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(619)280-4321 San Diego, CA 92160-0627
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(619) 280-4717 www.scst.com
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REPORT
GEOTECHNICAL INVESTIGATION
JOHNSON RESIDENCE ADDITION
1550 ORANGEVIEW DRIVE
ENCINITAS, CALIFORNIA
' .
L 7 7JAN
1
20%
PREPARED FOR:
Es
MR. ANDREW JOHNSON
1550 ORANGEVIEW DRIVE
ENCINITAS, CALIFORNIA 92024
PREPARED BY:
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 RIVERDALE STREET
SAN DIEGO, CALIFORNIA 92120
Providing Professional Engineering Services Since 1959
Q SOIL 6 TESTING. INC.
a
.... O P H O N E P.O. Box 600627
(619)280-4321 San Diego, CA 92160-0627
U T O L L F R E E
_ (877) 215-4321 6280 Riverdale Street
-- W F n x San Diego, CA 92120
X
(619)280-4717 www.scst.com
0
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-- GEOTECHNICAL INVESTIGATION
JOHNSON RESIDENCE ADDITION
1550 ORANGEVIEW DRIVE
ENCINITAS, CALIFORNIA
1. INTRODUCTION
This report presents the results of the preliminary geotechnical investigation Southern California
Soil & Testing, Inc. performed for the new addition you are planning to your residence at 1550
Orangeview Drive in Encinitas, California. The property location is shown on Figure 1.
The project consists of the construction of a single-story addition to the existing single-story
wood frame residential structure as well as a new patio. The addition will be of wood frame
construction. A slab-on-grade floor and patio is anticipated. Site grading will be minimal and for
-- surface drainage purposes. The layout is shown on Plate 1, which is based on an undated
drawing provided by the client.
2. PROJECT SCOPE
The purpose of our investigation is to provide recommendations regarding the geotechnical
aspects of site construction as presently planned. The scope of our investigation consisted of a
surface reconnaissance, subsurface exploration, and obtaining representative soil samples. The
locations of test borings drilled for our subsurface exploration are shown on Plate 1. A
discussion of field procedures and the logs of the test borings are in Appendix A.
Selected samples were tested in SCS&T's laboratory to evaluate pertinent classification and
engineering properties. The results of the laboratory tests and descriptions of test procedures
are in Appendix B.
The overall scope of the geotechnical investigation consisted of:
• Evaluating the engineering properties of the various strata that could influence the
proposed development including bearing capacities, expansion characteristics, and
settlement potentials.
• Addressing potential construction conditions that might be encountered due to
subsurface soils or rock, or groundwater, and provide recommendations concerning
these conditions.
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SOUTHERN sc CALIFORNIA JOHNSON RESIDENCE ADDITION
ST SOIL & TESTING, INC.
• 11
•. I • •
Johnson Residence Addition
Preliminary Geotechnical Investigation January 3,2006
SCS&T No. o511292-1
Page 2
• Recommending an appropriate foundation system for the type of structure anticipated
and develop geotechnical engineering design criteria for the recommended foundation
type.
-- Preparing recommendations for support for slab-on-grade floors.
• Presenting our professional opinions in this report, which includes a plot plan,
-- exploration logs, results of the laboratory tests and our conclusions and
recommendations.
3. SURFACE AND SUBSURFACE CONDITIONS
3.1 SURFACE CONDITIONS
The project area is located in the backyard of the existing residence. We understand that most
of the area previously was occupied by a wood deck. The ground surface is relatively level, with
a slight slope toward the north.
A high, relatively steep slope downward to the north is located just beyond the northern property
line. A brow ditch near the top of the slope intercepts surface water and directs it parallel to
slope contours. No evidence for surficial or overall slope instability was noted during the field
reconnaissance. The new addition is located far enough from the face of the slope that shallow
sloughing or slumping would not affect the addition.
3.2 SUBSURFACE CONDITIONS
The area where the new addition will be located is underlain by fill over Torrey Sandstone. The
fill consists of silty sand. The upper portion of the fill has been disturbed and generally is loose
to medium dense. The fill becomes dense below a depth of about three feet.
The Torrey Sandstone comprised of very dense silty sandstone was encountered at a depth of
_ about 8 feet in the borings. Refusal to auger penetration was encountered at a de th of
feet in boring B-1 and 10-%2 feet in boring B-2, p 9--�2
No groundwater was encountered in the borings. The permanent groundwater level is
to be below a depth that will affect planned construction. Seepage along the contact between
the fill and the relatively impermeable Torrey Sandstone can be anticipated.
Minor seepage can occur after development of a site even where none were present before
_ development. This is usually minor and often the result of alteration of the permeability
characteristics of the soil, alteration in drainage patterns and increases in irrigation water.
Seepage can be most effectively addressed on an individual basis if and when,it develops.
Johnson Residence Addition
Preliminary Geotechnical Investigation January 3,2006
SCS&T No. 0511292-1
Page 3
3.3 GEOLOGIC HAZARDS
3.3.1 Groundshaking
• A geologic hazard likely to affect the site is groundshaking as a result of movement along an
active fault zone in the area. The following parameters are considered appropriate ro rate for
seismic design in accordance with the 2001 California Building Code.
Seismic Zone 4: Z=0.40
Source Fault: Rose Canyon Fault
Seismic Source Type: B
Soil Profile Type: So
Distance to Seismic Source: 7-1/2 kilometers
Near-Source Factor Na = 1.0
Near-Source Factor N„ = 1.1
3.3.2 Surface Rupture and Soil Cracking
'- The development area is not within an Alquist Priolo Earthquake Study Zone and no faults
are indicated within the limits of the development on the County of San Diego GIS Map. The
site is not considered susceptible to surface rupture. The likelihood of soil cracking caused
by shaking from distant sources is minimal.
3.3.3 Other Geologic Hazards
The site is not within a flood zone or a landslide zone. The potential for liquefaction is
considered non-existent due to the density of the sandstone and the depth to groundwater.
4. CONCLUSIONS
The area where the new addition will be located is underlain by loose to dense silty sand fill over
Torrey Sandstone. The upper portion of the fill has been disturbed and contains roots and
organic debris. This portion of the soil should be removed and cleaned of organic material,
replaced; and compacted beneath new building and patio areas. The new structure can be
supported on shallow spread footing foundations. Conventional slab-on-grade floors and patio
slabs can be used from a geotechnical engineering standpoint. However, due to the inherent
uncertainty in evaluating existing fRi, special foundation and concrete slab-on-grade
considerations are recommended.
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Johnson Residence Addition
Preliminary Geotechnical Investigation January 3,2006
SCS&T No. 0511292-1
Page 4
5. RECOMMENDATIONS
5.1 GRADING
w 5.1.1 Site Preparation
Site preparation should begin with the removal of the vegetation and deleterious matter, and
the upper two to three inches of soil containing roots and organic debris. This material can
be removed from the site or stockpiled for later us in landscaping.
— The upper soils should be excavated to a minimum depth of three feet below existing or final
pad subgrade, whichever is deeper. Excavation should extend at least five feet beyond the
perimeters of buildings and slabs except adjacent to the existing structure. A SCS&T
representative should observe conditions exposed in the bottom of the excavation. If
unsuitable materials are encountered, the excavation may have to be deepened.
The material exposed by excavation should be scarified to a depth of 12 inches, moisture
conditioned to near optimum moisture content and compacted to at least 90% relative
compaction. Excavated materials can be replaced as compacted fill. Fill should be placed in
6- to 8-inch thick loose lifts, moisture conditioned to near optimum moisture content, and
compacted to at least 90% relative compaction. The maximum dry density and optimum
moisture content for the evaluation of relative compaction should be determined in
accordance with ASTM D 1557-00 procedures.
5.1.2 Excavation Characteristics
The soils underlying the site consist of silty sands with susceptible to caving and sloughing
during trenching and excavating. Relatively flat excavation side slopes, on the order of 1-
%2:1 (horizontal:vertical) will be needed even for shallow trenches.
5.1.3 Imported Soil
Imported soils, if any are needed, should consist of non-detrimentally expansive soils
(Expansion Index less than 50, determined in accordance with CBC Standard 18-2) free of
organic material and rocks in excess of 6 inches in maximum dimension. Imported soil
should be approved by SCS&T prior to being brought to the site.
5.1.4 Surface Drainage
Final surface grades around the existing building and the addition should be designed to
collect and direct surface water away from structures and the tops of slopes and toward
appropriate drainage facilities. Rain gutters on the structures that discharge runoff away
from the buildings are recommended.
C
s
Johnson Residence Addition
Preliminary Geotechnical Investigation January 3,2006
SCS&T No. 0511292-1
Page 5
The ground around the structures should be graded so that surface water flows rapidly awa y
from the structures without ponding. In general, we recommend that the ground adjacent
structures slope away at a gradient of at least 2%. Densely vegetated areas where runoff
-- can be impaired should have a minimum gradient of at least 5% within the first 5 feet from
the structures.
Drainage patterns approved at the time of fine grading should be maintained throughout the
life of the structures. Site irrigation should be limited to the minimum necessary to sustain
r landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall
occur, saturated zones of perched groundwater can develop.
5.1.5 Plan Review
The grading and foundation plans should be submitted to SCS&T for review to ascertain that
the intent of the recommendations contained in this report have been implemented, and that
revised recommendations are not necessary due to change in the development scheme.
5.2 FOUNDATIONS
5.2.1 Foundation Support
The planned addition can be supported on shallow foundations with bottom levels in
compacted fill. The footings should have a minimum depth of 18 inches below adjacent
finish pad grade. Continuous footings should be at least 15 inches wide and isolated
._ footings should be at least 24 inches wide. A bearing capacity of 2500 pounds per square
foot (psf) can be used. This value can be increased by % when considering the total of all
loads, including wind or seismic forces. Footings located adjacent to or within slopes should
be extended to a depth such that a minimum horizontal distance of 7 feet exists between the
bottom outside edge of the footing and the face of the slope.
5.2.2 Resistance to Lateral Loads
Lateral loads will be resisted by friction between the bottoms of the footings and Passive
pressure on the faces of footings and other structural elements below grade. A friction factor
of 0.35 can be used. Passive pressure can be computed using a lateral pressure value of
350 psf per foot of depth below the ground surface. The upper foot of soil should not be
relied on for passive support unless the ground is covered with or slabs.
5.2.3 Reinforcement
Both exterior and interior continuous footings should be reinforced with at least two No. 5
bars positioned near the bottom of the footing and at least two No. 5 bars positioned near
C ;
Johnson Residence Addition
Preliminary Geotechnical Investigation January 3,2006
SCS&T No. 0511292-1
Page 6
the top of the footing. This reinforcement is based on soil characteristics and is not intended
to be in lieu of reinforcement necessary to satisfy structural considerations.
5.2.4 Foundation Excavation Observations
It is recommended that foundation excavations be approved by a SCS&T representative
— before formwork and reinforcing steel are placed.
5.2.5 Settlements
— Total settlements are estimated to be less than 1/2 inch. Differential settlements between
adjacent isolated footings, and between the middle and ends of continuous footings, are
estimated to be less than %2 inch. Settlements should occur rapidly, and are expected to be
complete shortly after structural loads are applied. Minor cracks normally occur in concrete
slabs and foundations due to shrinkage during curing or redistribution of stresses and some
cracks can be anticipated. These cracks are not necessarily an indication of excessive
movements.
— 5.2.6 Expansion Characteristics
The prevailing foundation soils were visually determined to be non-detrimentally expansive.
— The recommendations in this report reflect this condition.
5.3 SLABS-ON-GRADE
— 5.3.1 Interior Concrete Slabs-on-Grade
Interior concrete floor slabs-on-grade should have a thickness of at least 5 inches and be
— reinforced with at least No. 4 reinforcing bars placed at 18 inches on-center each way. Slab
reinforcement should be placed approximately at mid-height of the slab and extend at least
6 inches down into the footings. Slabs-on-grade should be underlain by a 4-inch thick
r- blanket of clean, poorly graded, coarse sand or crushed rock. Where moisture sensitive floor
coverings are planned, a vapor barrier/retarder should be placed beneath the floor slab in
accordance, with the American Concrete Institute guidelines on Plate 2. The vapor
barrier/retarder can consist of 10-mil minimum thickness visqueen or 15-mil minimum
thickness Stegowrap.
5.3.? Exterior Concrete Slabs-on-Grade
Exterior slabs should have a minimum thickness of 4 inches and should be reinforced with
— at least No. 3 bars at 18 inches on center each way. Slabs should be provided with
weakened plane joints. Joints should be placed in accordance with the American Concrete
— Institute (ACI) Guidelines. Joints should be placed where cracks are anticipated to develop
Johnson Residence Addition
Preliminary Geotechnical Investigation
January 3,2006
SCS&T No. 051 1292-1
Page 7
RREMM
naturally. Alternative patterns consistent with ACI guidelines also can be used. The
landscape architect can be consulted in selecting the final joint patterns.
A 1-inch maximum size aggregate mix is recommended for concrete for exterior slabs. A
water/cement ratio of less than 0.6 is recommended, in order to decrease the ote
shrinkage cracks. It is strongly suggested that the driveway concrete mix have a minimum
-- compressive strength of 3,000 pounds per square inch
concrete should conform to the "Greenbook" Standard psSpecif Specifications Public Works
in
Construction. ublic Works
5.4 SOLUBLE SULFATES
Soluble sulfates can develop in soil naturally and as a result of the application of soil
amendments during landscaping. It is recommended that the finish pad grade be tested for
soluble sulfate content upon completion of grading. The structural engineer should take the
sulfate content into account when selecting the type of cement for use in reinforced concr
contact with the ground. ete in
6. LIMITATIONS
The recommendations and opinions expressed in this report reflect our best estimate of the
project requirements based on an evaluation of the subsurface soil conditions encountered at
the subsurface exploration locations and on the assumption that the subsurface conditions
not deviate appreciably from those encountered in the test pits. It should be recognized hat the
performance of the foundations and slopes can be influenced by undisclosed or unforeseen
variations in subsurface conditions across the site. Unusual or unanticipated conditions should
be brought to the attention of the geotechnical engineer so that modifications to the
_ recommendations in this report can be made if necessary.
In the performance of our professional services, we comply with that level of care and skill
ordinarily exercised by members of our profession currently practicing under similar conditions
and in the same locality. Subsurface conditions may vary from those encountered at he
locations where our borings, surveys, and explorations are made, and that our data
interpretations, and recommendations be based solely on the information obtained by us. We
will be responsible for those data, interpretations, and recommendations, but will not be
responsible for the interpretations by others of the information developed. Our services consist
�- of professional consultation and observation only, and no warranty of any kind whatsoever,
express or implied, is made or intended in connection with the work performed or to be
performed by us, or by our proposal for consulting or other services, or by our furnishing of oral
or written reports or,findings.
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APPENDIX A
Kc�.
APPENDIX A
APPENDIX A
_ FIELD INVESTIGATION
Two test borings were excavated with a backhoe at the locations indicated on Plate 1. The
fieldwork was performed under the observation of our geological personnel.
The test borings were logged while they were being drilled. The logs are presented on Plates A-
2 and A-3 in Appendix A. Soils are classified in accordance with the Unified Soil Classification
System illustrated on Plate A-1 in Appendix A. Bulk samples were obtained from drill cuttings.
Relatively undisturbed samples were obtained by driving a 2-13/16-inner diameter sampler with a
140-pound hammer falling 30 inches. The number of blows required to drive the sampler the
final 6 inches (or less) of an 18-inch drive are noted on the boring logs. Laboratory tests are
being performed on selected samples. Results will be included in the final report.
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SITE PLAN
S T SOUTHERN CALIFORNIA JOHNSON RESIDENCE ADDITION
SOIL & TESTING, INC. BY: JJS
DATE: 12/29/2005
JOB NUMBER: 05211292 PLATE NO.:
1
CONCRETE FLOOR AND SLAB CONSTRUCTION
ADDENDUM
GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION
(302.1 R-96)
Flow Chart for Location of Vapor Retarder/ Barrier
Does the slab have a vapor-sensitive No
covering or is it a humidity-controlled
area?
Yes
Fig. 1
Vapor retarder/barrier is required
Slabs with vapor- Slabs in humidity-controlled areas
sensitive coverings
Will the slabs and base material be placed
with waterproof roof membrane in place?(')
Fig. 2 No Yes
Fig. 2 Fig. 3
Vapor retarder/barrier
Slab Slab Slab
Dry granular material Dry granular material Dry granular material
Figure 1 Figure 2(2) Figure 3
(1) If granular material is subject to future moisture infiltration, use Fig. 2
(2) If Fig. 2 is used, reduced joint spacing, a concrete with low
shrinkage potential, or other measures to minimize slab curling will
likely be required.
S C SOUTHERN CALIFORNIA JOHNSON RESIDENCE ADDITION
S T SOIL &TESTING, INC. BY: JJS I DATE: 12/26/2005
JOB NUMBER: 0511292 1PLATE NO.: 2
APPENDIX A
C
APPENDIX A
APPENDIX I
FIELD INVESTIGATION
Two test borings were excavated with a backhoe at the locations indicated on Plate 1. The
_. fieldwork was performed under the observation of our geological personnel.
The test borings were logged while they were being drilled. The logs are presented on Plates A-
-- 2 and A-3 in Appendix A. Soils are classified in accordance with the Unified Soil Classification
System illustrated on Plate A-1 in Appendix A. Bulk samples were obtained from drill cuttings.
Relatively undisturbed samples were obtained by driving a 2-i3/16-inner diameter sampler with a
140-pound hammer falling 30 inches. The number of blows required to drive the sampler the
final 6 inches (or less) of an 18-inch drive are noted on the boring logs. Laboratory tests are
being performed on selected samples. Results will be included in the final report.
c_:
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION GROUP
------------------- -
_
SYMBOL TYPICAL NAMES
I. COARSE GRAINED, more than half of material is larger than No.200 sieve size.
GRAVELS CLEAN GRAVELS
More than half of GW Well graded gravels,gravel-sand mixtures, little or no fines.
coarse fraction is GP Poorly graded gravels,gravel sand mixtures, little or no fines.
larger than No.4
sieve size but GRAVELS WITH FINES GM Silty gravels,poorly graded gravel-sand-sift mixtures.
smaller than 3". (Appreciable amount of fines)
GC Clayey gravels,poorly graded gravel-sand,clay mixtures.
SANDS CLEAN SANDS - - -
More than half of SW Well graded sand,gravelly sands, little or no fines.
coarse fraction is
smaller than No. 4 SP Poorly graded sands, gravelly sands, little or no fines.
sieve size. SANDS WITH FINES
SM Silty sands,poorly graded sand and silty mixtures.
(Appreciable amount of fines)
SC Clayey sands,poorly graded sand and clay mixtures.
II. FINE GRAINED, more than half of material is smaller than No.200 sieve size. —
SILTS AND CLAYS ML Inorganic sifts and very fine sands,rock flour,sandy sift
Liquid Limit less than 50 or clayey-sift-sand mixtures with slight plasticity.
CL Inorganic clays of low to medium plasticity,
gravelly clays,sandy clays,silty clays, lean clays.
OL Organic silts and organic silty clays or low plasticity.
SILTS AND CLAYS — --
MH Inorganic sifts,micaceous or diatomaceous fine
Liquid Limit greater than 50 sandy or silty soils, elastic sifts.
- CH Inorganic clays of high plasticity, fat clays.
OH Organic clays of medium to high plasticity.
I. HIGHLY ORGANIC SOILS
-- PT Peat and other highly organic soils.
Water level at time of excavation or as indicated
US Undisturbed Sample nple or tube sample CK Undisturbed chunk sample
NS No Sample Recovered ® ' Bulk Sample
CON - Consolidation SP - Standard penetration sample
El - Expansion Index DS - Direct Shear
MS Maximum Size of Particle SA - Sieve Analysis
MAX Maximum Density PI - Plastic Index
ST Shelby Tube RC Relative Compaction
SPT Standard Penetration Sample UC Unconfined Compression
TX - Triaxial Compression
PH pH&Resistivity RS - Ring Shear
SF/CL - Sulfate&Chloride
AL - Atterberg Limits
S C SOUTHERN CALIFORNIA JOHNSON RESIDENCE ADDITION
ST SOIL & TESTING, INC. BY: JJS
DATE:
JOB NUMBER: 12/29/2005
0511292-1
PLATE: A-1
LOG OF EXPLORATORY BORING NUMBER B-1
Date Drilled: 12/9/2005
Equipment: Logged by: MM
Solid Stem Auger
Surface Elevation (ft): 232 (MSL) Project Manager: JJS
Depth to Water(ft): N/A
SAMPLES
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SM FILL: Brown, medium dense, moist, SILTY SAND o
1
2
dense below 2-1/2 feet
3 us so
4
5
6 us 37
7
8
TURKEY SANDSTONE: Light yellowish-tan, very dense, moist
SILTY SANDSTONE, fine- to medium-grained, with some GRAVEL us sofa°
9 to 1 inch in size
10 /2 feet
SG. SOUTHERN CALIFORNIA JOHNSON RESIDENCE ADDITION
sr SOIL & TESTING, INC. BY: JJS
DATE: 12/29/2005
JOB NUMBER: 0511292-1 PLATE:
A-2
Date Drilled: LOG OF EXPLORATORY BORING NUMBER B-2
12/9/2005
Equipment: Solid Stem Auger Logged by: MM
Surface Elevation (ft): Project Manager:
( ) 232 (MSL) JJS Depth to Water(ft): N/A
SAMPLES
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a SUMMARY OF SUBSURFACE CONDITIONS Z W C-Cr
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SM FILL: Brown, medium dense, moist, SILTY SAND g
1
2
3
4
5
6
us 62 15.6 log
7
8
TORREY SANDSTONE: Light yellowish-tan, very dense, moist
SILTY SANDSTONE, fine-to medium-grained, with some GRAVEL us
9
to 1 inch in size sots^
10
Refusal at 10-%2 feet
SC, SOUTHERN CALIFORNIA JOHNSON RESIDENCE ADDITION
ST, SOIL & TESTING, INC.
BY: JJS
DATE: 1/3/2006
JOB NUMBER: 0511292-1 PLATE:
A-3
APPENDIX B
APPENDIX B
APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted American Society
for Testing and Materials (ASTM) procedures. Test procedures are described brief) bel
Results of the tests are illustrated in this Appendix. y °W'
a) CLASSIFICATION: Field classifications were verified in the laborato ry
examination. The final soil classifications are in accordance with the Unbified visua Soil
Classification System.
b) MOISTURE-DENSITY: In-place moisture contents and dry densities. were determined
for representative soil samples. This information was an aid to classification and
permitted recognition of variations in material consistency with depth. The dry unit weight
is determined in pounds per cubic foot, and the in-place moisture content is determined
as a percentage of the soil's dry weight. The results are summarized on the boring logs
in Appendix A.
c) GRAIN SIZE DISTRIBUTION: The grain size distribution was determined for a
representative sample in accordance with ASTM D 422 procedures. The resul
test are presented on Plate 13-1
ts of the
d) DIRECT SHEAR TEST: A direct shear test was performed to determine the failure
envelope based on yield shear strength. The shear box was designed to accommodate
a sample having a diameter of 2.375 inches and a height of 1.0 inch. The sample was
tested at different vertical loads and a saturated moisture content in accordance with
ASTM D 3080 procedures. The shear stress was applied at a constant rate of strain of
approximately 0.003 inch per minute. The results of the test are presented on Plate B-2.
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Direct Shear Test Results
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A Shear Strength at
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4.0 Peak Shear Strength
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Confining Pressure (ksf)
ANGLE OF COHESION
SAMPLE INTERNAL INTERCEPT
DESCRIPTION FRICTION
FShear -3.5' UNDISTURBED PSF
Strength at 46 660
ches of Deformation 37 300
SC: SOUTHERN CALIFORNIA EBY: HNSON RESIDENCE AEN N
S'T SOIL &TESTING 0 DATE: /3/2006 BER: 05 1 1 292-1 PLATE g_2