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EDWARD J. HAHAMIAN - CIVIL ENGINEER
10158 Richwood Drive
Cupertino, CA 95014
Phone/FAX (408) 257-8298
September 16, 1999
Building Official
City of Cupertino, CA
SUBJECT: 10310-Calvert Dr., Tract 1004 Lot 158
RE: PAD AND SETBACKS CERTIFICATION
On this date, I visited this site, made the necessary
measurements and hereby certify that the following items were
found to be correct and in accord with the approved project
plans:
1. All setbacks as measured to the perimeter foundation forms.
2. The pad height elevation.
All lot surveying and building staking was performed in person by
the undersigned.
Submitted by:
c4c� J. y t
' QO '4,y
CI L' t•ry
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TO: WHOMEVER IT MAY CONCEr
REFERENCE: 10103 CALVERT )IR. CUPERTINO, CA
This is to certify that above referenced pro;)': ty ie: constructed per approved plans.
GENE WONG. P.E. Q '
DATE: mac'
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American Soil Testing, Inc.
Soil, Fou-dation and Environmental Engineers
U�...fA A . �Ml69L 2734 Bascom Avenua. San Jose, CA 95124 • (408) 559-6400 • Fax (408) 559.6688
File No. 99-792-S
July 22, 1999
Mr. Art Dave
4339 Cesno Court
Palo Alto, CA 94306
Subject: Proposed Single Family Residence
10310 Calvert Drive
Cupertino, California.
SUPPLEMENTAL RECOMMENDATION
Gentlemen:
Reference to the plan revietvicompliance report letter, we arc providing herewith the
supplemental recommendations for the proposed residential development for the above
mentioned project.
In our soil and foundation investigation report File No. 999-792-S dated June 2, 1999,
we had recommended the use of either a conventional footing or pier and grade beam
system.
f,-Ti }ED4 F:,h I'1i • �N]r :E l -- • _ _
File No. 99-792--S American Soil Testing, Inc.
We reviewed our field and laboratory data, boring log and proposed foundation plans
for the above mentioned project. Our finding indicated that the moderate to highly
expansive surface soil exist up to 1.5 to 2 feet below the existing site grade and the
foundation will rest mostly on low to moderate dark brown sandy silty clay with fine
gravel beneath the property. Therefore, It is our opinion, that the use of 24 inch deep
conventional footing will be appropriate for the proposed wood frame structures.
The Soil Engineer should be present during foundation excavation to provide additional
recommendations or alter the depth of footing if becomes necessary.
We highly recommend the Soil Engineer inspect all foundation trenches prior to
pouring of concrete.
F1
File No. 99-792--S
American Soil Testing, Inc.
We are pleased to have been of service to you in this matter. Should you have any
questions or require additional information, please feel free to call our office at your
convenience.
Very truly yours,
AMERICAN SOIL TESTING, INC.
Ben Rahimi
Project Engineer
A-.� G
Andrew A. Ghofrani,
R.C.E.39159
Exp. 3-31-01
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American Soil Testing, Inc.
Soil, Foundation and Environmental Engineers
2734 Bascom Avenue, San Jose, CA 95124 ° (408) 559.8400 ° Fax (408) 559-8888
Pile No. 99-792-5
July 23, 1999
Mr. Art Dave
4339 Cesno Court
Palo Alto, CA 94306
Subject: Proposed Single Family Residence
10310 Calvert Drive
Cupertino, California.
FOUNDATION PLAN REVIEW
Gentlemen:
Per your request, we are presenting herewith our comments regarding the foundation
plan for the above mentioned project. The following items were submitted to us for our
review and cnlnmenls.
Revised foundation plan, prepared by the office of H.M.C. Associates of San Jose,
California, sheets S2 and S4 dated May 31, 1999.
The review of the above -mentioned plan revealed that the foundation plan has been
prepared in accordance with the recommendations contained in our Soil and
Foundation Investigation Report File No. 99-92-5 dated June 2, 1999.
We highly recommend that the Soil Engineer be present during foundation excavations
to ensure that the foundation complies with the recommendations contained in Soil and
Foundation Investigation report prepared for this project,.
Upon satisfactory completion of work, a letter of compliance will be issued.
__• •. ,_�. r_'1 r'r�%:.'lI • ^r.[I lE tl'_. ..;_�,_cc___= • .-,1. - -- -- - -
File No. 99-792-5 American Soil Testing, Inc.
We are pleased to have been of service to you in this matter. Should you have any
questions or require additional information, please feel free to caC our office at your
convenience.
Very truly yours,
AMERICAN SOIL TESTING, INC.
Ben Rahimi
Project Engineer
Andrew A. Ghofran , .E,
R.C.E. 38159
Exp. 3-31-01
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SOIL AND FOUNDATION INVESTIGATION OF
PROPOSED SINGLE FAMILY RESIDENCE
10310 CALVERT DRIVE
CUPERTINO, CALIFORNIA
PREPARED FOR
MR. ART DAVE
4339 CESNO COURT
PALO ALTO, CA 94306
AUG 3 i` s
AMERICAN SOIL TESTING, INC:
2734 S. BASCOM AVENUE
SAN JOSE, CA 95124
(408) 559-6400
American Soil Testing, Inc.
Soil, Foundation and Environmental Engineers
UICEA ALL Is *K sow 2734 Bascom Avenue, San Jose, CA 95124 • (408) 559.6400 • Fax (408) 559-6688
File No. 99-792-S
June 2, 1999
Mr. Art Dave
4339 Cesno Court
Palo Alto, CA 94306
Subject: Single Family Residence
10310 Calvert Drive
Cupertino, California.
SOIL AND FOUNDATION INVESTIGATION
Gentlemen:
In response to your authorization, Our firm has performed a Soil and Foundation
Investigation for the above mentioned project. The site is located at 10310 Calvert
Drive in Cupertino, California.
Our findings indicated that the proposed one or two story wood framed residential units
may be constructed on the above mentioned property provided the recommendations
contained in this report are carefully followed and implemented during construction.
This report presents our findings on the surface and subsurface soil investigation,
laboratory test results, field and office studies.
File No. 0-792-S • American oil Testing, Inc.
We are pleased to have been of service to you in this matter. Should you have any
question or require additional information, please feel free to call our office at your
convenience.
Very truly yours,
American Soil Testing, Inc.
Ben Rahimi,
Project Engineer
ESSI(
U tic)38159
Andrew A. Ghofrani, P. EXP. 3i31101
�p�;•., CIVIL � �Q.
R.C.E. # 38159 \Y r • •• �Q�
Expire: 3-31-01
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in
File No. 99-792-S • American oil Testing, Inc.
TABLE OF CONTENT
INTRODUCTION
SITE DESCRIPTION AND LOCATION
FIELD INVESTIGATION
LABORATORY INVESTIGATION
SUBSURFACE CONDITIONS
LIQUEFACTION
SEISMIC DESIGN CRITERIA
GRADING SPECIFICATIONS
FOUNDATIONS DESIGN CRITERIA
CONCRETE SLABS -ON -GRADE
RETAINING WALLS
GENERAL CONSTRUCTION
PLAN REVIEW AND OBSERVATION
CONCLUSIONS
LIMITATIONS
APPENDIX A
VICINITY MAP
SITE PLAN
APPENDIX B
LOGS OF BORINGS
PLASTICITY INDEX
KEY TO EXPLORATORY BORING LOGS
APPENDIX C
GUIDE SPECIFICATION
3
PAGE
4
4
4
5
5
6
6
8
11
13
14
16
17
17
18
19
F-1
F-2
20
F-I
F-2
F-3
21
File No. 99-792-5 • American oil Testing, Inc.
SOIL INVESTIGATION
Introduction
The purpose of the soil investigation was to gather sufficient data to provide
recommendations for foundation engineering. This report presents an explanation of
how we conducted that investigation, the results of the testing program, our conclusions
based upon their results, and our recommendations for earthwork and foundation design
to best suit the proposed development to the existing natural conditions.
Site Description and Location of Project
The site is located at 10310 Calvert Drive in Cupertino, California.
At the time of our investigation the subject property was a vacant single family house.
The lot was approximately 6000 sq. ft. The site was rectangular shaped parcel of land,
flat and almost level with the adjacent street.
The proposed residential building will be constructed at a designated pad which will be
located at the later date. We observed a few large trees at the property. At the time of
our site visit, the property access was through Calvert Drive.
Field Invests !ation
After consideration of the nature of the proposed development, review of available data
on the area, and discussion with the client, a field investigation was conducted at the
project site.
It included a surface site reconnaissance to detect any unusual surface features and
drilling of one boring on 5-25-1999 to determine subsurface soil characteristics.
The approximate borings location is shown on Appendix A, Figure 2. The soil
encountered was logged in the field. Relatively undisturbed subsurface samples were
4
File No. 99-792-S Americanki Testing, Inc.
obtained by hammering a split tube sampler into the natural ground. The boring log,
Figures and 2 (Appendix B) are graphic representation of the soil profile, showing the
depths at which the samples were obtained.
Laboratory Investigation
A Laboratory testing program was performed to determine the physical and f ngin"ring
properties of the soil underlying the site. Moisture content and dry density tests were
performed on all the relatively undisturbed soil samples in order to determine their
consistencies, and the moisture variation throughout the explored soil profile, the
laboratory testing performed in accordance with the ASTM (American Society for
Testing and Materials) procedure. The expansion characteristics of the near -surface
soils were evaluated by means of Atterberg Limits Test performed. in accordance with
ASTM D-423 and D-424. Field penetration resistance, assisted in the determination of
the strength parameters of the soils.
Subsurface Conditions
After reviewing the laboratory test data, boring logs and examination of the soil
samples collected in different depths, the subsurface soils underlying the project site
appears to be relatively uniform throughout the area. The surface and near surface soils
consist of light brown to olive brown silty clay with gravel ( CL ).
Soil Suitability of Site
The site covered by this investigation is suitable for the proposed development on either
natural ground or engineered fill, provided the recommendations set fort in this report
are incorporated into the design considerations and the project plans and specifications.
5
I
M
File No. 99-792-S • AmericaRoil Testing, Inc.
The native soils, are not suitable as engineered fill. Import soil must have a plasticity
index no greater than (12) and an "R" value greater than (25). All organic material,
including grass or weeds 2 to 4 inches shall be stripped prior to any grading operations
and transported away from the building pad area. Soil Engineer should be notified to
coordinate the grading operation and approval of any imported soil during grading
operation.
Liquefaction
Liquefaction is saturation of loose sands with less than 15% clay content ( cohesionless
material) from a solid state to a semiliquid state. This occur under vibratory condition
such as those induced by earthquake, the soil tendency to compact is accompanied by
an increase in water pressure within the soil, which results in movement of water from
the voids. the resulting upward flow of water will often turn sand into a liquefied
condition (loss of density ). We consider the liquefaction potential at the site to be low
due to the dense nature of the soil.
Based on our laboratory and field testing of the soil, the site is in a "confined state" and
it is our opinion that there is a low potential for liquefaction to occur at the site.
Seismic Design Criteria
The subject site is located in the seismically active San Francisco Bay region, therefore
any structure within this area will most likely be subjected to strong ground shaking
sometime during its actual lifetime. Major Faults like San Andreas Faults and Hayward
Faults have produced large magnitude earthquake in the past and can be expected to do
so within the next 50 years, producing a peak ground acceleration of 0.45g, or grater at
the subject site.
6
I
File No. 99-/92-S ® American Soil Testing, Inc,
It is reasonable to assume that the proposed building will be subjected to at least one
moderate to severe earthquake during the 50 years period following construction.
During such an earthquake, Severe ground shaking will be occurred at the site. It is
recommended that the buildings should be appropriately reinforced by your Structural
Engineer accordance with the applicable Seismic Code to resist earthquakes.
7
I
File No. 99-792-S • Americanol Testing, Inc.
RECOMMENDATIONS
Grading Specifications
1. The placement of fill and control of any grading operations at the site shall be done
in accordance with the recommendations of this report prepared by American Soil
Testing Inc. These recommendations set forth the minimum standards to satisfy all
requirements of this report.
2. All existing surface and subsurface structures that will not be incorporated in
the final development shall be removed prior to any grading operations. These
objects shall be accurately located on the grading plans (prepared by the project
Civil Engineer) to assist the Field Engineer in establishing proper control over
their removal. This is to include but not be limited to any basements, utility lines,
underground tanks, and any other improvements. A representative of American
Soil Testing Inc. shall be present during the demolition operation.
3. All surface material and debris, including concrete slabs and asphalt material , shall
be stripped prior to any other grading operations and transported away from all areas
that are to receive improvements or structural fill. This material is not suitable for use
as structural fill.
4. The depressions left by the removal of any surface and subsurface structures
shall be cleaned of all debris and backfilled with clean, native, on -site soil. This
backfill shall be compacted to not less than 90% relative compaction in accordance
with ASTM test procedure D1557-78.
5. Following the stripping operations, the exposed surface shall be scarified to a depth
of not less than 12 inches, conditioned as necessary and compacted to 90% relative
compaction according to ASTM test procedure D1557-78. At this point, the pad area
will be in condition to receive compacted fill. Based on exposed field condition if
deemed necessary, Soil Engineer may provide additional recommendation in the field.
6. All structural fill whether imported or native soil shall be placed in uniform
8
1 P4
• File No. 99-792-S • Americantil Testing, Inc.
horizontal lifts of not more than 6 to 8 inches in uncomplicated thickness and
compacted to not less than 90% relative compaction using the ASTM D1557-78
procedure. Five feet around the entire perimeter of the building pad shall also be
compacted to not less than 90% relative compaction using the above mentioned
procedure.
Before compaction begins, the fill shall be brought to u water content that will permit
proper compaction by either: 1) Aerating the material if it is too wet, or 2) spraying the
material with water if it is too dry. Each lift shall be thoroughly mixed before
compaction to assure a uniform distribution of water content. When fill material
includes rocks, nesting of rocks will not be permitted, and all voids shall be carefully
filled and properly compacted, No rocks larger than 4 inches in diameter shall be used
in the construction of the building pad.
7. The Soil Engineer shall be notified at least 48 hours prior to commencement of any
grading operations so that he may coordinate the work in the field with the Grading
Contractor.
8. All imported borrow must be sampled, tested and approved by the Soil Engineer
prior to being brought to the site. Import soil must have a plasticity index no greater
than (12) and an "R" value greater than (25).
9. All grading work shall be observed and approved by a Soil Engineer from American
Soil Testing Inc.
10. In the event that any unusual condition not covered by the special provisions is
encountered during the grading operations, the Soil Engineer shall be immediately
notified for further recommendation.
l 1.All grading and site preparation should be performed in accordance with the
" Recommended Grading Specifications" See Appendix "C . Without compliance with
these standards, the design criteria in this report will not be valid.
9
I
K File No. 99-792-S • American W Testing, Inc.
Water Wells
All water wells ( if any ) on the site which are to be abandoned shall be capped
according to the requirements of the Santa Clara County Water District. The final
elevation of the top of the well casing must be a minimum of 3 feet below any adjacent
grade prior to any grading operations. In no case shall a building foundation be placed
over a capped well.
10
File No. 99-792-5 • American 3't a Testing, Inc.
FOUNDATION DESIGN CRITERIA
The proposed structures may be supported on continuous perimeter footings with
isolated interior spread footings. Also as alternative the structure may be supported on
piers and grade beam type of foundation.
1. All continuous perimeter and isolated interior spread footings for one or two story
structure shall be founded a minimum 24 inches below the finished pad grade. For the
above conditions, the footings may be designed for an allowable bearing value of 1800
P.S.F. for both continuous strip footing and isolated interior spread footings. This
bearing value is for dead plus live loads and may be increased by one-third to include
short-term seismic and wind effects.
The final design of the foundations and reinforcing required shall be determined by the
project Structural Engineer responsible for the foundation design. It is suggested that
the foundation design be reviewed by American Soil Testing Inc. prior to construction.
If the foundations are founded in engineered fill consisting of imported soil, the above
mentioned bearing capacity should be re-evaluated and a proper value should be used.
All footings should be poured in trenches on free form loose soils or debris. A
coefficient of friction of 0.30 can be used between concrete surface poured neat on the
subgrade surfaces.
Where utility lines cross under or through perimeter footings, they shall be completely
sealed to prevent moisture intrusion into the areas under the slabs and/or soil material
for 4 feet on both sides of the exterior footings.
2. Friction piers and grade beam construction is another type of foundation. The
friction piers should be at least 12 inches in diameter and should penetrate a minimum
of 7 feet below the exterior grade. The upper 12 inches should be ignored when
computing pier depth, this is due to seasonal moisture changes in the top layer. The
allowable friction value for this type of foundation is 450 P.S.F. This value is for dead
I
File No. 99-792-S American Westing, Inc.
plus live loads and may be increased by one-third to include short-term seismic and
wind effects. The depth and spacing of piers will depend on the structural loads
transmitted to the piers.
The final design of the foundations and reinforcing required shall be determined by the
project Structural Engineer responsible for the foundation design. It is suggested that
the foundation design be reviewed by American Soil Testing Inc. prior to construction.
The grade beam should be found a minimum depth of 12 inches below adjacent pad
grade and should be reinforced with a minimum of four # 4 bars, two near the top and
two near bottom. The grade beam should be kept to the minimum width in order to
minimize the effect of uplift pressures created by the expansion of the soil beneath the
beams.
3. If the grade beam to be cast directly on the compacted pad, grade beams should be
constructed on a firm, moist subgrade and all drying cracks in the subgrade must be
closed by sprinkling, flooding, or other methods.
4. All pier holes should be inspected by Soil Engineer to ascertain that proper
penetration has been achieved, and supporting soils should not be allowed to dry
before the hole is filled with concrete.
5. We do not anticipate any appreciable settlement, however slight settlements should
considered in the design of foundations and proposed structures.
12
File No. 99-792-S • American0l Testing, Inc.
CONCRETE SLABS -ON -GRADE CONSTRUCTION
We recommend that a minimum of 6 inches thick capillary break material such as 3/8"
r a gravel, 3/4" clean crushed rock or permeable aggregate complying with Caltrans
Standard Specifications, Section 68. Or Class I, type A, and 2 inches of sand should be
used between the finished subgrade and concrete slab for all interior and exterior slabs.
Minimum reinforcement should consist of at least 6" X 6" No. 10 welded wire mesh or
the equivalent in deformed bars. All interior concrete floor slabs should be underlain by
granular material and a plastic membrane for moisture protection. The plastic
membrane shall be placed between the crushed rock and the sand. The membrane vapor
barrier should be at least 10 mil thick polyethylene or its equivalent. If deemed
necessary by the Soil Engineer, prior to placing the vapor membrane or pouring
concrete, the subgrade shall be moistened with water to reduce the swell potential. The
sub grade soils under the slabs area should be water conditioned to raise the water
content, this can be done by spraying the water at least a day prior the concrete is
poured. Minor cracking of the concrete slabs on grade should be anticipated due to long
term differential movement of any underlying fill or natural soil. The project Structural
Engineer should be determined the exact thickness and reinforcements based on the
design live load and dead load.
Garage slab construction
For the slab construction in garages, the slabs should be underlain by a minimum of 12
inches layer of permeable aggregate base or clean crushed rock and -should be Pgured
structurally independent of the foundations or any fixed members Expansion
joints shall be constructed in the slab at least 10 feet from the interior face of the
walls,
13
P
N6
File No. 99-792-S •
American Soil Testing, Inc.
RETAINING WALLS
1. Retaining walls should be designed for a lateral earth pressure (active) of 50 pounds
equivalent fluid pressure, plus surcharge loads for sloping surfaces flatter than 4:1. If
the retaining walls are restrained from free movement at both ends, or have 2:1 back
slopes, they shall be designed for the earth pressure resulting from 65 pounds
equivalent fluid pressure, to which shall be added any surcharge loads.
2. For retaining wall design, a coefficient of friction of 0.3 may be used between
concrete and subgrade.
3. For design purposes for allowable resistive lateral earth pressure (passive) 250
pounds equivalent fluid pressure may be used with the result acting at the third point.
the top foot of native soil shall be neglected for the computation of passive resistance.
Gradient of the Unrestrained equivalent Passive Coefficient of
back slog& fluid pressure (PSF 1 Resistance friction
Flat to 4:1 50 250 0.30
2:1 or Restrained 65 250 0.30
4. The above values assume a drained condition, and a moisture content compatible
with those encountered during our investigation. To promote proper drainage, a layer
of at least 12 inches of permeable material or drain rock should be placed between the
facility and the retained material. Either weep holes or perforated pipes ( perforation
down ) shall be included in the design to conduct excess water from behind the
retaining structure. The recommended allowable bearing capacity in native firm
material or compacted fill is 2000 PSF•
5. Subdrain placed behind retaining walls should be approved by American Soil testing
representative prior to the placement of fill.
14
A 4
File No. 99-792-S • American 0 Testing, Inc.
6. We recommend a through review by American Soil Testing, Inc. of all designs
pertaining to facilities retaining a soil mass.
is
File No. 99-792-S a American SIPTesting, Inc.
('mineral Construction Requirements
1. Where utility lines cross under or through perimeter footings, they shall be
completely sealed to prevent moisture intrusion into the areas under the slabs and/or
soil material for 4 feet on both sides of the exterior footings. Panning out of the soil
pad to create crawl space under the house will not be permitted.
2. Rain water discharge at down spouts must be directed into solid pipe to carry
away the excess water and prevent water from collecting in the soil adjacent to the
foundation.
3. When using conventional wood floor construction, 6 inches of soil should be
backfilled against the exterior footings, and the final grade should result in a positive
gradient away from the foundations in order to provide rapid removal of storm water,
and to prevent ponding of water adjacent to the foundation .
16
File No. 99-792-S • Americanoil Testing, Inc.
Plan Review and Observation
We should have the opportunity for a general review of the final grading and
foundation plans prepared for this project. Our firm should also be retained to
provide testing and inspection services during the grading and foundation
installation portion of the work. American Soil Testing, Inc. is not responsible for
compliance with design recommendations for grading or foundation plans
controlled, inspected and approved by others.
CONCLUSIONS
1. The Site covered by this investigation is suitable for the proposed two story single
family residence, provided the recommendations set forth in this report are
incorporated into the design considerations and the project plans and specifications.
2. The native soil are not suitable for engineered fill. The organically contaminated soil
may be used for landscaping only.
3. The native surface and near surface soil at the project site has been found to have
moderate to high expansion potential when subjected to Fluctuations in moisture.
4. On the bases of our experience during this investigation, it is our opinion that
trenches to 5 feet below the existing ground surface do not need shoring, below 5 feet
shoring will be required.
17
File No. 99-792-S • American SSi, Testing, Inc.
LIMITATIONS AND UNIFORMITY OF CONDITIONS
1. The recommendations presented in this report are based on the soil conditions
revealed by our test borings and evaluated for the proposed construction planned at the
present time. If any unusual soil conditions are encountered during the construction, or
if the proposed construction will differ from that planned at the present time, American
Soil Testing, Inc. Should be notified immediately for the supplemental
recommendations.
2. This report is issued with the understanding that it is the responsibility of the owner,
or his representative, to ensure that the recommendations and information contained
herein are called to the attention of the Architect, Structural Engineer and Civil
Engineer for the project and are incorporated into the Plans and Specifications of
project. Also to ensure that the necessary steps are taken to see that the contractors
carries out the recommendations of this report in the field.
3. The findings of this report are valid as of the present time. However, the passing of
the time will change the conditions of the existing property due to natural processes, or
works of man. In addition, legislation or the broadening of knowledge may require
other recommendations. Accordingly, the findings of this report may be invalid, wholly
or partly, by changes outside of our control. Therefore, this report is subjected to
review and should not be relied upon after a period of three years.
4. The conclusions and recommendations contained herein are professional opinions
derived in accordance with the current standards of professional practice and no
warranty is intended, expressed or implied.
18
File No. 99-792-S • American* Testing, Inc.
APPENDIX " A "
PHYSIOGRAPHY
FIGURE 1 VICINITY MAP
FIGURE 2 SITE PLAN
19
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Figure 1 Vicinity Map I File No. 99-792-S AMERICAN SOIL TE.STING,INC.
File No. 99-792-S
FIGURE 1
FIGURE 2
FIGURE 3
Americanel Testing, Inc.
APPENDIX " B "
SUBSURFACE DATA
Log of test boring
Plasticity Index
Key to exploratory boring logs
20
e ft
AMERICAN SOIL TESTING, INC.
FIGURE NO. 1
EXPLORATORY BORING LOG
DATE DRILLED: 5-25-99
HOLE NO. B-1
PROJECT NAME : 10310 Calvert Drive, Cupertino, California.
FILE NO. 99-792-S
LOGGED BY: BR
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Description
Z
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DARK BROWN SILTY CLAY, DRY, STIFF
OLIVE BROWN SILTY CLAY, DAMP
VERY STIFF
1
1-1
11
96.5
2
DARK BROWN SANDY SILTY CLAY, SOME
GRAVEL, VERY STIFF, DAMP
3
1-2
12.5
98
4
DARK BROWN GRAVELY SILTY CLAY, VERY
5
STIFF, DAMP
BORING TERMINATED AT 5.5'
6
7
8
9
10
NO FREE GROUNDWATER ENCOUNTERED
PRIMARY DIVISION
'0 p
SECONDARY DIVISION
9Y14MSOL
'Noll g,1d,0 gr�,nle, qi w 1 snnA ,n.u„os I,ntn 1. nn ran
GRAVELS
CLEAN
GW
GRAVELS
;
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MORE THAN
(LESS THAN
5% FINES)
_
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Y 9 qr. nrgrnv�t enn.1 mrvrume 6r•In
HALF OF
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COARSE
-----
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FRACTION 19
LARGER THAN
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WITH
GM
S'ftY grnvRts, grAv 1 send rlay mh.Iurns non phone Ymo.
GC
Clayey grevwls, gravel sand rlay m,*turns ptasnc front ----
ZO y
In
NO 4 SIEVE
FINES
cc
ILI
2 W
SANDS
CLEAN
SW
Well grnded sands, gtx. lly aahrS, Imin or no son. --_
zg UJ
SANDS
SP
Poorly graded sands a gravnAy sm,M, siltM or no Anws
W N
(n r-
MORE THAN
(LESS THAN
5% FINES)
CC
O
�
^ r�
S�
HALF OF
COARSE
FRACTION 19
SANDS
Sm
Silty, sands, sand silt mivnuns, non plaatir lions
rJ
SMALLER THAN
WITH
Sc
Clayey sands, sand -iffy mnavns, plastic final
NO. 4 SIEVE
FINES
Inorganic sills and very fine sands, rock Dow. silly or dayay li I
N
LL�
SILTS AND CLAYS
ML
sands or clayey sifts wide slighl plasticity
--
LL
Inorganic days of law to medk m pinsNnry. gravelly days. sandy
J U. cc
W ^.J
In
Ly
LIQUID LIMIT IS
clays, oily days, ban days.
OIL
organic sifts and organic silty Cfays of low plasticity
O 2 W
W rn y
LESS THAN 50%'.
Z
Q
Inorganic sits. micaarosls or datomacnous Fintardy e o, utry
m
SILTS AND CLAYS
I
MH
soda, elastic sin
¢
W
¢ Z
CH
inorganic days of high (.Jeslicily, laI rlAys
z
p z
LIQUID LIFAFF IS
si
GREATER THAN 50%:
OH
Organic clays of mndium to high plaslfay, organic sibs
HIGHLY OROMIC 90"
P1
pnnt and other Mghy organic sails
DEFINMOIN OF TERMS
SANDII AND ORAVILS GLOM I FOOT •
SILTS AND CLAYS STOFNOIII •' PLOWS I MOT •
VFnY SOFT 0 14 n.7
VERY LOOSE 0.4
SOFT 114 112 2 i
LOOSE 4.10
FIn A( In 1 4 q
NC DK)PA DENSE 10 - 30
STIFF 1 2 a 11
DENSE 30.60
vtnY STIFF 2 4 to 12
VERY DENSE Ia/EII 6o
HARD 0VFn4 OVER 72
RELATIVE DENSM
CONSISTENCY
I NLenbof of bWA* of t s0 paAd hammer lwlrq Do
wxhes to drnq a 2 inch O 0 (I 3ta inch 1 D) soot Spoon (AS rid D I Sea)
a Linowmined ownprSasM saencei in wn✓s0. It
as ds",nlnad by' -hors"" to," a acvovomarnA by a•a sraMaN
penowaslon IM (ASTU 0.1611in pocket pariet ornswr, Conan. a visual otlsenaocn
NOTIIS:
11 Hole was dry st fN Yoe 00b111ng. end wN bacaAlled imned4101 ISea MA o1 noon- M rlNarssbn et p^*n•rW*rsrl
2) Samoa blows wane an*usssd ut correspond to standard psnatrarb t nil (Te mm
KEY TO EXPLORATORY BORING LOGS I UNIFIED SOIL CLASSIFICATION SYSTEM
FILE NO. 99-792--S I AMERICAN SOIL TESTING INC._
PLASTICITY CHART
60
50
o
CH
• x
40
a�
" A"
Line
CL
30
CO
MH
o-
20
or
OH
10
E
7
4
CL-M
V
ML/OL
0
-ML
, --
0 10
20 30
40 50
60
70 80
90 100
LIQUID LIMIT %
Figure 2 - Plasticity Index
File No.
99-780"S
American Soil Testing, Inc.
Key
Symbol
Hole
No.
Depth
Ft.
Liquid
Limit °k
Plasticity
Index °k
Unified soil
Clasification
Symbol '
•
BAG A
0 - 1
44
28
CL
File No. 99-792-S • American Soil Testing, Inc.
APPENDIX It
cop
• File No. 99-792-S •
GRADING SPECIFICATIONS
American Soil Testing, Inc.
General Description
These specifications have been prepared for grading and site development of the subject
project hereinafter described as the Soil Engimeer, shall be consulted prior to any site
work connected with site development to insure compliance with these specifications.
These specifications shall only be used in conjunction with the soil report of which they
are a part.
This item shall consist of all clearip ; and grubbing, preparation of land to be filled,
filling of the land, spreading, compaction and control of the fill, and all subsidiary
work necessary to complete the grading of the filled areas to confirm with the lines,
grades, and slopes as shown on the accepted plans.
Tests
The standard test used to define maximum densities of all compaction work shall be the
ASTM test procedure D1557-78, Method C. All densities shall be expressed as a
relative density in terms of the maximum density obtained in the laboratory by the
foregoing standard procedure.
Clearing, Grubbing and Preparing Areas to be Filled
All existing structures, trees, brush and other rubbish shall be removed, pilled or
otherwise disposed of so as to leave the areas that have been disturbed with a neat and
finished appearance free from unsightly debris. All depressions resulting from the
removal of trees or other existing surface and subsurface structures shall be cleaned,
- backfilled amd recompacted.
All existing septic fields (if encountered), and debris must be removed from the site
prior to any grading or fill operations. Septic tanks including all connecting drain
22
4
File No. 99-792-S • American•i Testing, Inc.
fields and other lines must be totally removed and the resulting depressions properly
reconstructed and filled to the complete satisfaction of the supervising Soil Engineer.
All water wells (if encountered in the field) shall be capped according to the
requirements of the Santa Clara Valley water District. The final elevation of top of the
well casing must be a minimum of 36 inches below any adjacent grade prior to any
grading or fill operation. In no case should any structural foundation be placed over
the capped well.
organically rich top soil estimated to be 2 to 4 inches deep shall be stripped upon
which the structural fill is to be placed, and the surface shall then be scarified to a
depth of at least 8 to 12 inches, and until the surface is free from roots, hummocks or
other uneven features which tend to prevent uniform compaction by the equipment to be
used. After the foundation for the fill has been cleared and scarified to a depth of 8 to
12 inches, it shall be bladed until it is uniform and free from large clods, brought to the
proper moistures content by adding water or aerating and compaction to a relative
compaction of not less that ninety percent (90%).
Materials
The materials for structural fill shall be approval by the Soil Engineer before
commencement of grading operations. Any imported material must be approved for
use before being brought the site. The materials used must be free from vegetable
matter and other deleterious material. Import soils must have a plasticity index of no
greater than 12 and have an "R" value greater than 25.
Placing, Spreading and Compacting Fill Material
The selected fill material includes rocks, no large rocks will be allowed to nest and all
voids must be carefully filled and properly compacted. No large rocks shall be
permitted closer than twenty-four (24) inches below the finished grade.
23
File No. 99-792-S • American Soil Testing, Inc.
When fill material includes rocks, no large rocks will be allowed to nest and all voids
must be carefully filled and properly compacted. No large rocks shall be permitted
closer than twenty-four (24) inches below the finished grade.
When the moisture content of the fill material is below that specified by the Soil
Engineer, water shall be added until the moisture content is as specified to insure
thorough bonding during the compaction process. When the moisture content of the fill
material is above that specified by the Soil Engineer, the fill material shall be aerated
by blading or other satisfactory methods until the moisture content are as specified.
After each layer has been placed, mixed and spread evenly, it shall be thoroughly
compacted to a relative compaction of not less than 90% relative compaction.
Compaction shall be by sheepsfoot rollers, multiple wheel pneumatic tired rollers or
other types of acceptable compacting rollers. Rollers shall be of such design that they
will enable to compact the fill to the specified compaction. Rolling shall be
accomplished while the fill material is within the specified moisture content range.
Rolling of each layer shall be continuous over its entire area and the roller shall make
sufficient passes to insure that the required density has been obtained.
Field density tests shall be made by the Soil Engineer of each compacted layer. At
least one test shall be made for each 500 cubic yard or fractions thereof placed with a
minimum of two tests per layer in isolated areas. Where sheepsfoot rollers are used,
the soil may be disturbed to a depth of several inches. Density tests shall be taken in
compacting materials below the disturbed surface. When these tests indicate that the
density of any layer of fill or portion thereof is below the required 90% density, the
particular layer or portion shall be reworked until the required density has been
- obtained.
The fill operation shall be continued in 8-inch compacted layers, as specified above,
until the fill has been brought to the finished slopes and grades as shown on the
accepted plans.
24
►- I 1 4 0
File No. 99-792-S • American Soil Testing, Inc.
All earth moving and working operations shall be controlled to prevent water from
running into excavated areas. All water shall be promptly removed and the site kept
dry.
Supervision
Supervision by the Soil Engineer shall be made during the fill and compaction
operations so that he can certify that the fill was made in accordance with the
recommended specifications.
Seasonal Limits
No, fill material shall be placed, spread or rolled during unfavorable weather
conditions. When the work is interrupted by heavy rain, fill operations shall not be
resumed until field tests by the Soil Engineer indicate that the moisture content and the
density of the fill are previously specified.
Irrigation Line Removal (if encountered in field)
The methods of removal will be designated by the Soil Engineer in the field depending
upon the depth and location of the line. One of the following methods will be used:
A. Remove the pipe and fill and compact the soil in the trench according to
previously mentioned recommendations.
B. Cap the ends of the line with concrete to prevent entrance of water. The length of
cap shall not be less than five feet. The concrete mix shall have a minimum shrinkage.
Unusual Conditions
In the event that any unusual conditions, not covered by the special provisions, are
encountered during grading operations, the Soil Engineer shall be immediately notified
for directions.
25
File No. 99-792-S • American Soil Testing, Inc.
GUIDE SPECIFICATIONS FOR ROCK UNDER FLOOR SLABS
Definition
Graded gravel crushed rock for the use under floor slabs shall consist of a minimum
thickness of mineral aggregate placed in accordance with theses specifications and in
conformity with the dimensions shown on the plans. The minimum thickness is
specified in the accompany report.
Material
The mineral aggregate for use under floor slabs shall consist of broken stone, crushed
or uncrushed gravel, quarries waste or a combination thereof. The aggregate shall be
free from adobe, vegetable matter, loam, volcanic tuff and other deleterious substances.
It shall be of such quality that the absorption of water at a saturated dry condition does
not exceed 3 % of the oven dry weight of the sample.
Gra in
The mineral aggregate shall be of such size that the percentage composition by dry
weight as determined by laboratory sieves (US. Sieves) will conform to the following
grading:
Sieve Size Percentage Passing Sieve
3/4 100
No. 4 0-100
No. 200 0-2
Placin
Subgrade, upon which gravel or crushed rock is to be placed, shall be prepared as
outlined in the "Recommended Grading Specifications."
26
!ow n