HomeMy WebLinkAboutCT 01-10; Village by the Sea; Preliminary Geotechnical Investigation; 2000-08-14m2
Preliminary Geotechnical Investigation
Residential Development
2700 Carlsbad Boulevard
Carlsbad, California
Prepared For:
Anastasi Development
1200 Aviation Boulevard
Redondo Beach, California 90278
Attn.: Mr. Chuck Springfield
Project Number 8710-00
August 14, 2000
NorCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA 90720
(562) 799-9469 Fax (562) 799-9459
August 14, 2000 Project Number 8710-00
Anastasi Development
1200 Aviation Boulevard
Redondo Beach, California 90278
Attn.: Mr. Chuck Springfield
RE: Preliminary Geotechnical Investigation - Proposed Residential
Development - Located at 2700 Carlsbad Boulevard, in the City of
Carlsbad, California
Dear Mr. Springfield :
Pursuant to your request, this firm has performed a Geotechnical Investigation for the
above referenced project in accordance with your authorization of our verbal proposal.
The purpose of this investigation is to evaluate the geotechnical conditions of the subject
site and to provide recommendations for the proposed 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 service to
you. If you have any further questions, please do not hesitate to contact the
undersigned.
Respectfully submitted
NORCAL ENGINEERING
Keith D. Tucker jjo ( No. 841 \ ^11 Troy D. Norrell
Project Engineer \ c^„,,,a,,no / r'-l President
R.G.E. 841
August 14, 2000 ^ ^oject Number 8710-00
Page 2
Project Description
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 a unit condominium
development of the subject site. Other improvements will comprise of concrete and
asphalt pavement areas.
Site DescriDtion
The subject project is situated within a residential/commercial tract at the northwest
corner of Christiansen Way and Carlsbad Boulevard, in the City of Carlsbad. The lot is
approximately 2.5 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
several single-family residences with associated improvements. The open areas of the
site are covered with a heavy growth of vegetation with the exception of the property
immediately along Carlsbad Boulevard.
Field Investigation
The investigation consisted of the placement of six (6) borings performed on April 13,
2000 and six (6) additional borings performed on August 8, 2000 to a maximum 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 subsurface explorations
j shown on the attached Site Plan. The exploratory excavations revealed the existing
I earth materials to consist of a fill and native soil. A detailed description of the
i subsurface conditions are listed on the excavation logs in Appendix A. These soils are
I
i described as follows:
Fill: A fill 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 dense and dry to
damp. These soils were noted to contain some small gravel,
vegetation and root structures.
NorCal Engineering
f. •
August 14, 2000 Project Number 8710-00
Page 3
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 and moist. Deeper soils consisted of dense to
very dense sands to silty sands.
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.
Labpratpry Tg$tg
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-1557-91) were performed on typical
samples of the upper soils. Results of these tests are shown on Table I.
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.
NorCal Engineering
August 14, 2000 Project Number 8710-00
Page 4
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 III
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./sq.ft., 1,000 Ibs./sq.ft., and 2,000
Ibs./sq.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 shall 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. The following
sections present a discussion of geotechnical related requirements for specific design
recommendations of different aspects of the project.
NorCal Engineering
August 14, 2000 ^ Project Number 8710-00
Page 5
Seismicity Evaluation
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 0.45g may occur from a Magnitude 6.9 earthquake along the fault zone,
which is located approximately 4 miles 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 (UBC) 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 UBC Seismic Design Parameters
Distance from Site (Rose Canyon Fault) 7 km
Seismic Source Type B
Seismic Coefficient = Ca (Table 16-Q) (0.44) Na
Seismic Coefficient = Cv (Table 16-R) (0.64) Nv
Near-Source Factor Na (Table 16-S) 1.0
Near-Source Factor Nv (Table 16-T) 1.2
Site Grading Recommendations
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
inches) is removed. All grading operations shall be performed in accordance with the
attached "Specifications for Compacted Fill Operations".
NorCal Engineering
August 14, 2000 ^ ^oject Number 8710-00
Page 6
The upper disturbed/fill soils (upper 1 to 3 feet) shall be removed to expose native soils,
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.
Temporary Excavations
Temporary unsurcharged excavations in the existing site materials less than 4 feet high
may be made at a vertical gradient unless cohesionless soils are encountered.
Temporary unsurcharged excavations from 4 to 8 feet high may be trimmed at a 1 to 1
(horizontal to vertical) gradient. In areas where soils with little or no binder are
encountered, where adverse geological conditions are exposed, or where excavations
are adjacent to existing structures, shoring, slot-cutting, or flatter excavations 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 2,000 psf for an
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 depth
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.
NorCal Engineering
r August 14, 2000 ~ Woject Number 8710-00
Page 7
Lateral Resistance
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 V* 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 Equivalent Fluid
(Horizontal to VerticaH Density (Ib./cu.ft.)
Level 30
5 to 1 35
4 to 1 38
3 to 1 40
2 to 1 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 walls
shall be waterproofed as needed and protected from hydrostatic pressure by a reliable
permanent subdrain system.
NorCal Engineering
August 14, 2000 ^ Project Number 8710-00
Page 8
Slab Recommendations
All concrete slabs shall be a minimum of four inches in thickness and placed on
approved subgrade soils. A vapor barrier sandwiched between four inches of select
sand shall be utilized beneath floor slabs which would be sensitive to the infiltration of
moisture. All concrete slab areas to receive floor coverings should be moisture tested to
meet all manufacturer requirements prior to placement.
Corrosion Design Criteria
Representative samples of the surficial soils, typical of the subgrade soils 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 II 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
r August 14, 2000 ^ Tfoject Number 8710-00
Page 9
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. This firm 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 preconstruction 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 gradirig 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 members of our profession currently practicing under
similar conditions in the Southern California area. No other warranty, expressed or
implied is made.
NorCal Engineering
August 14, 2000 ^ Troject Number 8710-00
Page 10
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 scarified until it is
uniform in consistency, brought to the proper moisture content and compacted to a
minimum of 90%jelative compaction (in accordance with ASTM: D-1557-91).
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 contain 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. The 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: D-1557-91) 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
August 14. 2000 ^ Reject Number 8710-00
Page 11
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 perfonnance of field compaction tests
to determine relative compaction achieved during fill placement. In addition, 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
WA3HINQT0N STREET
PROJKT STATISTICS
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CARLSBAD BOULEVARD
SITE PLAN
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NorCal Engineering
jSOTLS AND GEOTECHNICAL CONSULTANTS
ANASTASI DEVH-OPMEIfT
OT10-00 I POTI AUQUST 2000
SITE PLAN
LOCATION OF FEID EXPLORATIONS
Appendices
(In order of appearance)
Appendix A - Log qf Excavgtipps
Logs of Borings B1 to 812
Appendix B - Laboratory Tests
Table I - Maximum Dry Density Tests
Table 11 - Expansion Index Tests
Table III - Atterberg Limits
Table IV - Sulfate Tests
Plate A - Direct Shear Tests
Plate B - Consolidation Tests
NorCal Engineering
Appendix A
NorCal Engineering
MAJOR DIVISION GRAPHIC
SYMBOL
LETTER
SYMBOL
TYPICAL DESCRIPTIONS
COARSE
GRAINED
SOILS
MORE THAN
50% OF
MATERIAL
IS LARGER
THAN NO.
200 SIEVE
SIZE
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
CLEAN GRAVELS
(LITTLE OR NO
FINES)
o ^
o Oo
GW WELL-GRADED GRAVELS. GRAVEL.
SAND MIXTURES. LITTLE OR NO FINE
GRAVELS
WITH FINES
(APPRECIABLE
AMOUNT OF
FINES)
GP POORLY-GRADED GRAVELS.
GRAVEL-SAND MIXTURES, LITTLE
OR NO FINES
GM SILTY GRAVELS. GRAVEL-SAND-
SILT MIXTURES
CLEAN SAND
(LITTLE OR NO
FINES)
SANDS WITH
FINE
(APPRECIABLE
AMOUNT OF
FINES)
GC CLAYEY GRAVELS, GRAVEL-SAND-
CLAY MIXTURES
SW WELL-GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
SP
POORLY-GRADED SANDS, GRAVEL-
LY SANDS, LITTLE OR NO FINES
SM SILTY SANDS, SAND-SILT
MIXTURES
SC CLAYEY SANDS, SAND-CLAY
MIXTURES
FINE
GRAINED
SOILS
MORE THAN
50% OF
MATERIAL
IS SMALLER
THAN NO.
200 SIEVE
SIZE
SILTS
AND
CLAYS
LIQUID LIMIT
LESS THAN 50
SILTS
AND
CLAYS
LIQUID LIMIT
GREATER THAN
50
ML
INORGANIC SILTS AND VERY FINE
SANDS. ROCK JLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYER
SILTS 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 OF LOW PLASTICITY
MH INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOILS
CH INORGANIC CLAYS OF HIGH
PLASTICITY, FAT CLAYS
OH ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY. ORGANIC SILTS
HIGHLY ORGANIC SOILS PT
PEAT. HUMUS. SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
UNIFIED SOIL CLASSIFICATION SYSTEM
NorCal Engineering
KEY:
m
c
QD
Indicates 2.5-inch Inside Diameter. Ring Sample.
Indicates 2-inch OD Split Spoon Sample (SPT).
Indicates Shelby Tube Sample.
Indicates No Recovery.
Indicates SPT with 140# Hammer 30 in. Drop.
Indicates Bulk Sample.
Indicates Small Bag Sample.
Indicates Non-Standard
Indicates Core Run. COMPONENT PROPORTIONS
COMPONENT DEFINITIONS
COMPONENT SIZE RANGE
Boulders
Cobbles
Gravel
Coarse gravel
Fine gravel
Sand
Coarse sand
Medium sand
Fine sand
Silt and Clay
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 tfian No. 200 ( 0.074 mm )
DESCRIPTIVE TERMS RANGE OF PROPORTION
Trace 1 - 5%
Few 5-10%
Little 10-20%
Some 20 - 35%
And 35 - 50%
MOISTURE CONTENT
DRY Absence of moisture, dusty, DRY dry to the touch.
DAMP Some perceptible DAMP moisture; below optimum
MOIST No visible water; near optimum MOIST moisture content
WET Visible free water, usually WET soil is below water table.
RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE
COHESIONLESS SOILS COHESIVE SOILS
Density N (blows/ft) Consistency N (blows/ft) Approximate Density N (blows/ft)
Undrained Shear
Strength (psO
Very Loose
Loose
Medium Dense
Dense
Very Dense
0to4
4 to 10
10 to 30
30 to SO
over 50
Very Soft
Soft
Medium Stiff
Stiff
Veiy Stiff
Hard
Oto2
2 to 4
4 to 8
8 to 15
15 to 30
over 30
<250
250 - 500
500 -1000
1000 - 2000
2000 - 4000
>4000
NorCal Engineering
Log of Boring B-1
project: Anastasi/Carlsbad
p^tpofPrilling: 4/13/00 Groundwater Depth: None Encountered
prilling Method: Hand Auger
Hammer Weight:
jepth
(feet)
Drop:
Laboratory
Geotechnical Description
Surface Elevation: Not IVIeasured
Lith-ology
Samples
Q. >> I-
w
O 3
CD O
I
5^
(0
-5
-10
15
20
-25
-30
-35
FILL SOILS
SAND fine to medium grained slightly silty
..Brovi/n, loose, damp with small gravel, upper 6" with small rootlets
NATURAL SOILS
SAND fine to medlum^^ralned slightly silty
Brown to red/brown, dense to very dense, damp
SAND fine to medium grained
Light brown, medium dense, damp
0
Boring completed at depth of 15'
4.5
6.7
4.0
115.4
116.7
111.7
2.9 106.1
NorCal Engineering Project No.
8710-00
Log of Boring B-2
Anastasi/Carlsbad
I of Drilling: 4/13/00 Groundwater Depth: None Encountered
lling IMethod: Hand Auger
niner Weight: Drop:
Samples
-0
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
M
II 1
S.
Laboratory
Q gs
Q
-5
-10
-15
-20
-25
-30
-35
FILL SOILS
SAND fine to medium grained slightly silty
\Brown, loose, damp with small gravel, upper 6" with small rootlets
NATURAL SOILS
SAND fine to medlum^ralned slightly silty
Brown to red/brown, dense to very dense, damp
SAND fine to medium grained
Light brown, medium dense, damp
Boring completed at depth of 15'
7.3 115.9
3.7 107.6
2.6 109.8
NorCal Engineering Project No.
8710-00
Log of Boring B-3
project: Anastasi/Carlsbad
nateof Drilling: 4/13/00 Groundwater Depth: None Encountered
nrilllng Method: Hand Auger
Hanfuner Weight:
Depth
(feet)
Drop:
Samples
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology Q. O 3
BQ O
3.-
o""
Laboratory
Q g3
Q
in
10
15
-20
-25
-30
-35
FILL SOILS
SAND fine to medium grained slightly silty
Brown, loose, damp with small gravel, heavy dried vegetation and roots to
\2.5'
NATURAL SOILS
SAND fine to medluni grained slightly silty
Brown to red/brown, dense to very dense, damp
SAND fine to medium grained
Light brown, medium dense, damp
6.8 116.7
•m. -_-m
Boring completed at depth of 10'
NorCal Engineering Project No.
8710-00
Log of Boring B-4
Anastasi/Carlsbad project:
nategt Drilling: 4/13/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Haimner Weight: Drop:
Samples
Jepth
(feet)
r^O
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
a> a. 11 to o "5^
Laboratory
Q gS
Q
-5
-10
-15
20
^25
30
35
FILL SOILS
SAND fine to medium grained slightly silty
..Brown, loose, damp with small gravel, upper 6" with small rootlets
NATURAL SOILS
SAND fine to medium grained slightly silty
Brown to red/brown, dense to very dense, damp
SAND fine to medium grained
Light brown, medium dense, damp
5.9 114.6
mm
3.4 110.8
Boring completed at depth of 12'
NorCal Engineering Project No.
8710-00
Log of Boring B-5
Anastasi/Carlsbad
, of Prilling: 4/13/00 Groundwater Depth: None Encountered
Ming Method: Hand Auger
nmer Weight: Drop:
Samples" Laboratory
Geotechnical Description
'.0 —
Surface Elevation: Not Measured
Lith-ology a >> 1-
O 3
50
1 Q gs
-10
-15
^20
•25
-30
-35
FILL SOILS
SAND fine to medium grained slightly silty
Brown, loose, damp with small gravel and heavy roots and dried
\vegetatlon
NATURAL SOILS
SAND fine to medium grained slightly silty
Brown to red/brown, dense to very dense, damp
0 7.8 112.6
Boring completed at depth of 8'
NorCal Engineering Project No.
8710-00
Hammer Weight:
Depth
(feet)
Log of Boring B-6
project: Anastasi/Carlsbad
Pate of Drilling: 4/13/00 Groundwater Depth: None Encountered
Prilling Method: Hand Auger
Drop:
Samples Laboratory
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology a.
M II
OQ
T
o'^ o gs
-5
10
•15
-20
-25
-30
-35
FILL SOILS
SAND fine to medium grained slightly silty
\Brown, loose, damp with small gravel, upper 18" with small rootlets
NATURAL SOILS
SAND fine to mediun\jgrained slightly silty
Brown to red/brown, dense to very dense, damp
6.9 112.8
Boring completed at depth of 8'
NorCal Engineering Project No.
8710-00
Log of Boring B-8
Project: Anastasi/Carlsbad
pate of Drilling: 8/8/00 Groundwater Depth: None Encountered
DriHing Method: Hand Auger
Hammer Weight:
Depth
feet)
Drop:
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
Samples
a. O 3
3^
S
Laboratory
M
10
15
20
-25
-30
35
FILL SOILS
X^SIlty SAND with minor debris, loose, dry
NATURAL SOILS
SAND fine to medium grained slightly Silty
Brown, dense, dry
2.4 116.2
Boring completed at depth of 8'
NorCal Engineering Project No.
8710-00
Proiect: Anastasi/Carlsbad
Date of Drilling: 8/8/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
Log of Boring B-9
Samples Laboratory Depth
(feet)
-0
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
0) a >> I-
M
O 3
1~
5~" Q gS
Q
10
-10
15
20
-25
-30
35
FILL SOILS
Silty SAND
Brown, dense to very dense, dry
NATURAL SOILS
SAND fine to medium'Srained slightly Silty
Brown to red brown, dense to very dense, dry
SAND fine to medium grained
^Llght brown, medium dense, damp
2.8 113.6
5.1 110.9
Boring completed at depth of 10'
NorCal Engineering Project No.
8710-00
Log of Boirng B-10
Project: Anastasi/Carlsbad
pate of Drilling: 8/8/00 Groundwater Depth: None Encountered
prilling Method: Hand Auger
Hammer Weight:
Depth
feet)
Drop:
Samples Laboratory
Geotechnical Description
-0
Surface Elevation: Not Measured
Lith-ology «
Q. O 3
5 o
s
3» Q gS
O
M
-5
FILL SOILS
Silty SAND
Brown, dense to very dense, dry
NATURAL SOILS
SAND fine to medium^ralned slightly Silty
Brown to red brown, dense to very dense, dry
Boring completed at depth of 5'
10
15
20
-25
-30
-35
NorCal Engineering Project No.
8710-00 10
Hammer Weight:
jepth
(feet)
Log of Boirng B-11
project: Anastasi/Carlsbad
Date of Drilling: 8/8/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Drop:
Laboratory
-0
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
Samples
1 =
O 3 o Q gS
M
-5
10
15
-20
-25
-30
35
FILL SOILS
Silty SAND
Brown, dense to very dense, dry
NATURAL SOILS
SAND fine to medium grained slightly Silty
Brown to red brown, dense to very dense, dry
SAND fine to medium grained
Light brown, medium dense, damp
2.3 114.6
4.6 115.6
Boring completed at depth of 12'
NorCal Engineering Project No.
8710-00 11
Log of Boring B-12
Anastasi/Carlsbad
pB ofPrilling: 8/8/00 Groundwater Depth: None Encountered
ilinq Method: Hand Auger
(imer Weight: Drop:
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
Samples"
II m ,9 o'^ S
LaBoratory
O
-6
-10
-15
-20
-25
-30
-35
FILL SOILS
Silty SAND
^ Brown, dense to very dense, dry
NATURAL SOILS
SAND fine to medium grained slightly Silty
Brown to red brown, dense to very dense, dry
1.1
Boring completed at depth of 8'
NorCal Engineering Project No.
8710-00 12
Appendix B
NorCal Engineering
August 14, 2000
Page 12
foject Number 8710-00
TABLE I
MAXIMUM DENSITY TESTS
(ASTM: 0-1557-91^
Sample Classification
B1 @ 1-2' SAND, fine to medium grained,
slightly silty
B12@0-1' silty SAND
Optimum
Moisture
10.5
10.0
Maximum Dry
Density nbs./cu.ft.)
124.5
126.0
Soil Type
BI @ 1-2'
B12@0-1'
TABLE II
EXPANSION INDEX TESTS
(U.B.C. STD. 29-2)
Classification
SAND, fine to medium grained,
slightly silty
silty SAND
Expansion
Index
03
05
Sample
BI ® 1-4'
TABLE III
ATTERBERG UMITS
Liquid Limit Plastic Limit
21 16
Plasticitv Index
5
Sample
Composite
SULFATE TESTS
Sulfate (%)
0.019
% by weight
NorCal Engineering
500 1000 1500 2000
NOfWU. STRESS (PSF)
2500 3000
SYMBOL BORING
NUMBER
DEPTH
(FEH) 0
(DEGREES)
C
(l>SF)
DRY
DENSITY
(PCF)
NOISTURE
CCRTEirT
(X)
X 1 2.5 34 125 115.4 4.5
o 2 3.0 37 75 115.9 7-3
A 6 2.0 32 125 112.1 6.9
•
NOTE: TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW.
(FM) FIELD MOISTURE
TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN BELOW.
(R) SAMPLES REMOLDED AT 90X OF MAXIMUM DRY DENSITY
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS DIRECT SHEAR TEST RESULTS
Plate A
DIRECT SHEAR TEST RESULTS
Plate A
PROJECT 8710-00 OATE
DIRECT SHEAR TEST RESULTS
Plate A
1.0 5
NORMAL PRESSURE (KSF)
SYMML BQMNS
NUMER
OEFTll
(FEET)
DRY
DENSITY
(l»CF)
MOISTURE
CONTENT
(X)
LIQUID
LIMIT
(X)
PLASTICITY
INDEX
(X)
X 1 4 116.7 6.7
o 1 12 108.1 2.9
2 8 108.6 3.7
•
— COMESSION (FN) FIELD NOISUME - NO WTEI ilBOCD
— REBOUM) (R) SMPU IKNBLflED AT 90X OF MAXIMUM DRY DENSITY
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS CONSOLIDATION TEST RESULTS
Plat:e B
CONSOLIDATION TEST RESULTS
Plat:e B
PROJECT 8710-00 | OATE
CONSOLIDATION TEST RESULTS
Plat:e B