIo
Dafe 09/18/081 Project No. 4848.01 1 Figure A-14
APPENDIX B
Laboratory Test Results
TreadwelI&RoIIo
9000
8000
7000 ._-
6000.
-
U)
-e,
C1)
C1) 5000.
ill
~
I-
C1)
~
0 4000
~
:>
ill
0
3000
2000
1000
o
o
5
10
15
20
AXIAL STRAIN (percent)
SAMPLER TYPE Sprague & Henwood (S&H) SHEAR STRENGTH 4,000 psf
-------.- -
DIAMETER (in,) 2.42 HEIGHT (in,) 6 STRAIN AT FAILURE 12,6 %
MOISTURE CONTENT 13.3 % CONFINING PRESSURE 1,200 psf
DRY DENSITY 121 pcf STRAIN RATE 0,75 %/min
DESCRIPTION SANDY CLAY (CL), orange to olive SOURCE B-1 @ 13,5 feet
GATEWAY AND OSYTER POINT BOULEVARD
South San Francisco, California
U NCONSOLl DA TED,U N DRAIN ED
TRIAXIAL COMPRESSION TEST
TreadwelI&AoIIo
Date 09/18/08 Project No, 4848.01 Figure B-1
3000
500
/\
~ ~ .. .. ~-~
~---- __,m ------- -~
\
---- -.
.
~~
2500
2000
'E'
-S
Ul
Ul
W
~
f- 1500
Ul
~
0
!;(
;;
w
0
1000
o
o
5
10
15
20
AXIAL STRAIN (percent)
SAMPLER TYPE Sprague & Henwood (S&H)
DIAMETER (in,) 2.42-=:lHEIGHT (in.) 6-
MOISTURE CONTENT 14.4
DRY DENSITY
DESCRIPTION
111
CLAYEY SAND (SC), dark brown
SHEAR STRENGTH 1,430 psf
____n_.__
STRAIN AT FAILURE 3,5 %
% CONFINING PRESSURE 360 psf
pcf STRAIN RATE 0.50 %/min
SOURCE B-4 @ 3.5 feet
GATEWAY AND OSYTER POINT BOULEVARD
South San Francisco, California
UNCONSOLlDA TED-U N DRAINED
TRIAXIAL COMPRESSION TEST
rre.IweIl&AoIlo
Date 09/18/08 Project No. 4848,01 Figure B-2
1000
c
'"
.e
r/) 800
r/)
w
~
f0-
r/)
~
0
~ 600
:>
w
0
400
1400
"-
T '\ -------
..
~
------~ m ---- -~-------.---- fmm.. _n "------ I~
1200
200
o
o
5
10
15
20
AXIAL STRAIN (percent)
SAMPLER TYPE Sprague & Henwood (S&H) SHEAR STRENGTH 620 psf
DIAMETER (in.) 2.42 IHEIGHT (in.) 5.94 STRAIN AT FAILURE 3.0 %
MOISTURE CONTENT 14.7 % CONFINING PRESSURE 360 psf
DRY DENSITY 111 pcf STRAIN RATE 0.75 %/min
----
DESCRIPTION CLAYEY SAND (SC), light brown SOURCE B-5 @ 3,5 feet'
GATEWAY AND OSYTER POINT BOULEVARD
South San Francisco, California
UNCONSOLlDA TED-U NDRAIN ED
TRIAXIAL COMPRESSION TEST
TreadwelI&RoIIo
Date 09/18/O8 Project No. 4848,01 Figure B-3
4500
4000
3500
, 3000
-
Ul
-e,
(/)
(/) 2500
w
Il:
0-
(/)
Il:
0 2000
~ -L
'>
w
0
1500
1000
500
--',
o
o
5
10
15
20
AXIAL STRAIN (percent)
SAMPLER TYPE Sprague & Henwood (S&H) SHEAR STRENGTH 1,970 psf
-- -- ---_.~-~--_._----
DIAMETER (in.) 2.41 HEIGHT (in,) 5.11 STRAIN AT FAILURE 10.1 %
MOISTURE CONTENT 16.4 % CONFINING PRESSURE 1,800 psf
DRY DENSITY 119 pef STRAIN RATE 0.75 %/min
DESCRIPTION SANDY CLAY (CL), brown _ ISOURCE B-8 @ 20 feet
~._-
GATEWAY AND OSYTER POINT BOULEVARD
South San Francisco, California
U NCONSOLlDA TED-U NDRAI N ED
TRIAXIAL COMPRESSION TEST
Treadw8l1&AoI1o
Date 09/18/08 Project No. 4848,01 Figure B-4
U.S.'$tandard'Sieve Si:l:B (In.) ~ U.S. Standard Sisw Numbers ~H)drometer
:3 11/2 3'4 3'8 4
8 1 6 3040 50 100 200
Ref
ASTM [)422
90
,- T .. ereOce:
\
.. --
- -
1l'Mi
-- . -. - - ~.~---~
100
80
70
I-
m
ill 60
s:
)0.
In
~ 50
w
z
u:
I-
Z
w 40
U
0::
W
a..
30
20
10
o
100 50
10 5
1 0.5 0,1 0,05
GRAIN SIZE (millimeters)
0.0.1 0.005
0,001
0,0
Coarse
0,6
% Fines
% Cobbles
% Gravel
Coarse Fine
0,0 OA
Fine
73.6
Silt
Ciay
23.3
Syml:)ol
.
Sample Source
B-8 at 4 feet
Classification
CLAYEY SAND (Se), brown
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, California
PARTICLE SIZE ANALYSIS
1'read\\eI1&RoI1o
Date 09/04/08 Project No, 4B48,01
Figure B-S
70
60
Ref r~nce:
AS D248 -00
~ 50
~
i'5 40
0
z
i:
i3 30
~
:S 20
0-
to
0
0
ML rOL
40
30
50 60 70
LIQUID LIMIT (LL)
10
20
Symbol
Source
Deooription and Classification
.
B-8 at 18.5 feet SANDY CLAY (CL),brown
i. B"11 at 11,8 feet SAND with CLAY (SP), brown
GATEWAY AND OYSTER POINT BOULEVARD
South San Francisco, Califomi'l
TreadwelI&AoIIo
HorO
N'ltural
M.C. (%)
80
100 110 120
90
32
18
58,6
21
6.
PLASTICITY CHART
Date09/09/08 Project No. 4848,01 Fi~ure B-6
1,000
90
.. EXUDATION PRESSURE (psi)
800 600 400 300 200
o
80
w
=>
-'
..0: 50
>
w
(.)
z
<( 40
f-
CJj
1ii
w
.ll:! 30
20
10
o
o
1 00 200 300
. EXPANSION PRESSIJRE (psI)
400
500
Specimen 10: A B C D
Water Cohtent (%) 12.5 11.6 10,7
Dry Density (pel) 121.5 122.5 123,7
Exudation Pressure (psi) 194 310 660
Expansion Pressure (psI) 0.00 0.00 0.00
Resistance Value (R) 49 55 68
Sand Expansion R value
Sample Source Sam pie Descriptio n Equivalent Pressure
B-3 at D'5 leet SAND with CLAY (SP), brown 55
Bulk
GATEWAYAND OYSTER POINT BOULEVARD
South San Francisco, California
RESISTANCE VALUE TEST DATA
TreadwelI&RdIo
Date 09/09/08 Project No, 4848.01 Figure B-7
APPENDIX C
Previous Fault Study
TreadwelI&RoIIo
upp GIIOTECHNOWG~ mN~.
Engineering Geology e Geotechnical Engineering
August 18, 1987
Project No, 320,01L1
Serial No. 2099
Donald E. Banta & Associates
415 Meridian Avenue
San Jose, California 95126
Attn: Mr. Donald Banta
SUBJECT: FAULT INVESTIGATION
23-ACRE INDUSTRIAL PARK
GATEWAY AND OYSTER POINT BOULEVARDS
SOUTH SAN FRANCISCO, CALIFORNIA
Dear Mr. Banta,
IN'fRODUCTION
As you requested, we have performed a Fault Investigation for the
23 acre s1 te partially bounded by Gateway Boulevard and Oyster
Point Boulevard in South San Francisco, California (see Figure 1,
Site Location and GeOlogic Map), The purpose of our investigation
was to determine the location of the fault trace, or traces, of the
Hillside Fault, and to assess the activity of the fault. Based upon
the Preliminary Geologic Map of San Mateo County, California (Brabb
and Pampeyan, 1972), the Hillside Fault has an approximately north-
west trend, and crosses through the southern portion of the
property (see Figure 1).
Our scope of
reconnaissance
literature of
Geologist; and
services for this Fault Investigation included a
of the site and vicinity; a review of geologic
the area; consultation with the San Mateo County
subsurface exploration, using trenching techniques.
The irregular shaped parcel had been graded prior to our 81 te
visl t. On April 4, 1987 an exploration trench was eXCB.va ted in B.
13.30 S. Bascom Ave, I) SclJl .lose, CA 95J28
16M/ill n~lH6
Fault Investigation - Industrial Park
August 18, 1987
Page 2 (of 4 Pages)
northeasterly direction on the cut pad across the southeastern
portion of the property. The trench was approximately 300 feet long
and was excavated to a depth varying from 1 to 6 feet. The walls of
the trench were cleaned and examined, and logged by our Prinoipal
Engineering Geologist. The approximate location of the trench is
shown on Figure 2, Site Plan. The location of the trench was deter-
mined by compass bearing and tape measurements, and should be con-
sidered acourate only to the degree implied by the method used.
GEOLOGY
The subject property is located southeast of San Bruno Mountain. It
is relatively flat, except for a northeast trending cut slope
looated on the southeast side of the property. Based upon the Geo-
logic Map of San Mateo Oounty (Brabb and Pampeyan, 1972), the the
southern portion of the subject property is underlain by sheared
rocks of the Franciscan Assemblage and artificial fill. The
northern end of the property is underlain by sandy silty olay and
gravel of the Oolma Formation, as well as reoent alluvial deposits
and artificial fill.
Faultline and Seismicity
The greater San Franoisco Bay Area is recognized by Geologists and
Seismologists as one of the most active seismic regions in the
United States. There are three major faults which pass through the
Bay Area in a northwest direction which have produced approximately
12 earthquakes per century strong enough to cause struotural
damage. The faults causing such earthquakes are part of the San
Andreas Fault System, a major rift in the earth's crust that ex-
tends for at least 700 miles along the California coast, and
inoludes the San Andreas, Hayward, and Calaveras Fault Zones. The
San Andreas Fault lies approximately 4 miles southwest of the site;
the Hayward and Calaveras Faults lie approximately 12 and 17 miles
northeast of the site, respeotively.
The subj eot property is traversed by the Hillside Fault, whioh is
approximately looated by Brabb and Pampeyan (1972). Based upon our
review of this map, it appears that no lithologio (rock type) unit
has been offset by the Hillside Fault. Much of the fault traoe is
buried by Quaternary Age deposits, with no apparent offsets of the
aBlI'h~ @lg<i.1l'!fIl1<1;~b\!I@~@@)W. ""<.
Fault Investigation - Industrial Park
August 18, 1987
Page 3 (of 4 Pages)
contacts. These relations suggest that the fault has not been
acti ve in the last 2 million years; and is, therefore, not con-
sidered either active, or potentially active.
Excavation of the exploration trench exposed a sheared shaley
gravel with boulders up to 2 feet in diameter. Three fault traces
were exposed in the trenoh, and can be described as zones of highly
sheared silty shale. The three fault traces range in thickness from
2 to 4 feet and have trends generally parallel to the northwest
trending mapped trace of the Hillside Fault (see Figure 2). The
main fault traces seen in the trench are vertical rather than in-
clined. In our opinion, the most predominant direction of past
movement has been right lateral strike slip for the following
rea.sons:
1. The northwest trend of the Hillside Fault is similar
to active right lateral faults in the Bay Area.
2. The major fault traces seen in the trench are verti-
cal, similar to most right lateral active faults in
the Bay Area.
To more fully evaluate the nature of the fault movement would
require an extensive field investigation.
Ground Water
~'ree ground water was encountered intermittently throughout the
trench. Depth to free ground water ranged from approximately 3.5 to
5 feet and was not encountered in some areas of the trench that
were excavated to a depth of 6 feet. l'he fault zones seemed to
function as a ground water barrier, as the trench was dry to a
depth of over 6 feet south of the fault, but had water at a depth
of about 3 feet north of the fault. The depth of the ground water
in the trench is shown on Figure 2. It should be noted that fluctu-
ations in the level of subsurface water can occur due to variations
in rainfall, temperature, and other factors not evident at the time
our observations were made.
i!Bii"W" @i1~..""ril!e:i1IlJ\IJ@[_@<!lnr. u"'<.
Fault Investigation - Industrial Park
August 18, 1987
Page 4 (of 4 Pages)
It has been our pleasure to provide this Fault Investigation for
youo Should you have any questions, please call.
Yours very truly,
UPP GEOTECHNOLOGY, INCo
Dantel Eo Hill
Project Engineering Geologist
if~~?#2-------
Ro Rexford Upp
Registered Civil Engineer 37340
Certified Engineering Geologist 1083
DH:RRlJ:cb
Copies: Addressee (2)
Mr. Stephen Chamberlin, Rouse & Associates (3)
Mro John O'Neill, J.M. O'Neill, Inc. (2)
Mr. John Duvivier, HED Architects (1)
Mr. Paul F. Fratessa, Paul F. Fratessa Associates (1)
Mr. Paul Reimer, Reimer Associates (1)
Attachments: Figure 1:
Figure 2:
Site Location and Geologic Map
Site Plan
~J:lf'lfll @wt<<ffWml(k!fflfR!l@!L@@'W", ON<<:.
~Js
...
~
f.."/~ ,,'
/--
/
Qal
Qsr
Qaf
Qc
Sp
Kjs
fs
fsr
"
f
:
~
'.
OM
"
__4r
"'F;~.
QC,~t<o Il..'".,
EXPJ:l<NATION
-- Strike And Dip Of Beds
: Dashed Where Approximately Located, Dotted Where
Concealed Or Inferred
= Contact
: Alluvium
= Slope Wash And Ravine Pi 11
'" Artificial Pill
= Colma Ponllation
= Serpentine
= Sandstone
= Graywacke
= Sheared Rocks
BASE: Preliminary Geologic Map of San Mateo County, California, I3RABB AND PAMPEYAN, 1972
SITE LOCATION AND GEDJ:JXIC MAP
.fr., UPI' GlEOTlfCHNOW;
UJ rng,n"."Il""''''''''.'''''''''''''''''.,.".......''II
"'MOVIO 8v
5CALI
1" = 1 mile
FAur:r INVESTIGATION
23 Acre Industrial Park
Gateway and Oyster Point IbulcNards
So. San Francisco CaHfon1ia
',",OJICT NO. DATI
320.01 AuQUSt 1 e 1
~
.
'" ~
"
~
~ 0
r ~
,X - Ei a::>
o ~
~.ll,..j W ~
i'i ,;:j,,::!( tf
t1R,/j lJ c
~ ~ ~ ;J,
f ..... rl 4' U
~ t! IJ) 1I)
I".j ~ S'"
H. 0
, 03" ~
~'ll1i >< .
H '" Q
H([J>'~~Q
~ 8 ~!M u .
...:jo( ([J "": g
) , 11 ~~{~dfrv}
t;J
~! 0
() ~
'- ~ JJ
"' 0- ~ ,
<0 ~ I ~
o ~
.. .
I ... r
2 J
" r
:: t >
.
0
:r _ .
i aL~
C\
x: <n
. ,
/ , III,~ /~
I
\ \ \' ~n
I~~
I
<0 iff
'"
~ <0
~ X m
'" ",
~ x:
" )
~
/ '"
~ / ~
CD ~
,"
"
CD ~
~
" "'
~
"
~
'"
'" ~
X m
:t '"
K
" 0>
~
'\ 'c
--1
) ~
-"
%-;:;;
'\) ~
"t -!::
f ~ . c
,
" .
:.. ~l-'
~g
C ,
. 0
( "it " Q
~ " ,
"~ ~ m,
<0 " , ~ <.;,
\ "
:; ~ % ~, "''>'
x ~it
x ~d!
~
"
:~~;
" p
~'"
0 Jr
> 1::
--' r ,
'" / t"
'\'
I
"' m ,
",I o w
~ . "
~"
&
~ '.
~ "
@tJ
I h ~
, "'0
f ~ e
..0
g gi
~. II ~g
-,
fJ~
:i
"
~&()
;;. >. ~
-.0 &
fa'@&,
I ~'W.!:i
l et.';:;
"'05i!
r v,
r:.i
il
. I
\
"'--)
\
'"
TreadwelI&RoIo
APPENDIX D
Logs of Borings and Laboratory Test Results by Others
PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS
SYMOOI.
GRAVELS CLEAN GW Well gr~dad gravels, gravef-sand mi:ctures. Jiula or' no
... GRAVELS Hoes.
..
~ 0:0 MORE THAN HAl.f (LESS THAN GP Poorly araded gravals or g13vel-:wnd mixtures. little or
Wo 5% FINES) no fines.
0 ~~ OF COARSE
((] FRACTION IS GRAVEL GM Silty gravels, gravel-sand-slll mi;w;tures. non-plastic fines.
a u..2: ~ LARGER THAN WITH
WJ ~~ FINES GC
Z Vi NO, 4 SIEVE Clayey gravels, gravel-sand-clay mixtures, plastic fines.
~ -'J: W
:tl- > SANDS CLEAN SW Well graded sands, gra\leUy sands, littte or no fines.
<!l '" W SANDS
WJ ~~ Vi MORE THAN HALF (LESS THAN
~ IE.. 5% FINES) SP Poorly gradad sands or gravelly sands. little or no fines.
... OF COARSE
W FRACTION IS SANDS SM Silty sands. sand-silt mi:1ltures, non-plastic fjnQs.
~!!l
::; SMALLER THAN WITH
NO. 4 SI'WE fiNES SC Clayey sands. sand-day mixtures, plastic fines.
w SILTS AND CLAYS ML lnor~antc: slIts and V6'V fine sands, fOck flollr. silty Of
((] N c: aVey fine sands or cfayev silts with slight pla:nidty,
--' 15 0: Vi
@ j ~ L1QUIO LIMIT IS CL Inorwmic clays of low to medium plasticity, grave.lly
~ ~ cays, sandy clays, silty clays, leart clays.
w LESS THAN 50%
a 1il OL Organic silts ilnd ocganir. siltv clays of low plasticity.
LU
Z ~: 0
~ 0 MH lnor~anlc siltS. micaceous or diatomaceous. finfl sClndy or
OJ SILTS AND CLAYS
t- .. d Illy soils, elastic silts.
<!l w ii: z
w L1QUIO LIMIT IS CH tnorganic clavs of high pr~slici[y, fat clays.
!!;I i5t< ~
u:: ::;; ::; GREATER THAN 50% OH Organic clays of medium to high plalitidty, organic silts.
I-
HIGHLY ORGANIC SOII.S Pt Peat and other highly organic soils.
DEFINITION OF TERMS
U.S, STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS
200 40 10 4 3/4l1 3" 12Jl
SAND GRAVEL
SILTS AND CLAYS I I COARSE COBBLES BOULDERS
FINE MEDIUM COARSE FINE
GRAIN SIZES
SANDS AND GRAVELS BLOWS/FOOT t SilTS AND CLAYS STRENGTH* BLOWS/FOOT t
VERY LOOSE 0- 4 VERY SOFT 0 - 1/4 o - 2
LOOSE 4-10 SOFT 1/4 - III 2 - 4
FIRM III - 1 4 - B
MEOIUM OENSE 10 - 30 STIFF 1 - 2 8 -16
OENSE :;<)-50 VERY STIFF 2 - 4 16 ,- 32
V ERY DENSE eNER 50 HARD OVEn 4 OVER 32
-
RELATIVE DENSITY CONSISTENCY
~NlImbar of blows of 140 pound hammer (altlng 30 inches to drlv6 a 2 inch 0,0. (1-3/8 inch I.D'>
split spoon (ASTM D-Hi86l
tUnconfincd compressive SHertgth in tQns/Sq. ft. as determined by laboratory testing or approximated
by the standard penattation test CASTM D~15B6), pocket penetrometer, torvane, or visual observation.
KEY TO EXPLORATORY BORING LOGS
Unified Soil Classification Svstem CASTM 0-2487)
B Donald E.Banta & Associates INDUSTRIAL PARK - GATEWAY BOULEVARD
Consulllng GG'(Jtachnlcal EnginaSfs' South Sarr Franc isco, California
PROJECT NO. DATE A-I
370-6B August 1987 Figura
370-6B, A-I
APPENDIX A - FIELD INVESTIGATION
The field investigation oonsisted of a surfaoe reconnaissanoe
and) a subsurfaoe exploration program using a truck-mounted,
oontinuous flight auger. A total of 16 exploratory borings
Were drilled on July 27, 19B7, to a maximum depth of 30 feet.
The approximate locations of the exploratory borings are shown
on the site Plan, Figure 1. The soils encountered in the bor-
ings were continuously logged in the field by our representa-
tive and described in accordance with the Unified Soil Clas-
sification System (ASTM D 2487). The logs of the borings, as
well as a key for the classification of the soil (Figure A-I),
are included as part of this appendix.
Representative soil samples were obtained from the exploratory
borings at selected depths appropriate to the soil investiga-
tion. All samples were returned to our laboratory for evalua-
tion and appropriate testing. standard penetration resistance
blow counts were obtained by dropping a 140-pound hammer through
a 30-inch free fall. The 2-inch O. D. split spoon sampler was
driven to a maximum depth of 18 inches and the number of blows
recorded for each 6-inoh penetration interval. The blows per
foot recorded on the boring logs represent the accumulated num-
ber cf blows that were required to drive the sampler the last
12 inches or the number of inches indicated where the sampler
did not penetrate the full 18 inches. In addition, samples
were obtained by driving a 2.4-inch I. D. Modified California
sampler through a distance of 18 inches using a 140-poUl1d ham--
mer. These blow counts have also been recorded on the boring
logs. Boring log notations for standard split spoon and Modi-
fied california samplers are indicated on the following page.
370-6B, A-a
Sample
[]] - Standard Split Spoon Sampler
location~~
- MOdified California sampler
Field tests included an evaluation of the undrained shear
strength of soil samples using a Torvane device. The re-
sults of these tests are presented on the individual bor-
ing logs at the appropriate sample depths.
DRILL RIG Continuous Flight Auger
DEPTHTOGROUNPWATER 18.5 feet t
SURFACE ELEVATION 27 feet
BORING DIAMETER 6 inches
LOGGED BY GC
DATE DRILLED 7/27/87
Zw-: ~ , w
" g~t;: ~ ~z
"'~ ~ a:~~_
DEPTH ~ < <' l'!~
~ ~t;~ g ~ ~f5:5::'
[FE"E"f) j ll.Iif.iO ~~ > ;5Q:~:f
zw~ 0 t:i~
~tt!B. u ~
DESCRIPTION AND CLASSIFICATION
DeSCRIPTION AND REMARKS
SILTY SAND, with clay and rock
fragments (Fill)
1* - Passing 11200 Sieve = 31%
2* - Passing #200 Sieve = 27%
FILL
T
CLAYEY SAND, fine-grained
3* - Passing #200 Sieve = 34%
? ?
SILTY SAND, fine-grained
P Donald IE.Banta&~
ICJ Consulting GlIolechnicaJ Enginears
DOLOR
SOIL
TYPE
SC-
SM
+---
1 _~ 50/6"
-
:2 -f-
-
3 - 54
+-
CONSIST.
brOlffi
and
red-
broWIl.
de.nse
- 4
2*48
orange- dense
bro'tm
and
gray
mottled
-5
-
- 8 -
- -
7
SC _ _
- 8 -
- -T
- 9 -
- - 3.*
-10 I
- -
11
light dense
gray-
brown
SM..
SP
- -
- 1:2 -
- -
- 13
- --
- 14 -
- -
-15
- -
- 16 -
- -
- 17 -
_ u
- 18 -
- -,
- 19 -
- - 53
-20.- -
6
8
8
125
57
12
5.0+
52
8
~ (7/30/87)
22
EXPLORATORY BORING LOG
INDUSTRIAL PARK - GATEWAY BOULEVARD
South San Francisco, California
PROJECT NO.
370-6B
DATE
August 1987
BORING
NO,
EB-l
DRill RIG Continuous F1 igh t Auger SURFACE ELEVATION 27 feet LOGGED BY GC
DEPTH TO GROUNDWATER 18.5 feet t BORING DIAMETER 6 inches DATE DRillED 7/27/87
DESCRIPTION AND CLASSIFICATION 2:UJ"( " ~ ~
~ got: ~~ ~ .%
~ ~~- ~6;::it
OEPTH ~~'" ~>- ffi.
. ~~~ ~ffi o 0 IIt::t:O::r,/)
(FEET) > :.'!:iJig ~~ . J: UlO ~
DESCRIPTION AND REMARKS SOIL ~ 3:% ~- 0!4~!- ~
COLOR CONSIST TYPE &~~ 8 ~ t;~
0
SILTY SA.'ID (contd. ) light dense SM- "' -
gray- to SP >- 21
brown very "'
dense
"' 22 -
"' -
"' 23 -
I- - -~
"' 24
i- 77 23
I- 25
I- 0
>- 26 -
f-
:.- 27 -
light - -
gray - 28
and -I-
rust -
29 -
- - 76 20
Bottom of Boring ~ 30.0 feet -
31 -
-
32 .-
- 33
-
- 34
I- 35 -
"' -
"' 36 -
I- l
I- 37
"' -
"' 38
>- -
"' 39 -
"' -
I- 40-
-
EXPLORATORY BORING lOG
B Donald E.Banta &. A!lisociates INDUSTRIAL PARK - GATEI,TAY BOULEVARD
ConSulting Geotechnical EngineflfS South San "ft'rancisco, Califarni'l
PROJECT NO, DA1'E BORING EB - a
370-6B August [987 NO, (cant ,)
DRILL RIG Continuous Flight Auger SURFACE ELEVATION 39 feet LOGGED BY GC
DEPTH TO GROUNDWATER Not Established BORING DIAMf;TER 6 inches DATE DRILLED 7/27/87
W~ .0 ~ w
DESCRIPTION AND CLASSIFICATION '" u>- .' >- "Z
W z~ ",- ~ O:G~....
Df;PTH ~ <" w" .
~ 1;;3: ~z ~ <t::z:a::....
~ <w ~ I,L,lWOilll
SOIL lFEET) ~ ,,0 ~i > .7ia;....~
DESCRIPTION AND REMARKS COLOR CONSIST, w~ 0 liirc
TYPE a:!'! "
u 0
G~YEY SAND. with ~cattered r.ock FILL bro,"", m.dense SC
eragments and glag - '--
CLAYEY SAND, fine-grained bra,"", medium- SC f- 1
and dense. r- - 38 11
arange- I- 2 '"
brawu I-
mottled I- J 38 12 114
red- I-
brown I- 4 .
- 19 11
? ? .5
SILTY SAND, <<ich clay reddish- dense SC
brown SOl 6 -
'"
7 '"
II
'-
- 9 -
'" 49 14
-10
'"
11 '"
-
? ? 12
SILTY SAND, fine-grained brmvu very sP-
dense SM 13 '.
,.. 14 IT
1" - Passing 11200 Sieve = 7% l' 78 9
I
Bottom af Boring'" 15.0 f.eel: '" -
1$
-
17 -
-
- 18 -
-
19 -
-
-20-
EXPLORATORY BORING LOG
INDUSTRIAL PARK - GATEHAY BOULEVARD
B Donald E.9anta&~llI'Oo1:i~ South San Francisco, California
Consultlrtg Geotechnical Engineers
PROJ ECT NO, OAT" BORING
370-6B August 1987 NO, EB-2
DRilL RIG Continuous Flight Auger SURFACE ELEVATION 40 feet LOGGED BY GC
DEPTH TO GROUNDWATER Not Established BORING DIAMETER 6 inches DATE DRillED 7/27/87
DESCRIPTION AND CLASSIFICATION ZI,U"'" .' . w
ffi o,,~ >- =z
i:~~ cr;: ~ n:;~~_
DEPTH ~ ~l;i~ ~CJ .
~ ~ ~ ~ai~~
(FEf:rl :> >--0 ~~
DESCRIPTION AND REMARKS SOil ;\ ~!!1a " ~a;l-~
COlDR CONSIST. TYPE ~~~ 0 " lFi~
" 0
CLAYEY SAND, fine-grained brown dense SC - --
to to - 1
red- very
brown dense - - 58 11
- 2 -
1* - Passing #200 Sieve ~ 15% - " 1*
.. 3 65 11
-
.. 4 II 109
- - 97
- 5
.. -
.. 6 ..
-
.. 7 -
SILTY SAND, fine-grained gray- very SM .. -
brown dense
- a ..
.. - -
- 9
.. - 82 13
-10
.. -
- 11 ..
.. -
- 12 -
- -
.. 13
-
.. 14 -
- .. 95 14
.1~ .
Bottom of Boring = 15.0 fe,et .. -
.. 16 -
- ..
.. 17 ..
.. ..
.. 1a ..
..
.. 19 -
.. -
-20-
EXPLORATORY BORING LOG
A Donald 1E.1Banta&. .Auoti"~ INDUSTRIAL PARK - GATEWAY BOULEVARD
,
Consulting Geotechnical Engineers South San Francisco, California
PROJECT NO. OATE BORING
EB-3 i
370-6B August 1987 NO, ,
;
DRILL RIG Gontinuous Flight Auger
SURFACE ELi,VATION 40 feet
DESCRIPTION AND CLASSIFICATION
DEPTH TO GROUNDWATe;R Not Established BORING DIAMETER 6 inches
SM- _ 7r"
SC _ 1 ..!:.:.I 50/6"
-
L. 2 -r-
-
f- 3
-
f- 4 -
r- -
f-5
f- -
f- 6 -
f- -
r- 7 -
f- .
f- a
.
9 -
-
-10
-
11 -
-
12 -
DESCRIPTION AND REMARKS
COLOR
CONSIST,
SILTY SAND, with clay
1* - Passing #200 Sieve ~ 22%
light
brown
dense
reddish-
brown
SAND, fine-grained
(sa tura ted)
light
brown
medium- SP
dense
SANDY CLAY - CLAYEY SAND
with Toc.k fragments
red-
brown
and
y"llm,-
brown
v€."(y
dense
2* - Passing #200 Sieve ~ 55%
Bottom of Boring
15.0 I:ee.t
13 '-
_ 14 -T
- 2~ 41
'"
DEPiH ~
II;
SOIL iFEen iJj
TYPE
eL-
se
1~
-
13 -
17
- HI -,
-
19 -
- -
-20--
LOGGED BY GC
DATE DRILLED 7/27/87
Zw- ;;? " w
Ou"': . Z
j:;,.::l4. "';:' in " <
""..... . ,.-
~t?~ ~~ 8 g < "'
w ~~
wijjO h x
> m
z UJ....j 0 ~ ,.
~a::.@. " '"
5
73
8
54
10
16
18
16
3.5
EXPLORATORY BORING LOG
B DonaIdE.Banta&~
.. ConsulHng Gaoreehnical Engineers
INDUSTRIAL PARK ,. GATEWAY BOULEVARD
South San Francisco, California
PROJECT NO.
370-6B
DATE
August 1987
80RING
NO,
EB-4
DRILL RIG Con tinuous Flight Auger SURFACE ELEVATION 41 feet LOGGED BY GC
DEPTH TO GROUNDWATER Not Established BORING DIAMETER 6 inches DATE DRilLED 7/27/87
Z\Ll--: ~ > '"
DESCRIPTION AND CLASSIFICATION "' DU>- >- CI: ~~
W i:zll.. "'; .
DEPTH << ~<..... "'z . " <(l:l>u:
"'>-~ g
..~;l: >-w ~ lUZOCl.ll
~ ~>- ~ ~8 ~
DESCRIPTION AND REMARKS SOil (fP.:E:rJ < ~ffi9 ;l:z >
COLOR CONSIST. ~ a ~ J;;).
TYPE IfCl:S U ~
SILTY SAND (Fill) brm.1tl ffi. dense SM
Fractured ShalQ sh - f::c .50/3" 3
gray very
dense - 1 -
(Drill:lng rate from 1.5 to 5 -
feet = 2~ minutes per foot) - 2
- -
- 3 -
- -
- 4 -
-
"
Bottom of Boring = 5,0 feet - -
- 6 -
- -
- 7 "
- -
- 9 -
- -
r 9 -
~ -
i-l0 -
f- -
- 11
f- -
I- .12 -
l-
f- 13 .-
14
-
-13-
-
- 16 -
17 -
18
19 -
-
-20-
- - --
EXPLORATORY BORING LOG
B INDUSTRIAL PARK - GATEWAY BOULEVARD
Donald IE. Banta .& AllIlIGti..., South San Francisco, California
Consulting Geotechnical Engineers ,
PROJECT NO, DATE BORING EB-5
370-6B August 1987 NO.
DRILL RIG ContimlOus Flight Auger SURFACE ELEVATION 39 fee t LOGGED SY GC
DEPTH TO GAOUNDWATER Not Established aORING DIAMETER 6 inches DATE DRILLED 7/27/87
Zw"-'" ., . ~
DESCRIPTION AND CLASSIFICATION ~ g~t cce:. " z
~ ~ "' <
DEPTH <<' ~,- . . ~ >-
~ (:li;~ >-~ < ~~
~ ~ w
3 <w ~ o~
(FEET] ~(ij9 ;:!; ~ "'"
SOIL < . ~
DESCRIPTION AND REMARKS COLOR CONSIST, TYPE '" ~~f9. 0 ~ ~
u m
CLAYEY SAND , brown dense SC - -r-
to - 1 -
medium- - - 84 10
brown - 2 +-
- - 97/11tt 10 106
3 +-
SILTY SAND brown dense SF - IT
]Jr - Passing #200 Sieve ~ 12% to SM - 4
very - Ft 55 10
dense ,
-5
- -
- 6 -
-
- "
-
- 8 -
- -
- 9
(moist) I- 67 15
1-10
-
f- 11 -
r
I- 12 -
I- -
f- 13
14 -
- . 60 17
,,"
Bottom of Boring ~ 15.0 feet
16
-
- 11 -
-
13 -
-
- 19 -
- -
-20-
EXPLORATORY BORING LOG
B Donald E.1Bam.a& A'IISMiatu INDUSTRIAL PARK - GATEWAY BOULEVARD
South San Fr.anciscoJ Cal ifornia
Consulting Geotachnical Enginears
PROJECT NO, DATE SORING EB-6
370.-GB August 1987 NO
DRilL RIG Continuous FliJ!ht AUQ:er SURFACE ELEVATION 34 feet LOGGED BY GC
DEPTH TD GROUNDWATER Not Established aORING DIAMETER 6 inches DATE DRILLED 7/27/87
,zUJ~ .' . w
DESCRIPTION AND CLASSIFICATION " oo~ >- .z
w ~~~ ",::- ;;; a: ~~ ~
DEPTH " i!!z .
.. <>-ID ~ ~ ::iz~~
~ t_(J):t: "'W ~ ~ i't:2 ~
SOIL (FEI'!TJ ~(j)9 ~>-
DESCRIPTION AND REMARKS ::i >z >
COLOR CONSIST. ~~e 0 . "
TYPE .>
u 0 ~
CLAYEY SAND light very sc -1
brown dense l-
I- 1 71/1211 7
f-
red I- 2 -
brmffi I- -
I- 3
--,....
4 -
- 86/12." II
- a
B -
? ? -
SAND, fine gravel, slightly 811 ty br01;'1n very SM- 7
with dense SP
black
II -
specs 9 :T
1* - Passing 1/200 Sieve ~ 7%
- I:'\' 90 8
-10 I
-
11 -
- -
~'".
gray- 12
brown -
(moist) 13 '-
- -
- 14 90/11" 1/+
-- -
Bottom of Boring ~ 14.5 feet -15-
- -
- 16 -
- -
17 -
- -
- 1B
- -
- 19 -
- -
-20-
EXPLORATORY BORING LOG
B Donald IE. Banta.& Assmiates INDUSTRIAL PARK - GATEWAY BOULEVARD
ConsuUing Gaolechnical Engineers South San Franciscot Cal.ifornia ,
PROJECT NO, DATE aORING
370-6B NO, EB-7
August 1987
DRILL RIG Continuous Flight Auger SURFACE ELEVATION 39 feet LOGGED 8Y GC
DE~TH TO GROUNDWA TEA Not Established aORING DIAMETER 6 inches DATE DRillED 7/27/87
zw~ ~ > W
DESCRIPTION AND CLASSIFICATION ~ g~t: "';:: " "z
W . 0::0;;_
DEPTH ~ <(<'(Vi Wz . ;:
. ;=~3: l<~ W ~ ~ai~t!i
(FeETl ,
SOIL ~ w-o "'. ma::l-o.
.~~ .
DESCRI~TlON AND REMARKS COLOR CONSIST. TYPE ~~!!!. 0 ~ [i;~
u
SILTY SAND, fine-grained brown ve't'Y' SM- '- -
to dense SP
gray f- 1 r-r-
1* - Passing #200 Sieve ~ 11% brOt.,n ~ 1 * 89/Ull. 8
f- 2 -I-J-
~ -
~ 3 -
~ -tl
"- 4 94/1010 14 l10
f- .
>- 5-
I- -
~ 6 -
~ -
"- 7
Teddish- I- -
bro'<r1 l- e -
~ ->-
"- 9
I- 50 15
>-10 --,
~ -
I- 11 -
f.- -
f- 12
I- -
- 1S -
"-
(saturated) I- 14 74/l2" J.6
Bottom of Boring ~ 14.5 feet >-15-
l-
I- 16
I-
17
16
- -
.19 -
- -
-20-
EXPLORATORY BORING LOG
B INDUSTRIAL PARK - GATEWAY BOULEVARD
Donald IE. Banta & <\UOCijlllMs South San Francisco, California
Consulting Geolechnic31 ~nQinef3rs
PROJECT NO. DATE BORING. EB-8
370-6B August 1987 NO,
DRILL RIG Continuous Flight Auger SURFACE ELEVATION 40 feet LOGGED BY GC
DEPTH TO GROUNDWATER Not Established BORING DIAMETER 6 inches DATE DRilLED 7/27/87
5::J~ ~ . w
DESCRIPTION AND CLASSIFICATION .
~ f:zt a:;: " =z
'" Q; ~~-
DEPTH ~ < <' ~m .
"- ~~'" ~ . ~:::o= ~
lFEi:TI , ."';: ~z ~ ~ ~~ ~
DESCRIPTION ANO REMARKS SOil < UltijO .
COt.OR CONSIST. '" zw~ 0 :ii$
TYPE ~a:ffi "
0 Q
CLAYEY SAND, with rock fTagment~ ~ brown m.dense SC I- -
Fractured Shale gray dense sh 1 - I
and - 40/6" 8
brown 2 -
(Drilling rate from 1 to 5 I-
feet =:I 2~ minutes per foot:) -
f- 3 - x 5
I- -
I- 4 -
I- -
1-5 I 9
50/6"
Bottom of Boring = 5.5 feet I- 6 -
I- -
I- 7 -
l-
f- a -
-
~ -
-
-10-
-
11 -
Note: ItXIl indicates location of 12 -
disturbed sample -
13 '-
-
.- 14 .-
-15-
-
16 -
-
17 -
- -
18
- -
19 -
-
-2(l-
EXPLORATORY BORING LOG
B Donald E.Banta,&As.1li~ INDUSTRIAL PARK - GATEIITAY BOULEVARD
South San Francisco, California I
Constlltmg: Geotechn-;IC31 Engineers-
PROJECT NO, DATE BORING
370-6] August 1987 NO, EB-9
DRILL RIG Continuous Flight Auger SURFACE ELEVATION If 1 feet LOGGED BY GC
DEPTH TO GROUNDWATER Not Established BORING DIAMETER 6 inches OATE DRilLED 7/27/87
DESCRIPTION AND CLASSIFICATION %w-: " > '"
~ 9~t .. z
'" o:~ ~ .,
DEPTH ~ ~~~ '"~ 0: ,.-
. ~z ~ ~ < 0:;:'
> ..~~ <~ w
(FEET) " o~
DESCRIPTION AND REMARKS SOil ~ wU;O ;:z > . ~~
COLOR CONSIST. .'"~
TYPE ~Il:S 0 ~ >
U Q '"
CLAYEY SAND (Fill) brown m.den.se. SC
-
Fractured Shale gray dense sh f- 1
and
(Drilling rate from ~ to 5 brown f-
feet = 2 minutes per foo t) - 2 ~
- -
- a
'" -
- 4 -
-
.
Bottom of. Boring ~ 5.0 feet -
6 -
, -
7
e
-
- 9 -
-. 10 .--
11 -
..
12
-
- 13 '-
- ,
.. 14
..
-15-
..
- 15 -
- -
- 17 -
- -
- 18 -
.. ..
- 19
- ..
-20-
EXPLORATORY BORING LOG
!B Donald E.1Santa &. A'llscx:imte& INDUSTRIAL PARK .. GATEWAY BOULEVARD
COt1:lUltmg Geo1aohnical Engll'\eElr$ South San Francisco, California
PROJECT NO, DATE BORING EB-1O
370-6]) August 1987 NO.
DRILL RIG Continuous Flight Auger SURFACE ELEVATION 39 feet, LOGGED BY GC
DEPTH TO GROUNDWATER Not Established BORING DIAMETER 6 inches DATE DRILL.D 7/27/87
Zw'-' > w
DESCRIPTION AND CLASSIFICATION ou"'; ,. .. Z
j:zIJ. ",- ;;; ~ <
D.PTH ~~~ w" . >-
...~ ~ ~ < a;~
..",;< <w ~ w 0'"
SOIL [FEET) w-o ;<~ I ..."-
DESCRIPTION AND REMARKS ffi~~ > '"
COLOR CONSIST, TYPE 0 ~ ,..
~~~ u 0 '"
SILTY SAND. ~tn tack fragmen~s FILL It,brwn m.dense SM
SILTY SAND, fine-grained brown dense SM- - 1 -~
with to SF - -
black very 61 12
specs deuse - 2 -
- ~
- 3
1* - Passing #200 Sieve ~ 9% = 4 -iT
1*
- - I 62 L2
-5
- -
- 6 -
(increasIng sUt) -
- 7 -
-
- a
-
- 9 -
- - 81 11
-10
-
dense~ 11
CLAYEY SAND - SANDY CLAY brm.ro SC-
and very CL f- -
ye llow- stHf I- 12 -
brown l-
f- 13 '-
I- -T
2" - Passing 11200 Sieve = 1,6% I- 14 - ,
2l~
I- 15 I 85 18
Bottom of Boring ~ 15.0 feet I- -
I- 16 -.
I- -
11 -
-
18 -
--
19 -
-
-20-
., EXPLORATORY BORING LOG
B DonakIlE.iBarata& As9~ INDUSTRIAL PARK - GATEWAY BOULEVARD
Consulling Geoleclmfcal Engineers South San Francisco, California
PROJECT NO. DATE BORING EJJ-ll
370-6B August 1987 NO,
DRILL RIG Continuous Fli~ht Auper SURFACE ELEVArlON 40. feet laG OED BY GC
DEPTH TO GROUNDWArER Not Established BORINO DIAMETER 6 inches DATE DRILLED 7/27/87
:row""":' .. ~ w
DESCRIPTION AND CLASSlf'tCATION . 'g~~ 0- ~ ~?l
"';: ~r
OEPTH w ~~';n ~tt ~ ~ft (;:
.r ~ ~
~ ~"'3: <~ UfILlOIII
SOil (FliET] ~ii)g 3:. > @a:I-o~
DESCRIPTION AND REMARKS COLOR CONSISr, TYPE ~~ec 0 . :;;~
<.> 0
SILTY SAND (Fill) brown m.dense SM -
Frac tllred Shale gray very sh - 1 - 3
dense "
(Drilling rate from ~ to 4 - -
feet "" 3~ minutes per foot) ~ -
- -
3 -
-
(Drilling rate from 4 to 5 dense. 4
feet ~ 1-314 minutes pex foot)
5
Bottom of Boring = 5.0 feet -
.!... a -
- -
- 7 -
, Note: lIX" indicates loca tion of "- -
disturbed sample a -
- -
- 9 -
- -
-10-
-
11 -
-
12 -
-
13 .-
,. .-
14 -
-
-1$-
- .
16 .'
-
11 -
-
18 -
- -
19
-20-
EXPLORATORY BORING LOG
""~.
'. INDUSTRIAL PARK - GATEWAY BOULEVARD !
B DonakIIE.Banta& M'II'~ South San Francisco, California
COfI.sulling Geotechnical Engineers: -
PROJECT NO, DArE aORING EB-12 i
I
370-6B August 1987 NO, i
DRILL RIG Continuous Flight Auger SURFACE ELEVATION 41 feet LOGGED BY GC
DEPTH TO GROUNDWATER Not Established BORING DIAMETER 6 incbes DATE DRlllEO 7/27/87
z ;:; ~ ,. '"
DESCRIPTION AND CLASStFICATION ~ 0 " z
~ ~ ",- ~ <(
DEPTH w < ? w'"' . ;;; " >-
it ~ .... ~ < :s~
<'" ~ "'
, ,. "
SOil (FEET) <( w 0 >=,. > ~ ""
DESCRIPTION AND REMARKS COLOR CONSIST. ~ " ~ 0
TYPE w !!! ~ l;
~ u
Fractured Shale gray very sh
dense. - -
(Drilling rate from 0 to 5 - 1 - x 2
feet = 2~ minutes per foot) - -
- 2 -
-
- 3 -
-
- 4 -
- -
.
Bottom of Boring Iii 5.0 feet - -
, - 6 -
-
- 7 -
-
- !l
Note: "x" indic.ates location of -
disturbed sample f-. \l
f-. -
1-10 -
l-
f- 11
-
f-. 12 -
f-
I- 13 "
I- -
f-. 14
f-.
I-- 15 -
f- -
16 '
-
- 17 -
"
18 .
-
19 -
-
-2a-
EXPLORATORY BORING LOG
INDUSTRIAL PARK - GATEWAY BOULEVARD
B ~ E.Banta& J.lJlJAYi!liWs South San Francisco, California
ConsuJhng Geotechnical Enwneera
PROJECT NO, DATE aORING
NO. EB-13
370-6B l\ugust 1987
DRI~~ RIG ContinuOUs Flight Auge'r SURFACE ELEVATION 38 feet lOGGED BY GC
DePTH TO GROUNDWATER 6.5 feet BORING DIAMETER 6 inches DATE DRILLED 7/27/87
Zw- ~i > w
DESCRIPTION AND CLASSIFICATION . Qut: > z
~ >z, ili;::' ~ ~ <
DEPTH <<", z 5:~
~ O:ln?;: >z ~ ~ ;Ii
, <w 'i 0'"
IFEETI >-0 3;~ " ...1!.
DESCRIPTION AND REMARKS SOIL < ~re..J > '"
COLOR CONSIST, TYPE '" ~u::e 0 m >-
Q "'
SILTY SAND, with rock fragments brown dense 8M I- -
scattered slag and asphalt (:Fill) l- i -
-
2 - 91 10 135
-
SANDY CLAY, with rock fragments brown CL J -
very 4 :T
(clayey shale fill) and stiff
1* - Passing #200 Sieve = 60% gray 1*
.. 8--L 37 12
-
6 -
011 saturated SANDY CLAY black stiff CL - \J '(7/30/87)
7 21 15 119
SANDY CLAY FILL t gray- very Cl. -
green stiff
Fractured Shale, clayey brmm dense ah a -
9 -:1: Jf- (A'l'D)
and 26/6" 1.4
gray
-10-
-
11 -
- -
gray very 12 -
dense .. -
.. 13
- --,- 51J/2" 1.0
.. .-
Bottom of Doring = 1.3.8 feet - 14
-
-15-
-
- 16 -
-
- 17
-
- 18
- -
- 19 -
.. ..
-20-
-
EXPLORATORY BORING LOG
B DonakI E.BanI:a" Anociat:N INDUSTRIAL PARK - GATEWAY BOULEVARD
South San Francisco, California ,
ConSUlting Geotechnical Engineers
PROJECT NO, DATE BORING
370-6B August 1987 NO. ETI-14
PRIE.E. RIG Continous Flight Auger SURFACE ELEVATION 38 feet E.OGGED BY GC
DEPTH TO GROUNDWATER 7.0 feet BORING DIAMETI':R 6 inches DATE DRIE.LW 7/27/87
Zut--, ~ ~ w
DESCRIPTION AND CLASSIFICATION ~ ou.... ~ zz
w t:~~ ",- ~ lrt;:;_
DEPTH w~
~ ~I-(I). ~z . ~ai~~
~ ~m'" ~~ ~
(FEETl ~
DESCRIPTION AND REMARKS SOIL < ~oog > ffia:l-~
COE.OR CONSIST, TYPE ~ ~~s 0 ~ ti~
0
SILTY SAND (Fill) brown dense 8M _
"ith - 1 --
black - -
s?ecs - 2 - 88 10
~ -
CLAYEY SAND. "ith shale rock l:Lght medium- Be 3 -
fragments and dense - -T
.dark to - 4 ,
1* - Passing 1/200 Sieve ~ 38% brown dense _ _ !1* 33 14
- 5 I
- -
- 6
%, - -
2* - Passing #200 Sieve ~ 45% !- 7 - 2* 55 -* (7/30/1,7)
,.. - 14 122
a -
Frac tured Shale. clayey gray dense sh r -I
Co 9 - 86/12." 6
I- -
r-- 10 -
Co -
r 11 -
Co -
-Very !- 12 -
(hard drilling at 12 feet) de.nse I- -
Co 13
-
Bottom of Boring - 13.5 feet - 14 -
-
- 15-
-
16 -
-
17
-
16 -
-
- 19 -
-
-20-
--
EXPLORATORY BORING LOG
B INDUSTRIAL PARK - GATEWAY BOULEVARD
Donald E.1Sant.a& ~ South San Francisco 1 California
Consulllng Geotechnical Engineers
PROJECT NO. DATE BORING
370-68 1987 NO. EB-15
August
DRILL RIG Continuous Flight Auger SURFACE ELEVATION 39 feet LOGGED BY GC
DEPTH TO GROUNDWATER Not Established BORING DIAMETER 6 inches DATE DRILLED 7/27187
DESCRIPTION AND CLASSIFICATION j:! .. > '"
oc a::~ >- ~z
~ ~ Q:;t;~-
DEPTH " , ",>- .
~ ~ >-z ~ . <zo:u..
.
{P~ETl > "'w ~ Wwol'fl
DESCRIPTION ANP REMARKS SOIL < 0 ;:2 > i1i1:t1-o~
COLOR CONSIST, " - 8 :ii~
TYPE ~ .
0
Fractured Shale, weathered gray de.nse sh
(Drilling rate from 0 to 5 1
feet = 1 minute per foot)
2 -
-
3 - x 7
Note: JtX" indicates location of -
disturbed sample 4
5
Bottom of Boring = 5.0 feet -
- 6
- -
- 7
-
- a -
- -
- 9 -
- -
-10-
- -
- 11 -
- -
- 12 -
- -
. 13 '-
- -
- 14 -
- -
-15-
- -
- 16 -
-
- 17 -
- ..
- 18
- -
- 19 -
- -
-20-
EXPLORATORY BORING LOG
B Donald E.Banta& AsSOCi&th INDUSTRIAL PARK - GATEWAY BOULEVARD
CooStJlting Goolecl'lnical Engineers South San Francisco, Califo:mia ,
PROJECT NO, DATE BORING EB-16 I
370-6B August 1987 NO,
,
370-68, 8-1
APPENDIX B - LABORATOR~ TESTING
The laboratory testing program was directed toward a quanti-
tative and qualitative evaluation of the physical and mechani-
cal properties of the soils underlying the site.
The natural water content was determined on 56 samples of the
ma~erials recovered from the borings. These water contents
are recorded on the boring logs at the appropriate sample
depths.
Dry density determinations were performed on eight samples to
measure the unit weight of the subsurface soils. The results
of these tests are shown an the boring logs at the appropriate
sample depths.
Gradation tests were performed on three samples of the sandy
soils recovered from our borings to determine their grain size
distribution. The results of these tests are presented on the
attached Figures 8-1 through B-3.
The percent soil fraction passing the No. 200 sieve was deter-
mined on 15 samples to aid in their classification. The
results of these tests are also sho~m on the boring logs at
the appropriate sample depths.
Three resistance "R" value tests were performed on represent_a-
tive samples of the near surface soils at the site to provide
data for pavement design. The results of these tests are
presented on the following page.
370-6B, B-2
RESULTS OF R-Vl\LUE TEST
Description Water Dry EltUdation Expansion
Sample of Content Density Pressure nRn Pres~ure
No. Material (%) _{pofl (p<!il Value (9sf1
B-1 Dark Gray 10.7 131.0 490 55 217
SANDY CLAY I 11.6 128.8 330 30 165
with Gravel 12.5 124.3 180 18 36
(decomposed
shale)
"Rtf ;:;;;: 27 at 300 psi
B-2 Brown SILTY 12.8 117.4 450 76 0
SAND (SM) 13.3 117.2 320 74 0
13.7 116.3 180 71 0
URn :-=: 74 <It 300 psi
B-3 Yellow-Brown 11.0 125.2 470 66 61
SILTY SAND 11.9 123.8 310 53 43
(8M) 12.7 122.4 210 34 0
"Rlt mI. 52 at 300 psi
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM 0422..72)
I,J, s. S'rANOARO SICV!:: SIZF;S
107' b
10
, ", '12 \l~ 4 " 16 " JO " SQ6D a~ 1011 '" '"
~
-
, --.-
,
,
0
0
.
,
,
--
.
I' L' "I -. L' , I L"" I- I
10
"
"
"
~
^
<
,
"
, ,
"
"
,
"
, "
"
so
,
"
,
JO
10
"
..
'00
"
10.0 S,Q
<.0
0,'
0..
,os
.01
.Oos
.001
?AATICL.l! SIZE IN' lJIll-L.IMETliRS
(JR^VC:~
SANO
CO,.,FlSf.
tlll.:r _'ND CLAY
COalll.E5
COARSE
"'tNI':
"I'\IE
KEY SAMPLG UNIFIED
BOAING ELE\!. SOil
SYMBOl. NO. lJEPfH (11J1t!) CLASSIFICAnON .$AMPUi OESCRIPTlON
(foel} S'IMSOl
o---<l 3 3 37 SC Red-brown CLAYEY SAND,
fine-grained
GRADATION TEST DATA
B
Donald E.Bant.'l &: Associates
Consulting Geoleclmical Engineers
INDUSTRIAL PARK - GATEWAY BOULEVARD
South San Francisco, California
PROJECT NO DATE
J70-6B
August 1987
Figum B-1
UNIFIED SOIL CLASSIFICATION SYSTEM
{ASt'''' D 4'2,2-12)
U.S. 9TANOARD SIE;:VJ:;: SIZES
"
0 I'. . I " " '0 ,. ., 5060 B010G '00 '"
..:+ "
.
0
0
+-
,
,
1
.
~ .~--".~ ~ ~"
I' , I
''''' '"
1 3/4 1f'.l
1016
..
"
"
"
,
!
~ ,
<
.
"
~ so
V
.
.
. '0
"
L
"
.
"
"
~
.
'"
10,1) S.O
I.'
0.1
0,1
.Q$
,01
.oos
,001
PARl'ICLE SIZE I~ MtLLIMETE;RS
Grf~ \tEL
s,o;NI)
~CltlIH.l:!:!l
SIL, -\NO CLA\'
COAA!>t:
;./N!;;
CO"'I~!!.l!
ME:llIUM
fllNE
KEY
SYMBOL
BORING
NO,
SAMPLe-
OF;PTH
[feell
ELf;:V,
HO(lll
UNIFIED
SOlI..
CLASSIFICATION
!';YMBOL
SAMPLe DESCt1IPTlON
............
4
1
39
SM-SC
Light brown SILTY SAND
with clay, fine-grained
j
B
Donak! E,Bant,"] &: Associates
Consultmg Geo!echmcal EflgllleBtS
GRADATION reST DATA
INDUSTRIAL PAmZ - GATEWAY BOULEVARD
South San Francisco, Cal ifornia
PROJECT NO DATE
370-6U
August 1987
Figure B-2
UNIFIED SOil CLASSIFICATION SYSTEM
{ASTM 0 422-72.)
V. S. STANDARD SIEVe: SIZI;:S
T'
, . " 16 " " ~o . so ~o 80100 '" '"
,
,
,
-
,
- 7
,
,
I' , , ~l" " I" " I
". ..
,
13/.4 1/2
'"
o
10 76
'"
"
"
"
"
~
<
,
"
~ SO
~
"
, "
a
4Q l!
,
"
.
'" "
60 ~
"
.
.
"
"
'"
'll,t) ~.O
I,'
0.>
0.1
,os
,QI
.005
,'"
f"'^rtiIC~.C:; SIZE IN MILLlMI;:TE;RS
G.RAVIU.
SAND
COI\I'I~C
FlN~
COAIl'$t:
!lILT AND CLAY
C:OSfJLES
l'I"lr.
Kf:V OQIlING SAMPLE ELEV.
SYMBOL NO, OEPTH (Ioal)
(leel}
-... 8 2 37
UNIFfED
SOIL
CLASSrjl'ICATION
SYMBOL
SAMPt.E DESCRIPTION
SM-SP
Brown SILTY SAND, fine-
grained
~
GRADATION TEST DATA
B
Donald E. Banta &: Associates
Consulting Geolechmcal Engineers
INDUSTRIAL PARK - GATEWAY BOULEVARD
South San Francisco, CalifOl~ia
PROJECr NO . OATE
370-6B
A,lgUSt 1987
Figure
B-3
~ 0
o "0
C> C>
o
"
~
'0
to
.
c
.g
.;:
.
'"
I
to
o
.2
;;
v
oS
"
to
'U
2
~
"
.
E
o
-~~J
C> _ ~
~ ,;;- ~
" ~
" 0
~G z
>.1...0
oouJ::
PLATE ]-A
~\.~_~I"C~'IO~ j)~l. ST"-FH(,r~ 0'.1' 1~11,lfl1.f.E,.i.;" V()/ol~
"0<0:1 1IW<~ I~'".''' ~',~~~..\"""CC:;>rtl.. tH' I SNrj~ "HI>Il~, I 0"' ;;- nORlNG I
>~- ,~, .OC' lJ' j""ISwrtl. 1'<C<$1':;[ Sl"fl'l'\l'~ 00::>I5111"[ (K"l'IH 3
Ll)'m l~I~~' ctW~(N', ,Mnu" "
( ,U\'~O " ., m
Ds 7.500 Natur./ll 5i100 14.5
DSX 500 15,4 :2500 13,6
QSX 2'500 1:5.7 11000 13.9
- ~- ,.. ----- ---....-. OS GoO Na\ura _Z.D_D.. 9.2
-. -OS - -3000- Nitl7rai 2600 ~ !j); -
of:'/'
-10
'"
IIi} 75
llo
10.11 1- .SP
- 9r; - 70/9" 1: .
..
~....w. - - - - -, - - - - - "'- - - - - - - --- - -- - -9".4" -1'09'- 75/9~ Jor: '.
,
WIT :<.
"
- 6.3 1L.2~ ;:;;
....
..
,5- , .
.,
..
, -- -- - --- --- - - -;,. - - ;,;~o- ~;t~,~ -2~;O- -;,-,:;;- -,~; - '5/B~ "'[ ~~~
-' ,5- .'.
..
..
:-:
---- ----.w-~~--~-'-------------20~- -iOG- 75/9" 4~':':
,.
..
0'
X 45- ':,
"
,P.L JI'.O.9_ tlolllJ.fft! _)...,[email protected]_ _12:.9- _11lL_
DS 3000 N<l1urill 3500 15.6 119 Mi
-~ ---- ---- 05 ]900 N~t~-r;1 :H>li{) ~]'7:8"-i13
/
.. ~ ~.- -. ~;- -3~;0- ~~'~~r;; -4100 ~1-4;'- -l.i;;~ 75/1~,,5't ~
'/
~ '/
5'[ '/,
1-
--------1-------
-------T---
FIEU.~ NOTeS:
.- - - -- ----j---.- ---- ~~~.~.
15," 1'20
---_._~--------------
.s
w
,,"-
50
8rown to ru~1Y bwwn C!<'IYC-Y $<11"1(:\ wltr
fOell rr~gmen(~ (very (ltll1$I!)
Brown flne to mcdlunl ~"nd {vcrI' d~n$el
{!lr.6dlng cl~Yl'!Yl
(W<ia:iny\ess clayeY,Vety dem~l
FILL
CL
Brow/! sandy clay IV!!'}' ~tlft)
(50me Rr~vGIl
os
.3000 Natut.ill .?:<'!iO
--~- --~~.
1:~1~1', 40
o .-
, . sc fHawn cl<lYC<Y :SlinG (
"'\" ..
vcrI' del~Sc)
'''''
n.o
'"
06
---t---[- ----- ---;---1
I
! t.:L. Srown ~ill}' CI<lY (very ~tiffl
LADOnAT()I~V NOTC:S AND AElSn.I::Vl^T\ONS:
1. Thl'! b()ring~ WCI(: drllllloj on lJc(:cnlDcr H; 1hrouyh
)8, 1906 wltll lruC\(.mountmJ, (HTlttl_dl<lliieter,
rotary_waSil CQulpt(l~nl.
The t;\pul~tcd 5he1lt strtJ.l1gtl1S iHe yillU.I POint vtdUC5.
os "' Strain conhollt'd <.IlrMI SMilt tQ~t a1 natural mols-
lure C01~lcnL
2. The lollowii)\) symbol, ,denotc::5 /In Ut\(!Isi.t.lrbcd
SlImpl!) tMOHl In " 2W-lntl\.dlalYloter, S()IIHul)6
barrel Driven into tlU ~oll by 320.l-\~1\Jlvl sliD HI'S
tallln!) la.!,II1Cl\i!~ InsIde ttle borlng.
D$X"'5HlIln controllQ<l dlred shear to&1 alter tt1/~ $aOlplo
113d br;(l1'1 suIH"ergea in Wi1\r.r until movement
(:O<lse(l under ~ ~ur<::tlllf9C equal to tllll tesl surcllllrgo,
3. Till' 1Dllowll1~ ~YlTlb(jl, ,Q6notes \llll gr{j(lnctwater
IIJVIJI ~t lIle l1me and dcptll shown on tlw Doring
Itl!Js.
DORING LOGS
. .
i5 -0
00
'i:)
"
E rtl
.g q
'> a
~~~~
.9
o
v
3
I
.
E
o
Z
~v J
0, ~
~ Jl t
~~
~~
~6~
tl/.S:!"F'CATIO~
SlnnIGT"
rt~1
T r~[ ()' W1t~~r(llj,
~l~:~;l~ ~"(SW"L.
1.[1.'.'\0"
OAf ~
't~, ";H( A"
1JU'\1VR{ ~'~("~'''.
((w(llIl ,II~I~ II
,
!lllH
'\; r...;~ ~IQ\I'~
1.l'OlOOl ,om
~,llSl~"Y
"W,
t(IIS1Utll.\1E>lSITY()ollA
''''"kA'1 ,,,
1oI(l<';'U~( ()HIS"Y.
(O'<IlIlT, 1~5,tun
.... ~ ..-
6.9 l 1313
PLATE c-ll
;;,
,
o
.
75/8"
,..
BORING]
_._.~--
Gn~lsh-browf\ cl./lyey S6Mly 9rav(l1
("'~rY t:HH\$O)
_DS. _ _fiO.,O_tliUl.UilJ _ZJ~Q.. _1..1...7_ _t?:1_
DS 3000 Natural 4600 11.4 127
;53 W
Brown cl<'lYcy 5/1nd Wltl1 TOCK ir1l9f11i:.r11S
{lItHY dense)
{(lC!:i1sJolllll Slll~ h/lgmollls)
,......_ ____ ... n __. _1_.
l3.5
121
Brown clilyey salidy gravel (medlum
d(lrIS(l)
31 w
_~. _~ "~_ _. _ _ _. __ _ .oS_ J1illiL ~lll,!riJ _lJ.Q.Q _If>....Q_ .~Utl!_.
OS 3000 Natural 3000 1.9,2 J04
217
1'- .J
75/9"
~
2
75/~"
Z 25-
- ,
7rJ/9"
3'.
4
4'
f519~' l>\..;::"
-5fr.o.
.,'
I
---L
r~rowl"\ clayey san(l wltn ClaydY 1<1)/$.$
(vcrychmsu)
ar(lwn fine to medIum ~<lrld {very del15o)
W~ter !nvllll/6/B7
----, "'n'" ------DS--,'OOTi;;;~,;;; l2'O 10,5 lOS
---- ~~._-~ - ~ ~ ~ - -..... ,.,.. ~~ -~~.~. - - ~- ~ - - - ----
____1__.__ ---- - -DS_ _.liQIL l':HLlurbJ _4.5!L ".22..6_ _lQ~._
D5 ZSOO N~tllr(!.1 2::260 2)..7 107
05 [3000 N,tuco' 2100
__ I.. _ __________
16.2
---T---
i
-- -:i;.fi-l- i04'.'
-- --~-
I
_____u_________J___ __
_,_____ ___LL__ u__ ___
I
r-Ill.
l!Jrac\!ng 11gh1brnwn)
I
75/9"
e
"
""
{~lri)v{lllj' 1~'1cnJ
I I
n J____
_L
I
,
I
!
os
______...___......w.. ... ---. -.,,_________ ..___ G
GO
o
'1O00 """"'1 3200 ]7.5
.,... " -'--- ----" -- - T-- -- -,,-.
i
- I.. . ~. ..
li,9 ,.!)!l 7:i18" 7
--,
LL_L
BORING LOGS
-'----
. .
n n
cc
l: I.;..
.~
.~ >- >-~
~~~1
~
o
o
o
~
i
~
.
E
o
Z
~~~
I >- <~
~~~
l~ -g ~
-tjZ
~..D
>- - 0
If:! LJ ......
rc7";i'~',I'I(HI()~'" ~~u
51"0.101" ~~1 ~
';;."';~' <ATf~~: II~T ~~~
~TII(,,~T~ ~ ( 0;1; I.-~J$ V~T $ll1"I~T"
. H~' PII{$~""t. TC'rttotl l.~/;SO rr
'~"'W".'''~ l.~./IV :;!.. ---.'::.._1-"____"
I)IPIjAl.D':'JSITICl1T.....;
N~1~"., Ole' ~
o><IlSl'~O({ !XI/SIl,. 3-
O:W'(1I1 ,8s,t"rT 0
.~ ~. ro
8,3 12$ 'J!>/l0"
Jl.OR1NG 1
~. I~, l-IOU'~ P.'~I(,',
H.QlOOl llUI) ,.IX.
.. "os M 800 Naturi'll - i'25o- -15,0 ~ - [(S -
os 2:;00 No/Itu~al ?,600 17.4 111
SM
.se
t- 5-.
r
.,
OS 2QOO NattlrAI 2000 12.9 109
w H}~ :.;.
7fJ/ll" C ::::
lO 15- :;:;
75/7" [ ::::
",,,,:::;
75/7" 2T ~:~:
w""
-L.~
2(,=....
..
18.1 105
.. -m~ 'Yijo(f- "Nirtura'I-H,50 2:'0.3" '"164'"
,". "..D5_ .~liQO_lj)I.llJur.aJ _1Q(l_ _J..1..z_ _l.I.~.. 36
OS 2400 N""'"'I 2050 16,2 117
-~------i------------
ur' .
Z 3()'-....
._ _.,____ _1 _. __ _._..
I'LA TE 2-(:
~I()wn clay~y $~I\d to $~ndy clay {ve';;i
(WnslltohMdj
RIJsty brown ~llty ~Ulld (vcry Ilcnsc)
Rusly brown cl"yey sand (vlJry denSl!,
~;r'
At(}wnsand (very CHmse)
FILL
W<1~er levell/SIB]
sc BrQwl) i:layey ~;')(ld Iden.lll)
,.. ,I>- ...:
: SM Brown silty 5tl11d (very (lens",'
.~DS- -.:3000- "Natura --iocio- -.:r27"4
-J6r ~'Jj"'!" 40[
.._,...._.__.._........ --., ._...... ____L____nn__n
I
- -" ~ '- ~ -- -.- _ _ _ _ _ _ _ _ -- -- _ _1_ _ _ _ _ _ __ _ __ _ _ 1_
_ m" _ _ _ _.. _O:_[:~I:"'~l'.400 ..'"_0__.":.." n ,,'-
I I
---r I --"--I ,;~- ..<0."-..00 ...-' ;;; '" :
--i-II I I l..___:_
, ,I>-
B~/ \ CL
.<-,-
: ISM
OOE:;
:;
BORING LOGS
(9rmH119 Ics\ O"r=ns~)
l:JrO\yM sondy ctay (very stlffl
~rowll silty sand (deI1se)
CL Brown So:tndy clilY (vel}' stItt)
[l.rown ~Uty ~.!lnd lY(j(Y (1Em~e)
....._J
. ~
"0 D
00
.
C
.g
.~ >- >-~
'"U~
C
~
D
u
D
~
J
I
"
E
~V J
g1~
J >-li
,]1
>-;: .0
wO~
PLATE 2-D
C\~H'rf."','ION DAH STNINr.HI D"" ~ \S'\!M,p,:l<SlnOJ.'~
'w, . ILS' I fr\~ ~"u~ ~"""~l '"' " BOR1NC
... '~t:~ \<0"'0 rL~S'>:'LlY ~ln(H(:ll> S\fle"MG( "~ISH'RL Sf"I'II."" l.IDJO;r,,~r l:>tH;"'. ~
~ Itl too~ I"'" '1I1)t~ lB' ,~~~~~~rll t<:oi;,ltIl. LblSiJ ,. ((IN'("". I~;/~V n 0
'., in
D5 300 !~1l1Ur/ll !.l50 ',) 120 c-:: 5C ",
n$ zooo (NCltunl 311).0 a,a 121 6::; (
DSX :1.000 I 1~,1\ 2700 ]0.6 118 ',' (
--- - - - -." ___h .. -- -- ____L_n ----. -- -- n_ .. 75/1~"~
05 200-0 Natura! 2400 )0.5 III
w
w /.'
~
- - -. - --- - - -- - --- - n_ - --- - --"-- ---- - -~-. lO- >~,
15.9 110 7iSjU" C.:',
z '
-
- - _.~ ._~,~- - ..--- ---- -- -.-- --.-.,-- .__0'_" .. ,.. - --- - 1"
SC Grn
I
-- ~~ "--- ". ----.- -- -- - --- ---- ---- ---- ---- I- 2{)[
05 1900 Nlltur/l[ z.2M 14.5 122. " a ;)
w
0
Jl.~_ _V~ 62 ..' ~ {
-.. ...- ---- -~-- ----, .-- -- ---- --.-- -
--
4
ddi~n-br~~~ cl~yey saM (very den~C]
gra(/lng/)rownl .
grlldln9 ~lIty)
FILL
1_
ylSh-brown e:ltly<Jy ~.!Irld (<.lcnse]
91'adl119 very dcn$c)
ClM~ltICATtOtl (},.r~ SlllEJlt;ll1 I)'H.... ---~ "OIS I IIln. '{'(~llll ,(>>1~ :::
TV" " nH Itl"" 1"IAR '1AfUAH '"' , BORl
,. r-..:i.~ LlQUlO Jp~1U1':"H ~l'IUllll1 5U""~llGt ..O'!ruJ,L t'RlRGhl. I-I(l~'u~( (>/,11111\ ~ .
~'WlWl ~,un ,"l'lX In' '~/S5lJ1lr. ~-o-n\rII. lw.;fX>n COOIrnu. lJlSICu ~T
---- LlIS/$~ r7 '" ... ;;; 0
)0'\,.2 116 45 ~ " 5C
W
- --- - --- ---.- _!?~- _sOQ_ t1!!.!l!r!'!J _ 2.0.9__ ._1_4;J. ~ _Vi - w 'E
D5 2500 Naiurdl ;"!IWO 11.6 ll2 GO "
--- - ---- n -- 1500- Nat~.r~-I ~i4no- -lB~::t -..--.-.. z lOr
DS '" 5 -
/:: CL
-.- -- ---_. ~~-~ -. .,,-- -. -._- ------ -_. -"- ----- ---- I 1'~ .%
>- /::
" c~
D5 1700 Nilturaf ;28-00 15 !1 lH 75
.---- - ~ ~..~ -. n..._' -.-. .. ~--- -- ... ~"~, ~. - -..l-.... w ")-r.%
0
llLl 120 "10/5" r
~---- ~ _n_l__... .- ,~ ---- ~--- ---- -- --. -- -- ~'_" n, 2,..
I
-~~- ---~ '-' ..~,_.
NC; S
Brown Clayey sand with mml;>. ro.:;k
fragmcntsf(lp.f\Sl.!)
FILL
1
Grayl$lH>tO\\lr'I so,)dy ClilY (vl?ry sUff)
(somerC)u!(lr:'{lments)
DMk !1r~y 51Hlle .:Incl sandstonu 10(())i11Ion
(WI:<i1tllCfP'l1; some clll:-,ocy ~cams)
BORING LOGS
. E
" 0
cc
~
.~
c J:I
.g d
'> ~
~~~ ~
"
~
o
~
~
~
.
E
c
z
th'O ~
PLATE c-E
Cl~)f!r~~!!.,?" O~l~ STRLllG111 0.l.11, (J'~)"'~l C<c<<>IIYII'lTh t
nrlD' TH' f(~' S....R ".....R.. ,", , BORING ()
." 1~~ UQ~I~ ~..A~rol:'T , S......"A~G( "(I'I""'U IolllP'iTIJIIC I..
Slr'[NGTI, SI~tllGl,'. hell:;IT,. w
l.""fOOl ""M ,~< H.Io1 ....nl....,L ,DIn,...... IUI/';(lrl t'O'lfl<'/' 'fj~lC\.l r1 0 W
,(j~/~\1 J) " ", ii ~ 0
05 300 Htural ;1.000 10.ll 120 50/10" Brown c:!~Ylly ti.llnd
Grl'lY nndstone (9raywac;kti) formalloll
~ (fractured, v.ery I1l1td)
-,- -- -- -- -_.~, - _.oS _ _(iO.lJ_ alJI.11l1 JAQil_ _il...3_ ~l~l1 _ 50/(,~' ; GroilY $l);lle (fractured & W<lllthcrlloJ
t (anlllnll 6 m1n,/H..;It 300 psi)
W
0
.-- -, .-.-
n...nl~\tnl(jtl b...\.<. ~lllt/j{jTH ..- DATI. "'O'~1UR(.oo~ntdT.I,
'Y<>!{J1 r01 H.IJ ~"PR li~rU~'<'1 ,..
... rl<E~ ~I~"'J~ r,~~U{'T r ~lRrN~l" SI."r.+IJ.~~E "OIHIIIlI SMHIGW, "O/:iIUR[ lIIIHIH.
t.lIOl'OOI L,U'T '''II(~ T[S~ PRflSUlI.(, liWIFlil l~/SO n ((wy(~1 Ius/wn
-i-.._~." l~1'~" '1 , '.
OS 1500 Natur<'.1 3200 1.8 12)
~
! BOR1W;7
.
75/l1" "C SM BrQWI'\ silty sand Ivery (jans~J
,..
\
,
,
~___ DS _.?OE_~IU~~.L!~OE_, J~J_ _1"?l_
D5 2500 Natural 2550 15,?' 119
III SC Gr~Yl~l).lHOWn. clayey s./Iod ({)ans6)
w "[.::.
31
I
- _n _ n_.-in ___ u
~
FrLL
I
I
I
i
.1-
DS :1300 Nilturll.l .1!itJO
10-' ,
-;~;- -;~:- 17 ': c'0.,
I If)... /': CL Grayl~h.b(oW(\ silf)c1yclay (very sllit)
113 2B r C
"20-
W ';,,::- SC I3rown cl<lytl-y 5<ln-d (v-e\'y CJcns~!)
o ./.
'f", ;y,
-'203 107 -" 75/Hl,,'2'l, .~~__
J
{gr,uH....g medIum dense)
OS 1600 Natural 2400
16.]
. ---... .u~__ 0$ 2100 N",'-~~;.;-j 1900
BORING LOGS
"
,
G
;::;71~"~ ORGANIC SO;L;~~I
f RANGE.. OF GRAIN $iZ:::..S
CLASSr FICA TrON-U.5~' St~nd<J'rd""'T~ ""'Gr':iih"Sj'ie-'-- -..
OOVLDE~S -j-~~:;eS;~~, JJ-c~b~;';;~;~
-COI:;BC~S- .. r ... -)2;;-~;;;'-;-- 30S 10 16,2
- t _ _,,__~____m"
GRAVEL I J" to No.4 76,2 to 1J.76
cOilrsc 3" to J/.." 7G.2 to H!.l
___ ..~~~.~_______ _L .. .~~~.~~~~__.._~.~.~~~_~._
SAND
"
"
'ill
tl( ~
- 0'
O';n
<ng
'" '.
W 0
:z. Co
- ^
<
~~
o ~,
i::aO
"''''I
~ -~ I
o~
U:;
.2
'"
"'
"
'.
"
::s .~
-
00
",0
'"
p'
f.f.1 ~
Z
_v
<"
;::: s:
~-
.. 0
~~
- "
~-F.
PLATE 3
MAJOR DIVISIONS
SYMBOLS
TYPICAL NAMES
GRA VELS
---1.------- E,(j-C; .---.---.-. -- -- ..., ,-... --..,.-.. ..,.-.-.-.,..-...-....-.-----.
GW -", Well gr:l(lllt! gri1'11el~ or grll.\I(~J-safl1l mixtures. litll{' 01 1\(1 fines
? .
.-r:::<i' -
GP I{i'~:L I'omh gracl.ed gravels or gravel-salld rnixture~, [HOr. or no firl~s
G~t .: 'I - SHI,. ~'~I", ~"'d~";;..nt mi:t~'"'
----_....._.._~
--
(Mort'llum'hD{
ooal'sc lraclion)
no. 4 sieve size)
GC
Cl<lye}' gTfl"els" pavlll-Jl;lnd-eb)' mirturi~$
Poorly graded f..'lllds or gravelly sands, llttfe or nfl fmes
S1\'
Wi-II g(j\u{>(;j S<llHb or ~rnvelly EiallrlS, little Dr U<;I (inrs
SANDS
SI'
(J'l'Tm(1 than lh of
coarse fraction (
110, I\. ~il',v() "j't,e)
SM : ::j
r----:"'--
SC " -,
Cl:lyc~' 5aluls, Mlld-cLay mi:;.;::ture~
Silt,' sallds,S:lllJ-sUt mixtmes
ML
lnorg.wlc slits :md Yf!ry fine sands, rock flour, silty Qr da)'~r
fine mild!> or claycy hilts with slight Jllastieity
SlLTS & CLAYS
LL < 50
J'c:,( <I1ld oth~r llighl)' Ql'glmic soils
CL
Jnorgallj~ c!;\.,..r, of low 10 Ir)IX!iutu plasticily, ~rn\'(~lly cl:lw,
s:md}' nL1Ys, silty daYli.1 I~n ('l~ys
Or.gamc silts .;mu orgiuuc silt;.. cl:ry!; of low plaStiClt)'
MH
Inorg~mic silts, micacoous or diatomacoolls fjn~ SlInd-;,' or silty
wils:.uJasliesihs
SILTS & eLA YS
-----
..,-_..,,---,.",.._-,_.--_.~
CH
lllOrganie cla}'s of Ijjr,h pusticity, fat rh)'s
LL> 50
--
on
Orgnnic clays or medium to high pla~U(,JI)", organic: silly (!bys,
ol';;lnk silts
1'1
CLASSIFICATION CHART
(Unified 5011 Classification System)
COi\fS(}
medium
tilll,!
No.4 to No. 200 I
No..q to NQ,:l.O
No. 10 to No. 40
Nfl. 4() 10 No. 200
60 ,
~ "--+-!-'.'] ~t -L~~!~-_!:~I=
;:::; 40 Ii" .' ",.. . I
5 30 - ----!--I..+,I,. ""-i----f-.t-
;" -t-+CL~- -'- -0:11
. 10 I ~'lli:i:,).J~t: o'tJ .... -- MH -'1,"--1'-~'-
4 , . I I I I _ !
O(l J() 20 30 10 50 tiO 70 UO 90 100
4,76 to 0.074
LIQUID LIMIT
4.76 1\) 2.00
2.00 loQ.4,W
0.420IoG,ON
PLASTICITY CHART
_____ ._.____~__,___. .._v,.,....
SI L T & CLAY i Bf!Jow No. 2~.~~._~_ BllJow 0.07,i
GRAIN SIZE CIlAI\.T
M!En~OD O~~ SO~~ C~AS5~W~~CAIIIOiN
'"
oE
<8
~ .!=::
" "'"
o ou
o
(j
~
,~
(j
'"
,~ &
.~ ,..,..~
Q( CO G:a~
-
'"
o
'"
00
,-
~-
-,
~-.
,j
...::
.
1; 1
~O" gg
. 0-
, ~
"
:~ >-:;
:4"'-"
vJ' "'0 E
coli
,..1-"
tl:)U~
I'LA TE 2-(;
$1IlfNGTH lJl\lA .--
CLA$~lrl(::.o.lIO~ p....IA - 1JI0IS1URf'DEI6HY~T^
"1'1 ~ lES1 lEST Sl1!hH ',^fU~L~ lHlY BOR1NG 7
".F~S 1I0lJlO p~ Ail" 'I Y n~UWTII ~U!lCllAHG( /.lOI~'.m! iTlHNGTIl. M(l1'HUIl( OU<SlH,
(or10100) ~....,' ,uorx ItSf fllfSSUII(. COOllNY. 1115/;0 n (ONYlIH. ~~~/CIJ IT
ulv~a fl " .,. t- O IV.
~ (10. BrOwn clayey sand (SC) (dense)
12.2 116
W
.JlS_ _ __lUIQ ~U<lnl ...f)llOw~ _.J7><, -IJa ~ 51 Yellowlsh-brown s"n<:!y cl~y (eLl
---- - --~ ---- .. (mo-:Jerately fIrm}
Z
- lO r j,: YellowlSl'1-brown clayey san(.t (SC) (dense
.~ ..,-- ---- ---- -- -- - - -- ---- ---- _...16...5. -'-1"-_ 0-
I
t- Yellowlsh.brown sandy clay (eL) (stiff)
---- _._~~ ---- ---- -- -- ---- ---- --- - ---- ~ 15-
20.4 112 W (1/
000 1/
, -
FILL
...L
Cl^SSlfICATION 0"'''(,. :;lnr/.l(';IH ilr.TIl r.40ISH!Rf'0l~SIHlMTJ.
H~o[ ~ TtH HII ~"e ~~ "MUH, OIlV
"I.,rll<f.s L'Q~I/.l rlA.~I";,lv ~j~t~G1H SootHl"Gi: "'{)ISI(l~1 Slfl(UG1't MO'51VII, O{Il~"..
I'WroOJ L'''''' mo(x HSl pnF5Wl!{. ~OItl("I1, L~S/SQ n C(;o;ltUl. 19~'C\l' rT
1.~"/SO rT " ",
BORING 8
t-
~
w
~
o
Yellowish-brown 5ilndy clay {Cl.) (stiff)
13_7 118
Yellowlsh.brown Clay-ey sand ISC} (dense)
~
D
Jj
2:
5
- DS - - - -600 "N:;iur;lll00-
OS 2000 Natural 1B5fl
14.7
17,5
21.;:1
119
114
Yellowlst\.brown s!lty clay (CL) (sIIff)
I
f-
~
w
o
Grayish-brawn shale formation (hard)
110
10
~
'"
'"
"
"
"'"
'"
'"
'"
~
01>11; StllOI"lll -- (lATA MOISTUIll.Q.."r,~TA
Clr..S5,FIU.11('11I
HP( ~ ItST IlSl S~{"fl IIAIV","\ '"'
".H<(5 LIOillD I'LlSlo{,TY "51"("<;11< w,tlll"!;\; ...<,,~ tv'" ~lflfl""l>,. l.'O'H"~{ u~N;,h.
HIOWlJl l'l'I,l 'UOD' lHl P~l ~5IJflr. lONlflH UIS/~ 11 c~nUf. LD$/eVrr
l1l5/$VII ';, .,. -.-
8.. 123
.. -.---.
I-
W
W
"
2:
X
t-
~
W
"
BORING 9
o
Graylsll-brown silty bl()kellT;;c;(GM)
(dense)
FILL
-L
'"
"
-'"
'"
'"
I'Q
GrMnl$ll-gray serpentine formation (h.ard)
~
0:;
"
'"
8
~siricAllON "~iiATA STllfNG1H UM~ -.-.-- .- --- -- ,_.~ -.-'-'--~~-- -----.-- --
\OlsnJR~.t>EtISIlY 0Il1t. t-
rfH lf~l ~>(.r"f 'MTUilAl fmy BOR1NG 10
P.A~1(11Y nr'f 0/" ~>.o1C"Ml(,[ "'l1I~lVfll- U(lIS'\I"t W
~. rj'1!:5 1,(I\lID ~"llN~TlI ST>l{UGhl. (lnl~IIV.
1-IfOKoN l....,T It<N~ lnT l'lll ~\()HI,. ((J;'.l1ItH, 1I15(<;(J11 wmHIl. lUS/1;;V''j W
L~~/$il f1 , ", D- :'%:
Brown clayey silr"1dy broken roc
14,4 114 ~ [~ (-dense)
Z ~ Yollowlsll-brr>wn sandy Clay (C
-
- -.-- --_..-. ---- J1S_ _ _ -!iD n ~1i1~J:ai. .21.0.0_ ,..13.4. ..i22._ 6'[/'
r j
,.. ~
- --.- ---- ----- - - -- - - -.- ~--- - .--- ---- --~.- ~ 10- :3;, Yellowlsll.browll s~ndstonc IOfl1
W .....:.. {weatllcfo-d anel fraCllJrll<,:l)
~'(:';~:'
0 ,.... "
,,- "-. 1" ...
I( (GC~
r-ILL
T
.,
E
"
:z:
L) (stiff)
1i111011 (h.!Jrd)
BORING LOGS
.
00
--
0\
--
0\
.
*
~~
-il' -c.'
() "0
00
o
u
Vl
,~
u
'" '"
C * -;lo: s.r:
.g l...h.
.,
"
'"
>-
'"
'",
d;",
if>
if>
""
Il"
v
t;
o
0\
<<:
,
0\
o
'"
Ii"
."
*
t-ill
<<:<>:
, I
0\0\
00
"'"",
* ('IN
"* '"
~ '"
E
o
Z
1- ,..
I- ro
."
"
-"
u
"
>- -= "0
"'U~
PLATE 2-F
c
.2
o
u
o
~
(L"SSI~I("TIOIf o~u Sll'ltHGTH O"'A rn~lunt CEt/S,Ty (')\1i.
np"( 01' nH IlS1 ~.. ~"h"~.L '"' i BORING ] 5
.,..,..[1 ,,'QUID r'lAS,,::.n SlR("~H' W'lCH"R~f 1,I1,11HUR[ Slll:l:"~h'. 1oI(',O>1lh'lf !)t:NSlTf,
,~~ LJ..IT 'NOH rUT pll(!~~I. (OoI'{If1, LM.l1fG n <<>>01(+11 IMrCvfT 2 ELE:VA1"ION 18 Feet
LftHl<)rT -, ,
DS" 215 17,1 1300 [r:;. ConcnH",
DS" 1000 17.1 2160 15.-3 119 39 Ught browl"'. clayt.'ly sand (SCHdl':me, ~turi!lted)
8~~ 2000 lU 27fiO
400 G 0 I
DSX 1000 .13,5 .'0 9,5 116 B9 I- Y~lIowfm brown sllty sand (SMJ(vt!r'j de.n~e,
---- ---- ---- _ DS)(. -"DUlL _LJ....5_ ..JA2!L. -- -- - --- w 5- saturated)
DS 800 Natural 800
OS 1500 Natural 1310 21.2 lOB 55 W I (9radln9 brown.)
OS ~OOO N<'IhHal 2320
~
)"( {Qr;:ld1119 yellowish brown)
---- ---- ---- - - -- ---- ---- ___~h. ~.ii:o'~ ='" .."-
lOa 52 z
-
'''1: [gradIng grayish brown)
---- -...-- ~ ~...,~ -~-- _~'m_ ---- ---'.. -Zl] - -fo'4-- 55 I
l- .,
.
---- ---- ---- ---- ~--- w 201:'
---- ---- -20,7 - lOB 64
0
r::-\/)>
STJI(HOrll ., O';UA S1UR(.oe:t;$!TY~TA-i -~-
ClASSI~ICAHOfl OAlA
"M:CJI It~1 IHl SHEA~ "'I\lRA, '" i BORJNG 16
\\, 1N( ~ Lloo'l) ....~I("y H~[~~T" $O<l~'URG[ "OI~TuR{ SlRlf4Glol, "'<II:; {UR( pr:U5IH,
(.NOKIOI L....'T lNDU 1(51 I"IfSSU'1( [0/"(,,,. lS$/saf! c-ooon.. ,~SIC\l n 0 EL.EVATlON 113 Foet
Le~/~Q " , " ii
DSX 215 l.5.7 7ao [~ COr'lC:rete
OS" 1000 15.7 1390 14.7 117 40 I- Yellowlsll brown clayey sa
OSX 2000 15.7 2000 moist)
DS 400 atural 040 W (' Yellowish brown silty sand
DS 1000 aturnl 1270 15,{) 112 3'
---- ---- ~.~. ~". .,. .DS. ...2000- ~a.tUl'a.l. ->.000.- -- -- --- ., w 5-
0S 7S0 Natural 740 I [gfadln-g brown, very den
DS 1500 Natural 1:250 n.B lO3 ., ~
OS 3000 at ural 2,190
---- ---- - --- - - -- - - -- ---- -~._- -;fz:o- -r05 - " , )Or {grading 9(~yl~h brown, 5
-
(grading llght gray, lIel\$e
--~- ---~. ---- ---- -~ -- ---- _~~v' 19."9'''' ~-i09 - 29 15,
I
"
0, 2"n
---- _._-~ ---- ---- ---- ----. ---- ---- -- -- 40
W
D
nd lSC)(dC"S8,
(SM)(dcllse. mol$t)
"I
<Ituriltad)
BORING LOGS
..'!
t 1
~
~ f!
o
D
..*
~
.~
.,
~ >-
0.:; 0.')
:)0
DU
*~
*~
>-~
w::J
o
tIJ
~
'"
'"
E
c.
o
-.:;
;>
'"
CI
-
'"
"'
E
S
~
00 "
~ 0
00 z
~
'"
2!
o
(.)
<-- ""'"
<<: <<:<<:
, "
'" "''''
0=
" """
N ('IN
<<, ~
>- t
d'l..g
~ :;
-G Z
.
>- ~ 0
"'U~
PLATE 2-/,1
eel SSI~ leA 11(lN "AU. SIRlt;G.1.. 0"'1. 1~IV~f'lXlQln0Il1_ ::::
Ht>[ 0' 'IST Ill' ~"1JU.,- ~ BORING 24
'1<."''':$ LII"JVIO ",.uH.I" ~'Hl~(o( ioIlll$lVAI ~.. IOOIHUA[ ,"' ~
HA[JtGTrI JIA(IIG1>l, l)[tI~ln.
j.H(lll'OOl l""'T ]NO{. fUI ...ts~'-"'( (0'l'[tt1 lesfSQTI ro<ll(NI I~SIU' " 0
~~~,.~o II ,. " iii ~ o ELEVATION 52 Feel
y~~ Yp.IlDwlsll-brown sandy clay [CL)('1ery S1111,
DSX 250 14.9 4GO 8.7 11l 3l w ( damp)
05X 500 16.8 950 . [V Ye\l()~I$h-1HOWn clayey sal'ld (SCHdense,
DSX 1000 16.8 1280 14.8 lOB 9 w 5"'::~ mOIst)
---- ---- -~._- -OS)( 'l1bOO- ~rb:lI~' ''11131>- - - - - - - --
~
16.8 lOG 34 ( Brown silty sand (SM)(do!lnsc, moist)
---- ---- ---- -- -- - - -- ---- ---- Z lll-
-i'e.'7- -ti5"~ 21 ( (grading Some clayey sand tenses)
-
---- ~~-- ---- - --- ---- ---- ---- ""l."9~- -fOa- 19 I lor
8rown silty t,!ily (CH)(ver)/ ~tl1t, mol~tj
.. ~
~
---- ---- ---- -~~- ---- _.~-- ___U' -16:9- -11"8- 2 Brown clayey shale, hIghly altered
lOOW
0
---- --
c
o
:.a
v
..'l
(:'U\SSlfIC~TIOt.l nUl SIREkGrll 0"'1 ~ "O'SHJ~(, .~lnl~M
1'rl'[Of !l.' I(~' $'lClR ".1 UR'~ '" ~
... ,..; ~ ~>O\.I'o r~l.$rlC'f' ~l~lJj~T,' SI1l'~AR~( IAO,P'M( $rRrIlG'~, I.lOrSTullr 0("511'. ,
1110200) l'YIT ,,,on 1[$1 p~n$lJnl {"'''UIl, le~/S<) n CCOllt'" '85/'V" Q
l-I!S'~o IT ., " ro
BORING 25
EL~EVATION 33 Fl?et
Asphaltic concn:tc 12" thick)
Grayish brown SiH'1dy Clay wltn rock
lrallr'r'Jt'!rlts [CL](very sUfi)
Gray cla,yey shal(l,31tere<l
Gray $':;'f\dston~, lr\\ctut\::d
lsllale inlerbeds)
7.4 J31
17 ~
w
w
~
Fill
T
~---~,~~~ ---------.----------- -7,'3- '"34'-
7,l
z
Dark gray shale
(drl1l!ng 3 mlrl/it. with 400 psi fOOl pre$s!.Jrtl)
Gt,'lY Sill"\dStonr., slightly fradurM
133
o
u
I
~
~
w
o
l!)radln!) highly fractured)
~ :::;
~ ..\,.
1....;.:
""'.'
20 {','.',,,
cl...ssi~lc~110H (J~U sl~EHGTI1 ou'" MOlsn.,lli"t'Dr1-(;lTvO\'1> ~
, \TN IY 1[51 H5I '''''" ~~".iQ'. <;IR, ;:;, BORING 26
"1.r'f1(S ,Io-!L(J I'l"51(lfT 51R(>IG1~ SL01r'UAGt WOlsr..,R( llh("GIII. 1I<1~IU'1[ t>!.t<S"T ::: !:.U:VATION ::!4 Feet ~.-.L
,/,>>O;KlOO ,-, l'l~~ HH 'pht~~UR( CO'lT!Ii'. l~S/SO rr CCN~EN1. ,B~/CU.1 ~
lOS/50fT ,.
~ ~. Orown silty broken rock Wlttl brick (GM)(-;;Iensc
O~rk gray silty ~and (SM)(dOllSe, dry) i;!ry)
DS 300 atmal 1000 16." 115 7 w ,.~ Gr{H~1'1ish \lTay sal'1dy (:lilY (CL)(slllf, mohU Fill
, Dark brown cl~'yl;!Y s<lrld (SC)(dt:lnsa, mOi5~
--~- ~_.._._- ---- -55- - ~ 70'0- -atur"iT -07'6- -i4.1 ~. ~'120 - "' s-c f':( Grllyltoh"9recn sandy C;I/ly {Clj{madlum sW ,
8
", moIst)
,; (gradlrlg stlH)
, OS 1000 a!ufill 1400 13.5 l2' '0
OS 2000 ..tura] 1900 Grllyish.grcen clayey $3nd (det)sc, moist)
- ~-- ---- ---- - - -- - - - ~ ----- ---- *---- --~_. Z BroWIl sandy clay (CL)(very ~t1If, 11101St)
OS 1700 aturill )(;40 - ,) Yellowlsh-hrown sHty sand (SM)(deme,
32
, OS 3400 j\Jatural 2300 24,4, 104 saluraled)
---- ___m -.--- - --- - --- ---- --- - ----- ----
I
~
0, 2"<
-.~..-~, ---- ~_w,__ -- -- - -_.- -- ~-- ---- ---- - - --
21.9 105 w
a
"-
'1'-1 [>.
BORING LOGS
.
5 copies:
QUAun<'. COl\lluG<(Oll~J~'ll:.,W!':R:
A /1 'ij../l
/I I f,j'
'l ';'" '1<.;1- .'/ ,-
." ;/ I.!~' .j;!;f/! ] e
"I,l!"P~/ .
Ii y_ Inf",.--
" N,1 '_-I!/,!}I" '" ---, . .__
J'_ "Nffl,lL~
R~min~6;;;Jkh( G,E/
Pril1ciltai
. TreadwelI&RoIIo
DISTIUItIJ1IOI\!
Mr. Rahn Verhaeghe
Chamberlin Associates
5880 West Las Positas Boulevard, Suite 134
Pleasanton, California 94588