HomeMy WebLinkAboutCT 02-18; BLUFFS; GEOTECHNICAL INVESTIGATION; 2001-07-31,.
CT {)J--IB
Geotechnical Investigation
FOR
THE BLUFFS
Prepared by:
N orCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street
Los Alamitos, California 90720
Tel: (562) 799-9469
Fax: (562) 799-9459
•
e -NorCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA 90720
(562) 799-9469 Fax (562) 799-9459
July 31,2001 Project Number 9482-01
Anastasi Construction
1200 Aviation Boulevard, Suite 203
Redondo Beach, California 90278
Attn.: Mr. John Simons
REL~IVED
JUN 0 3 2005
ENG INl:eIZRI NG
DEPARTMENT
RE: GEOTECHNICAL INVESTIGATION -Proposed Residential Development
-Located at South of Chinquapin Avenue, Between Harrison Street and
Adams Street, in the City of Carlsbad, California
• Dear Mr. Simons:
•
Pursuant to your request, this firm has performed a Geotechnical Investigation for the
above referenced project in accordance with your authorization of our proposal dated
July 20, 2001. The purpose of this investigation is to evaluate the ge.otechnical
conditions of the subject site and to provide recommendations for the propos~d project.
This geotechnical engineering report presents the finding of our study along with
conclusions and recommendations for development. We appreciate this opportunity to
be of s~rvice to you. If you have any further questions, please do not hesitate to contact
the undersigned.
Respectfully submitted,
NQRCAL ENGINEERING
~l-
Keith D. Tucker
Project Engineer
R.G.E. 841
Troy, D. Norrell
President
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July 31,2001
Page 2
project Description
Project Number 9482-Q1
The purpose of the investigation was to explore the subsurface conditions and to provide
preliminary geotechnical engineering design parameters for evaluation of the site with
respect to the proposed development. It is proposed to construct an eighty unit
condominium development on the subject site. Other improvements will comprise of
concrete, asphalt pavement and green belt areas.
Site Description
The subject project is situated within a residential tract south of Chinquapin Avenue
between Harrison Street and Adams Street, in the City of Carlsbad. The lot is
approximately ±4.8 acres in area and irregular in shape. The site is relatively level with
topography descending gradually from west to east of a few feet. The property contains
slabs and foundations from previous structures. A single family residence with detached
garage and a trailer is located in the southerly portion along with an avocado orchard.
The open areas of the site are covered with a moderate growth of vegetation and the
south and east property lines contain trees. Small stockpiles of soils ,and debris as well
as scattered debris is located throughout the site. A layer of mulch was scattered
throughout the northerly section of the parcel. .
Field Investigation
The investigation consisted of the placement of nine (9) borings to a maxilTium depth of
15 feet placed at accessible areas throughout the site. The explorations were visually
classified and logged by a field engineer with locations of the subslJrface explorations
shown on the attached Site Plan. The exploratory excavations revealed the existing
earth materials to consist of a fill and native soil. A detailed description of the
subsurface conditions are listed on the excavation logs in Appendix A. These soils are
described as follows:
NorCal Engineering
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• J July 31, 2001 Project Number 9482-01
Page 3
Fill/Disturbed Soils: A fill/disturbed soil to a depth of 1 to 3 feet was
encountered consisting predominately of a brown, fine to medium grained,
slightly silty SAND which was noted generally to be loose to medium dense and
damp. These soils were noted to contain some small gravel, woOd, debris,
vegetation and root structures. The heaviest debris was encountered in Test
Excavation TE-4 to a depth of 3 feet and contained large roots, palm bushes,
concrete and gravel. A leach line with a clay pipe was encountered in the west
end of the trench. Approximately one foot of mulch was encountered in TE-9.
Natural: An undisturbed native material was encountered directly beneath the
upper fill soils consisting predominately of a brown to red brown, fine to medium
grained, slightly silty SAND which were noted to be dense to very dense and dry
to damp to moist.
The overall engineering characteristics of the earth material were relatively uniform with
each boring. Groundwater was not encountered and no caving occurred to the depths of
our excavations.
Laboratory Tests
Relatively undisturbed samples of the subsurface soils were obtained to perform·
laboratory testing and analysis for direct shear, consolidation tests, and to determine in-
place moisture/densities. These undisturbed samples consisted of one-inch rings with
inside diameter of 2.5 inches. Bulk bag samples were obtained in the upper soils for
expansion index tests, maximum density tests, atterberg limits and sulfate tests. All test
results are included in Appendix B, unless noted otherwise.
A. The field moisture content (ASTM:D 2216) and the dry density of the ring
samples were determined in the laboratory. This data is listed on the log of
excavations.
B. Maximum density tests (ASTM: D-1557-00) were performed on typical samples
of the upper soils. Results of these tests are shown on Table I.
NorCaI Engineering
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July 31, 2001
Page 4
Project Number 9482-01
C. Expansion index tests in accordance with the Uniform Building Code Standard
No. 29-2 were performed on remolded samples of the upper soils to determine
the expansive characteristics. Results of these tests are provided on Table II.
D. Determination of Atterberg limits (ASTM: D 4318-84) consisting of liquid limit,
plastic limit and plasticity index of soils were performed on representative
samples. Results are shown on Table '"
E. Soluble sulfate tests in accordance with EPA Method 9038 were performed on
representative soils samples. Results are provided in Table IV.
F. Direct shear tests (ASTM: D-3080) were performed on ·undisturbed and
disturbed samples of the subsurface soils. The test is performed under
saturated conditions at loads of 500 Ibs.lsq.ft., 1,000 Ibs.lsq.ft., and 2,000
Ibs.lsq.ft. with results shown on Plate A.
G. Consolidation tests (ASTM: D-2435) were performed on undisturbed samples
to determine the differential and total settlement which may be anticipated
based upon the proposed loads. Water was added to the samples at a
surcharge of one KSF and the settlement curves are plotted on Plate B.
Conclusions and Recommendations
Based upon our evaluations, the proposed development is acceptable from 'a
geotechnical engineering standpoint. By following the recommendations and guidelines
set forth in our report, the structures will be safe from excessive settlements under the
anticipated design loadings and conditions. The proposed development snail meet all
requirements of the City Building Ordinance and will· not impose any adverse effect on
existing adjacent structures. It is recommended that site inspections be performed by a
representative of this firm during all grading and construction of the· development to
verify the findings and recommendations documented in this report.. rhe foJ/owing
sections present a discussion of geotechnical related requirements for specific design
recommendations of different aspects of the project.
NorCaI Engineering
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July 31,2001
Page 5
Seismicity Evaluation
Project Number 9482-01
There are no known active or potentially active faults trending toward or through the
site. The proposed development lies outside of any Alquist Priolo Special Studies Zone
, and the potential for damage due to direct fault rupture is considered very remote. The
site is located in an area of high regional seismicity and a peak horizontal ground
'acceleration of 0.47g may occur from a Magnitude 6.9 earthquake along the Newport-
Inglewood fault zone, which is located approximately 7.5 kilometers away. Ground
shaking originating from earthquakes along other active faults in the region is expected
to induce lower horizontal accelerations due to smaller anticipated earthquakes and/or
greater distances to other faults.
The following earthquake design parameters are based upon the 1997 Uniform Building
Code (USC) for a Seismic Zone 4 with a Z factor of 0.40 and a Soil Profile Type of SO,
based on a stiff soil profile.
1997 USC Seismic Design Parameters
Distance from Site (Rose Canyon Fault)
Seismic Source Type
Seismic Coefficient = Ca (Table 16-0)
Seismic Coefficient = Cv (Table 16-R)
Near-Source Factor Na (Table 16-S)
Near-Source Factor Nv (Table 16-T)
Site Grading Recommendations
7.5 km
B
(0.44) Na
(0.64) Nv
1.0
1.14
Any vegetation or demolition debris shall be removed and hauled from proposed grading
areas prior to the start of grading operations. Any removed soils may be reutilized as -.... ,,, .. ~-... ~
compacted fill once any deleterious material or oversized materials (in excess of eight
.~ ...----~-~---~--. .. .......-__ ,_ '" W9. "u . .(,.--.... "!Ic~~.~ __ ... _ ..... "" ... .Jo ____ ~""~~~_
inches) is removed. All grading operations shall be performed in accordance with the
~ ... ~""'" attaChec:J7.sp~cjfications for Placement of Compacted Fill".
NorCaI Engineering
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July 31,2001
Page 6
• Project Number 9482-01
The upper disturbedlfill soils (upper 1 to 3 feet) shall be removed to expose native $oils,
the exposed surface shall be scarified to a depth of 12 inches, brought to the proper ..
moisture content and compacted to a minimum of 90% of the laboratory standard prior to
placement of any additional compacted fill soils, foundations and concrete slabs. This fill
shall extend a minimum of five horizontal feet or to the depth of vertical overexcavation,
whichever is greater, beyond the outside edge of the perimeter foundation. It is highly
probable that cesspools and leach lines will be encountered which also shall be
removed to competent native soils.
Temporary Excavations
Temporary unsurcharged excavations in the existing site materials Jf!SS' than: 4: feet,higli
may' be' m8(fe:-a1'" a, vertical" gradient~ unless cohesionless soils are encountered.
Temporary. unsurcharged excavations· from 4to 8 feet. high may 'be trimmed ,'at a 1. tot
. (horizontal to vertical) gradient. In areas where soils with little Qr no binder are
encountered, where adverse geological conditions are exposed,qr. wher.e· "exc;:~vatiohs!
are adj~~ent to existing structures, shoring, slot-cutting, or flatter !q~ca'(ati.ons may be "',
required~· The temporary cut slope gradients given do not preclude local raveling and
sloughing.
All excavations shall be made in accordance with the requirements of CAL-OSHA and
other public agencies having jurisdiction. Care should be taken to provide or maintain
adequate lateral support for all adjacent improvements and structures at all times during
the grading operations and construction phase.
Foundation Design
All foundations may be designed utilizing a safe bearing capacity of 2;200 psf foran',
embedded depth of 18 inches into approved compacted fill soils or competent native
soils. The bearing value may be increased by 500 psf for each additional foot of d.epth
in excess of the 18 inch minimum depth, up to a maximum of 3,000' psf. A one third
increase may be used when considering short term loading and seismic forces.
NorCaI Engineering
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July 31,2001
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Lateral Resistance
Project Number 9482-01
The following values may be utilized in resisting lateral loads imposed on the structure.
Requirements of the current Uniform Building Code should be adhered to when the
coefficient of friction and passive pressures are combined:
Coefficient of Friction -0.40
Equivalent Passive Fluid Pressure = 250 Ib./cu.ft.
Maximum Passive Pressure = 2,500 Ibs./sq'.ft.
The passive pressure recommendations are valid only for compacted fill soils and/or
competent native soils.
Settlement Analysis
Resultant pressure curves for the consolidation tests are shown on Plate B.
Computations utilizing these curves and the recommended safe bearing capacities
reveal that the foundations will experience settlements on the order of ~ inch and
differential settlements of less than ~ inch.
Retaining Wall DeSign Parameters
Active earth pressures against retaining walls will be equal to the pressures developed
by the following fluid densities. These values are for granular free draining backfill ,
material placed adjacent to the walls at various ground slopes above the walls. '
Surface Slope of Retained Materials
(Horizontal to Vertical)
Level
5 to 1
4 to 1
3 to 1
2 to 1
Equivalent Fluid
Density (Ib./cu.ft.)
30
35
38
40
45
Any applicable short-term construction surcharges and seismic forces should be added
to the above lateral pressure values. A backfill zone of non-expansive material shall
consist of a wedge beginning a minimum of one horizontal foot from the base of the wall
extending upward at an inclination no less than 1/4 to 1 (horizontal to vertical) .. All wall~
shall be waterproofed as needed and protected from hydrostatic pressure by a reliable
permanent subdrain system.
NorCal Engineering
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July 31,2001
Page 8
Slab Recommendations
• Project Number 9482.-01
All concrete slabs shall be a minimum of.· four inches· in: thickness' and placed on
approved subgrade soils. ~>.¥ap'Q,(};:.I;>~rr.i~r _~9Qgw.ich~,d,betwee.r::l, fQur:;:inql1~$:,.o.f sete~t ,· .... ' .... .I-"' ..... ,,,f •• k ...... ·.';.r
sa-nd'shall' be· utilized beneath floor slabs whi.GtJ wO!JI~J~.~;§~n~itiye tQ: tlle.Jnmtration· off , '-',' '. «.-.. .'. -. .
moistur;e'f, All. concrete slab areas to. receive floor coverings should be moistUre tested to
meet a I/. manufacturer requirements prior to placemen.t.
Corrosion Design Criteria
Representative samples of the surficial soils, typical of the subgrade soil$ expected to be
encountered within foundation excavations were tested for sulfate concentration.
According to the '1994 Uniform Building Code (UBC) Table 19-A-3 -ReqUirements for
Concrete Exposed to Sulfate-Containing Solutions', these contents revealed negligible
levels of sulfate exposure.
Therefore, a Type 1/ cement according to latest UBC speCifications may be utilized for
building foundations at this time. Additional sulfate tests shall be performed at the
completion of rough grading to assure that these soils are consistent with the
recommendations stated in this design. Sulfate test results may be found on. the
attached Table IV.
Limitations
The recommendations and conclusions contained in this report are based upon the soil
conditions uncovered in our test excavations. No warranty of the soil condition between'
our excavations is implied. NorCal Engineering should be notified for possible further
recommendations if unexpected to unfavorable conditions are encountered during
construction phase.
NorCal Engineering
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July 31, 2001
Page 9
• Project Number 9482-01
Any unusual conditions which may be encountered in the course of the project
development may require the need for additional study and revised recommendations. It
is the responsibility of the owner to ensure that all information within this report is
submitted to the Architect and appropriate Engineers for the project. Ihisfirm should
have the opportunity to review the final plans to verify that all our recommendations are
incorporated. This report and all conclusions are subject to the review of the controlling
authorities for the project.
A;pteconstruction conference should be held between the developer, general contractor,
grading contractor, city inspector, architect, and geotechnical engineer to clarify any
questions relating to the grading operations and subsequent construction. Our
representative should be present during the grading operations and construction phase
to certify that such recommendations are complied within the field.
This geotechnical investigation has been conducted in a manner consistent with the
• level of care and skill exercised by member~ of our profession currently practicing under
similar conditions in the Southern California area. No other warranty, expressed or
implied is made.
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NorCaI Engineering
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July 31,2001
Page 10
Project Number 9482-01
SPECIFICATIONS FOR PLACEMENT OF COMPACTED fill
Preparation
Any existing low density soils and/or saturated soils shall be removed to competent
natural soil under the inspection of the Soils Engineering Firm. After the exposed
surface has been cleansed of debris and/or vegetation, it shall be scarifi'ed until it is
uniform in consistency, brought to the proper moisture content and compacted to a
minimum of 90% relative compaction (in accordance with ASTM: D-1557-00).
Material For Fill
The on-site soils or approved import soils may be utilized for the compacted fill provided
they are free of any deleterious materials and shall not Gontain any rocks, 'brick,
asphaltic concrete, concrete or other hard materials greater than eight inches in
maximum dimensions. Any import soil must be approved by the Soils Engineering firm a
minimum of 24 hours prior to importation of site.
Placement of Compacted Fill Soils .
The approved fill soils shall be placed in layers not in excess of six inches in thickneSs.
Each lift shall be uniform in thickness and thoroughly blended. Th$ fill soils shall .be
brought to within 15% of the optimum moisture content, unless otherwise speCified by
the Soils Engineering firm. Each lift shall be compacted to a minimum of 90% relative
compaction (in accordance with ASTM: 0-1557-00) and approved prior to the placement
of the next layer of soil. Compaction tests shall be obtained at the discretion of the Soils,
Engineering firm but at a minimum of one test for every 500 cubic yards placed and/or
for every two vertical feet of compacted fill placed.
NorCal Engineering
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July 31,2001
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• Project Number 9482-01
The minimum relative compaction shall be obtained in accordance with accepted
methods in the construction industry. The final grade of the structural areas shall be in a
dense and smooth condition prior to placement of slabs-on-grade or pavement. No fill
soils shall be placed, spread or compacted during unfavorable weather conditions.
When the grading is interrupted by heavy rains, compaction operations shall not be
resumed until approved by the Soils Engineering firm.
Grading Observations
The controlling governmental agencies should be notified prior to commencement of any
grading operations. This firm recommends that the grading operations be conducted
under the observation of a Soils Engineering firm as deemed necessary. A 24 hour
notice must be provided to this firm prior to the time of our initial inspection.
Observation shall include the clearing and grubbing operations to assure that all
unsuitable materials have been properly removed; approval of the exposed subgrade in
areas to receive fill and in areas where excavation has resulted in the desired finished
grade and deSignate areas of overexcavation; and performance of field compaction tests
to determine relative compaction achieved during fill placement. In additic:>n, all
foundation excavations shall be observed by the Soils Engineering firm to confirm that
appropriate bearing materials are present at the design grades and recommend any>
modifications to construct footings.
NorCal Engineering
1"=100'
J I --.
l ADAMS STREET ·1·
.~ w ::> z ~rr;::.~-.-< r-- -__
I
• II· ~-
I ANI.'~~obv ~
I tIrMIhauI. "'dlcfiId .......... ,
NorCal E.ngineering
'3.:'.4G,12~ 10 __ .' ..... _ ......
SOILS AND GEOTECHNICAL.CONSULTANTS LOCATION OF ("'PACTI·ON TESTS
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APPENDICES
(In order of appearance)
Appendix A -Log of Borings
*Logs of Test Borings B1 to B9
Appendix B -Laboratory Analysis
*Table I -Maximum Density Tests
*Table 11-Expansion Index Tests
*Table III -Atterberg Limits
*Table IV -Sulfate Tests
*Plate A -Direct Shear Test
*Plate 8 -Consolidation Test
N orCal Engineering
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Appendix A
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COARSE
GRAINED
SOILS
MORE THAN
50% OF
MATERIAL
IS LARGER
THAN NO.
200 SIEVE
SIZE
FINE
GRAINED
SOILS
MORE THAN
50% OF
MATERIAL
IS SMALLER
THAN NO.
200 SIEVE
SIZE
MAJOR DIVISION
GRAVEL
AND
GRAVELLY
SOILS
MORE THAN
50% OF
COARSE
FRACTION
RETAINED ON
NO. 4 SIEVE
SAND
AND
SANDY
SOILS
MORE THAN
50% OF
COARSE
FRACTION
PASSING ON
NO. 4 SIEVE
SILTS
AND
CLAYS
SILTS
AND
CLAYS
CLEAN GRAVELS
(LITTLE OR NO
FINES)
GRAVELS
WITH FINES
(APPRECIABLE
AMOUNT OF
FINES)
CLEAN SAND
(LITTLE OR NO
FINES)
SANDS WITH
FINE
(APPRECIABLE
AMOUNT OF
FINES)
LIQUID LIMIT
I FS.~ THAN !';()
LIQUID LIMIT
GREATER THAN
50
HIGHLY ORGANIC SOILS
GRAPHIC LETTER
~VMRnI ~VMROI
GW
GP
GM
GC
SW
SP
SM
SC
OL
MH
CH
OH
PT
TYPICAL DESCRIPTIONS
WELL-GRADED GRAVELS, GRAVEL.
SAND MIXTURES, LlTILE OR NO FINES
POORLY-GRADED GRAVELS,
GRAVEL-SAND MIXTURES, LlTILE
ORNOFINES
SILTY GRAVELS, GRAVEL-SAND-
SILT MIXTURES
CLAYEY GRAVELS, GRAVEL-SAND-
CLAY MIXTURES
WELL-GRADED SANDS, GRAVELLY
SANDS, LlTILE OR NO FINES
POORLY-GRADED SANDS, GRAVEL-
L Y SANDS, LITTLE OR NO FINES
SILTY SANDS, SAND-SILT
MIXTURES
CLAYEY SANDS, SAND-CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SIL TV OR
CLAYEY FINE SANDS OR CLAYEY
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
INORGANIC SILTS, MIC.ACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOILS
INORGANIC CLAYS OF HIGH
PLASTICITY, FAT CLAYS .
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
UNIFIED SOIL CLASSIFICATION SYSTEM
NorCal Engineering
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KEY:
• Indicates 2.5-inch Inside Diame,ter. Ring Sample.
181 Indicates 2-inch 00 Split Spoon Sample (SPT).
rsJ Indicates Shelby Tube Sample.
OJ Indicates No Recovery.
IJ Indicates SPT with 140# Hammer 30 in. Drop.
E] Indicates Bulk Sample.
~ Indicates Small Bag Sample.
[J Indicates Non-Standard
Indicates Core Run.
COMPONENT DEFINITIONS
COMPONENT
Boulders
Cobbles
Gravel
Coarse gravel
Fine gravel
Sand
Coarse sand
Medium sand
Fine sand
Silt and Clav
SIZE RANGE
Larger than 12 in
3 in to 12 in
3 in to No 4 (4.5mm )
3 in to 3/4 in
3/4 in to No 4 ( 4.5mm )
No.4 ( 4.5mm ) to No. 200 ( 0.074mm )
No.4 (4.5 mm ) to No. 10 (2.0 mm )
No. 10 (2.0 mm ) to No. 40 (0.42 mm)
No. 40 ( 0.42 mm ) to No. 200 ( 0.074 mm )
Smaller than No. 200 ( 0.074 mm )
COMPONENT PROPORTIONS
DESCRIPTIVE TERMS RANGE OF PROPORTION
Trace
Few
Little
Some
And
1 -5%
5 -10%
10 -20%
20 -35%
35 -50%
MOistURE CONTENT
DRY
DAMP
MOIST
WET
Absence of moisture. dusty.
dry to the touch.
Some perceptible
moisture; belqwoptimum
No visible water; near optimum
moisture content
Visible free water, usually
soil is below water table.
RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N .. VALUE
COHESIONLESS SOILS COHESIVE SOIL$
Density N ( blowslft ) Consistency N (blowslft ) Approximate
Undrained Shfi!ar
Strength (psf)
Very Loose Ot04 Very Soft o t02 < 250
Loose 4 to 10 Soft 2 t04 250-500
Medium Dense 10 to 30 Medium Stiff 4 to 8 500 -1000 .
Dense 30 to 50 Stiff 8 to 15 1000 -2000
Very Dense over 50 Very Stiff 15 to 30 2000 -4000
Hard over 30 > 4000
NorCal Engineering
E 0 u .c u ~ :a i
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0 til ,c u -~ "> -U
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~ I " :II
Log of Boring B-1
Groundwater Depth: None Encountered
WAI"ht· 140 Ibs. 30"
(feet) Geotechnical Description Lith.
~ __ ~ __________________________________________________ ~ ology
o
5
10
20
25
30
Slightly silty fine to medium grained SAND
Reddish brown, dense to very dense
Slight decrease in density and silt content @ 5'
Boring completed at depth of
NorCal Engineering
of wood '
Project No.
9482-01
•
~~ o ;,
-0 CO u
3,0 117,6
6,7 115.8
1
UI QI-.5~ LL
E 0 u '" u i
I! 1 3,
oJ: ~ "> -. (j
'" N >
Log of Boring 8-2
Groundwater None Encountered
WAinht'140 Ibs. 30"
(feet) Geotechnical Description ,Lith-! 1---'------------------------------4 ology ~
5
10
20
25
30
Silty fine to medium grained SAND
Dark brown, loose to medium dense, dry with small roots, pieces of wood
NATURAL SOILS
Slightly silty fine to medium grained SAND
Reddish brown, dense to very dense
Slight decrease in density and silt content @ 6'
completed at depth
NorCal Engineering Project-No.
9482-01
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•
2.7 114.9
3.4: 116.1
2
II) , ClJ7 Cd' u:-
E 0 u ..: u ~ ~
i
! .. ! '0 -
1/1
.&: U -• !: "> c:i
N N >
Log of Boring B-3
Groundwater None Encountered
30"
Geotechnical Description Lith. . GI
1---"-----------------------------; ology ~ I-o
5
10
20
25
30
FI
Silty fine to medium grained SAND
Dark brown, loose to medium dense
NATURAL SOILS
Slightly silty fine to medium grained SAND
Reddish brown, dense to very dense
Slight decrease in density and silt content @ 6'
Change to light brown @ 9'
Boring completed at depth of 8'
NorCal Engineering Project No.
9482·01
•
2.1 113.8
5.9 116.8.
3
Log of Boring 8-4
". UJ"'''; Anastasi/Carlsbad l Groundwater Depth: None Encountered a;;: of Drilling: 7/25/01
Drilling Method: Hollow Stem Auger
Hammer ~·:VI~:;!. 140 Ibs. 1 Drop: 3~''
Depth
(feet)
. Samples
Geotechnical Description Lith· ~ ~---L------------------------------------------------------4 ology ~ Surface :: ........ w Not ;,~"","",,,'; 1-0
l-
I-
I-
1-5
I-
-
1-10
-
l-
I-
I-
I-
I--
'-25
E o "! J: u ~I;;
U
11-30
! -;
o rn
J: u ~ ;; -iJ
FILL SOILS
Silty fine to medium grained SAND
Dark brown, loose to medium dense, dry with heavy debris, large'roots,
palm tree and concrete
NATURAL SOILS
Slightly silty fine to medium grained SAND
Reddish brown, dense to very dense
Slight decrease in density and silt content @ 6'
Change to light brown @ 12'
fine to medium grained SAND
Tan to dark brown, dense, moist, slight caving
Boring completed at depth of 16'
1". •
• 1·-
•
•
•
I"
~~ o ::s mO o
LaboratolY
3.5 100.7
4.2 111.4
5.6 113.8
6.0 116.1
6.7 119.8
~I.L---____ .,------l-~----l--..;L..~
o J NorCal Engineering Project No.
9482·01 4
E 0 ~ .I:! U ~ ,
! -• ! ,g
.I:! ¥ -!: ~ U
N N >
Log of Boring B-5
Anastasi/Carlsbad
"-""--: 7/25/01 Groundwater None Encountered
Hammer WAinht~ 140 Ibs. 30"
Depth
(feet) Geotechnical Description Lith-~ __ ~ ____________________________________________________ ~ ology
o
5
10
20
25
30
Silty fine to medium grained SAND
Dark brown, loose to medium dense, dry with gravel and small pieces of
wood
NATURAL SOILS
Slightly silty fine to medium grained SAND
Reddish brown, dense to very dense
Slight decrease in density and silt content @ 6'
Change to light brown @ 9'
fine to medium grained SAND
Tan to dark brown, dense, moist, slight caving
Boring completed at depth of 15'
NorCaI Engineering Project No.
9482-01
• ~.2 115.0
• 4.1 113.8
• 3.6 115.2
5
! • ! 0 rn
J:: u ~ ~ u
N
~
8'
I 1 ~
Log of Boring B·6
PrOJUC1; Anastasi/Carlsbad
~ ot Drilling: 1125/01 ! Groundwater Depth: None Encountered
Drilling Method: Ho"ow Stem Auger
Hammer ";"'=f:-':' 140 Ibs. ![)!5'J): 30"
Geotechnical Description Lith· ! ~ __ ~ __________________________________________________ ~ ology ~
1-0
1--5
1--10
l-
I-
I-
I-
-25
-
-
-
Surface ~:;. ...... y, Not Measured
FILL/DISTURBED TOP SOILS
Silty fine to medium grained SAND
Dark brown, loose to medium dense, dry
NATURAL SOILS
Slightly silty fine to medium grained SAND
Reddish brown, dense to very dense
Slight decrease in density and silt content @ 6'
Change to light brown @ 8'
I fine to medium grained SAND
i Tan to dark brown, dense, slight caving
!
J i
Boring completed at depth of 15'
NorCal Engineering
~/
t"-I~
I;:
t"-I::
1--
[-
1"-I::
Project No.
9482-01
•
•
•
en ~c o :::I' -0 al u
I "'h,
11.7 103.2
5.3 112.6
6.4 109.1
6
E 0 u ..c u 4! :!
i ..
! ; ~ -
J:: U ~ :! -
Col
N N >
Log of Boring B-7
Groundwater : None Encountered
W9'IOn1:: 140 Ibs. 30"
(feet) Lith· ~ I----I.....----------------------------i ology ~
Surface Elevation: Not 1lII ..... ,.U" .. U
Geotechnical Description
o
5
10
20
25
30
FI
Silty fine to medium grained SAND
Dark loose to medium dense,
RAL
Slightly silty fine to medium grained SAND
Reddish brown, dense to very dense
Slight decrease in density and silt content @ 6.5'
Change to light brown @ 10'
Boring completed at depth of 13'
NorCal Engineering
of wood
Project No.
9482-01
•
•
4.1 117.6
5.3 116.1
7
! l o ."
'fi -~ "> -13
Log of Boring B-8
astasi/Carlsbad
7/25/01
Hammer \Na,l,.,h,t· 140 Ibs.
Depth
(feet)
Groundwater
30"
Geotechnical Description Lith· !. ~ __ ~ ____________________________________________________ ~ ology ~
o
5
10
20
25
FILUDISTURBED
Silty fine to medium grained SAND
Dark brown, loose to medium dense
NATURAL SOILS
Slightly silty fine to medium grained SAND
Reddish brown, dense to very dense
Slight decrease in density and silt content @ 6'
completed at depth of 8'
N orCal Engineering Project No.
9482.;01
3.4 113.6
8
e 0 u ..: u .! ~ i
! 1 0 1/1 .c " -~ '> v
N ~
Log of Boring B-9
Anastasi/Carlsbad
7/25/01 Groundwater None Encountered
1401bs. : 30"
(feet) Geotechnical Description Lith· ! ~ __ ~ ____________________________________________________ ~ ology ~
o
5
10
20
25
30
i
I ,
I
I I I I i
Slightly silty fine to medium grained SAND
Reddish brown, dense to very dense
Slight decrease in density and silt content @ 7'
Change to light brown @ 10'
fine to medium grained SAND
Tan to dark brown, dense, moist, slight caving
Boring completed at
NorCal Engineering
to wood
Project No.
9482·01
•
•
•
I/) ~c o = -0 ca u
2.7 114.9
4.8 115.6
5.3 115.1
7.1 115.2
9
. "
'"
•
•
•
Appendix B
NorCal Engineering
j. July 31, 2001
.' Page 12
•
Sample
81 @ 0-3'
89 @ 3-4'
Soil Type
81 @ 0-3' • 89@3-4'
Sample
86@2-4'
Sample
Composite
• % by weight
TABLE I
MAXIMUM DENSITY TESTS
(ASTM: P-1557-00)
Optimum
Classification Moisture
SAND, fine to medium grained, 10.0
slightly silty
SAND, fine to medium grained, 9.0
slightly silty
TABLE II
EXPANSION INDEX TESTS
(U.B.C. STD. 29-2)
Classification
SAND, fine to medium grained,
slightly silty
SAND, fine to medium grained,
slightly silty
TABLE III
A TTERBERG LIMITS
Liquid Limit
17
Plastic Limit
13
TABLE IV
SULFATE TESTS
NorCal Engineering
Project Number 9482-01
. Maximum Dry
Density (lbs.lcuJt.)
120.0
125.5
Expansion
Index
05
02
Plasticity Index
4
Sulfate (%)
0.025
"
'I
•
•
~~~------~------~------~~--------~--------r-------~ P:-:-:.:-~ :,:-
~--.... , ..
~-.,., ...... .
f---. --.. --f----.... '
1----... -. f---.... .
• , ......... - -....... _~I ...
, '. .. ... _--.. _A ... ___ ._. ___ -~ ..... _. ~ ......... .
•.• ' l. •.•. I ', •
1------._--. ~~--------+-------~~-------+------~~--------+-------~ 1---+,--,---r--' '-' _.. i---, .• -....
~-_.-----. r-' ---" .--.--_. -.. -_.
~---.-+------.----:..----.... ---. --. -~ -.. -. ,-" . -.. --...... -_. -_._-;--
::-1500 lit
Go -
o 500 1000 1500 2000
~l STRESS (PSF)
BORING DEPTH • C DRY *lISTURE
SYJIIJOI. DENSITY CCJITEKT NtlEER (FEET) ,DEGREES) (PSF) (PCF) (I)
X 1 2,5 34 200 117.6 3.0
0 8 3.0 31 125 113.6 3.4
A 9 2.0 36 175 114.9 2.7
C
NOTE: TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW"
(FM) FIELD MOISTURE
2500
TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN' BELOW.
(R) SAMPLES REMOLDED AT 90S OF MAXIMUM DRY DENSITY
3000
• NorCal Engineerliig-: PLATE A
SOILS AND GEOTECHNICAL CONSULTANTS DIRECT SHEAR TEST RESULTS
•
•
-.. -
-2
<
0
2
4
6
8
10
0.1
I
I
! , ,
I
I
I -r--:: r-i
f-~ ~ .... ~~ "-....
~ ~ l'... I
I
'~ '" I'k I r-.... --r"' ....... ~~-=" __ I -"_ ... --..
"" 1'-'" ""'" t'-..
I
I , !
I i ! , i
! I I ,
I I ;
I I
J
" i
!
I
I I
i ,
I
f
,
I I
I
0.5 1.0 5
JIOIIW. PRESSURE (KSF)
BORIJIG DEPTH DRY MOISTURE LIQUID
SYMBOL IllBEI (FEET) DEJlSITY cOO'EIrt LIMIT
(PCF) (I) (I)
I 2 4 114.9 2 7
0 4 8 116. 1 6.0
A 9 12 115.2 7.1
0
ctJIPAESSI(II (AI) FInD .Isr. -•• m MEt
1 1 1 Til
NOTE: I!IATER ADDED AT NOAML
PRESSURE AT 1.0 KSF
I ~~
~
" ,~ ~
...... " -.-
I !
"I i
i
,
I i
10 20
PlASTICITY
INDEX (I)
---REBCUI) (I) SMIIl.£ ...... AT '" (If Mil .... DIY OEISITY
NorCal Engineering
SOll..s AND GEOTECHNICAL CONSULTANTS
PIATE B
CONSOlIDATION TEST RESULTS
40
~-~------~----------------~------------------------------------------------~