HomeMy WebLinkAboutCT 01-10; Village by the Sea; Updated Geotechnical Investigation; 2002-04-08Updated Geotechnical Investigation
"Village By The Sea" 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
April 8, 2002
SEP 2 9 2002
ENGlNEERiNC-i
DEPARTMENT'
NorCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA 90720
(562)799-9469 Fax (562)799-9459
September 6, 2002 Project Number 8710-00
O'Day Consultants
5900 Pasteur court. Suite 100
Carlsbad, California 92008-7317
Attn.: Mr. George O'Day
RE: Review of Grading Plans - Proposed "Village By the Sea" Residential
Development - Located at 2700 Carlsbad Boulevard, Carlsbad, California
Dear Mr. O'Day:
Pursuant to your request, this firm has reviewed your latest grading plans stamp dated
August 27, 2002 for the above referenced project. The plans appear to be
geotechnically acceptable for the proposed development and conform to
recommendations provided in our approved geotechnical report. 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
Project Engineer
R.G.E. 841
Scott D. Spensiero
Project Manager
SEP 2 0 WU
EmmEERmQ
BEPARTMEMT
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS
10641 HUMBOLT STREET LOS ALAMITOS, CA 90720
(562)799-9469 FAX (562)799-9459
April 8, 2002 Project Number 8710-00
Anastasi Development
1200 Aviation Boulevard
Redondo Beach, California 90278
Attn.: Mr. Chuck Springfield
RE: Updated Geotechnical Investigation - Proposed "Village By The Sea"
Residential Development - Located at 2700 Carlsbad Boulevard, in the
City of Carlsbad, California
Dear Mr. Springfield :
Pursuant to your request, this firm has performed an updated 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 updated 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 s
NORCAL E
Keith D. Tdfcl*^ "^^^ Ji, Troy D. Norrell
Project Eng%!g%;.p^„^vcJ^V>/ President
R.G.E. 841
April 8, 2002
Page 2 Project Number 8710-00
Proiect npyrriptinn
The purpose of .he inves.iga,ion «as ,o explore the subsurface conditions and ,o provide
prelrminary geoechnlca, engineering design para.e.er. for evaluation of ,he sL w h
espec. ,0 the proposed devolop.en.. I. Is proposed ,o construe, a 10-unlt resident
eve op.en. of the subject site. Other l„ents will comprise of concrete a^
asphalt pavement areas.
Site Des^rjp^ir>n
The subject project Is situated within a residential/commercial tract at the northwest
corner of Christiansen Way and Carisbad Bouleva^, in the City of Cadsbad The lu
gene 3haped elongated in a north to south direction. The site Is relatively
w.th topography descending gradually from west to east of a few feet. The property
contains several singie-famlly residences with associated ln,prove,.ents. The open
areas Of the site are covered with a heavy growth of vegetation with the exception of the
properly immediately along Carisbad Boulevard.
Field lnvoj;till?t|'7n
looTT't" °' °' °n April ,3 000 an six 6, additional borings performed on August 8. 2000 to a maximum depth oi
1^ Tl:' visually
c.ss,.ed and logged by a «eld engineer with locations of the subsurface explorations
Shown on the attached Site Plan. The exploratory excavations revealed the exisZ
ea«h matenals to consist o, a „ll and native soii. A detailed description o 1
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
April 8, 2002
Page 3 Project Number 8710-00
Natural: An undisturbed native matenal was encountered directly beneath
the upper fill soils consisting predominately of a brown to red
brown, fine to medium grained, slightiy silty SAND which were
noted to be dense and moist. Deeper soils consisted of dense to
very dense sands to silty sands.
The overall engineenng characenstlcs of the earth materia, were relatively unlfom, with
each.^^^^^^^^^^^
Laboratory jacrfc;
-ches. BulK bag samples were obtained In the upper soils for expansion Index tests
A. The field moisture content (ASTM:D 2216) and the dry density cf .he ring
B. Maximum densl^, .ests (ASTM: D-,557-00, were performed on .yplcai
samples of the upper soils. Results of these tests are shown on TabieT
Expansion index tests in accordance with the Uniform Building Code
St n ard No. 29-2 were performed on remolded samples of the uppe
o„s 0 determine the expansive characteristics. Results of these tests arl
provided on Table II.
NorCal Engineering
c.
April 8, 2002
Page 4 Project Number 8710-00
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 111
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 Recommendation*;
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
recommendafions of different aspects of the project.
NorCal Engineering
April 8, 2002
Page 5
Project Number 8710-00
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 SD,
based on a stiff soil profile.
1997 UBC Seismic Design Parameters
Distance from Site (Rose Canyon Fault)
Seismic Source Type
Seismic Coefficient = Ca (Table 16-Q)
Seismic Coefficient = Cv (Table 16-R)
Near-Source Factor Na (Table 16-S)
Near-Source Factor Nv (Table 16-T)
7 km
B
(0.44) Na
(0.64) Nv
1.0
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 reufilized 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 Placement of Compacted Fill".
NorCal Engineering
April 8, 2002
^^9® 6 Project Number 8710-00
The upper disturbed/fill soils (upper 1 to foot^ ^ „ u
.he exposed surface shall bi sr^t fd pt^^ "^^^^^^^^^^
moisture content and compacted to » '° P'°P^'
lemporary Fv>^^yp|j^r)-
rrirr:^: - - ^ - ^^^^
Temporary unsurcharged exlar r:: ^17. -^'^
(horizontal to vertical, gradient, in areas whr i^wir r '' ^'° '
encountered, where adverse geological condLion: a: xZe t wl"
are adjacent to existino strurfi.roc ^ • '''^ ^^^P^^^d-or where excavations
'opulred. The tem rl;"ttpe gtdT'i ^""^^^ ^«
Sloughing. ' 8'™" P^^^'-e local raveling and
adequate lateral suppon for ail adiac.„, • ^'"'^i"
.he ..ding operatic: anrcr:::^^^^^^^ ^^ ^' ^"
Founription n^<;irjp
e::r:z^ - -d. of .000 pst .or an
-ThebealgvalrbltrZ^r^^^^^^^ in excess of the 18 inch minimum depth uo IT '
NorCal Engineering
April 8, 2002 Project 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 ufilizing these curves and the recommended safe bearing capacifies
reveal that the foundafions will experience settlements on the order of VA inch and
differenfial 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 fiuid densifies. 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 Vertical) Densitv (\h.lcu.n )
Level 30
5 to 1 35
4 to 1 38
3 to 1 40
2 to 1 45
Any applicable short-term construcfion 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 inclinafion 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
April 8, 2002 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 ufilized beneath floor slabs which would be sensifive 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 11 cement according to latest UBC specifications may be utilized for
building foundafions at this time. Addifional 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 recommendafions 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
recommendafions if unexpected to unfavorable conditions are encountered during
construction phase.
NorCal Engineering
April 8, 2002 Project 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 relafing to the grading operations and subsequent construcfion. Our
representative should be present during the grading operations and construction phase
to certify that such recommendations are complied within the field.
This geotechnical invesfigation has been conducted in a manner consistent with the
level of care and skill exercised by members of our profession currently pracficing under
similar conditions in the Southern California area. No other warranty, expressed or
implied is made.
NorCal Engineering
April 8, 2002 Project Number 8710-00
Page 10
SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL
Preparation
Any exisfing low density soils and/or saturated soils shall be removed to competent
natural soil under the inspecfion of the Soils Engineering Firm. After the exposed
surface has been cleansed of debris and/or vegetation, it shall be scarified unfil it is
uniform in consistency, brought to the proper moisture content and compacted to a
minimum of 90% relafive 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 contain any rocks, brick,
asphalfic 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 importafion 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 opfimum 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-1557-00) 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
April 8, 2002 Project Number 8710-00
Page 11
The minimum relafive compacfion 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 condifions.
When the grading is interrupted by heavy rains, compacfion operations shall not be
resumed unfil approved by the Soils Engineering firm.
Grading Observations
The controlling governmental agencies should be nofified prior to commencement of any
grading operafions. This firm recommends that the grading operations be conducted
under the observafion of a Soils Engineering firm as deemed necessary. A 24 hour
nofice must be provided to this firm prior to the fime of our inifial inspecfion.
Observafion shall include the clearing and grubbing operafions 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 relafive compacfion achieved during fill placement. In addition, all
foundafion excavafions 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 foofings.
NorCal Engineering
WASHIN6TON STREET
CARLSBAD BOULEVARD
1 INCH = 100 FEET
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS SITE PLAN
APPROXIMATE LOCATION OF FIELD EXPLORATIONS THE VILLAGE BY THE SEA
SITE PLAN
APPROXIMATE LOCATION OF FIELD EXPLORATIONS
PROJECT 8710-00 | DATE APRIL 2002
SITE PLAN
APPROXIMATE LOCATION OF FIELD EXPLORATIONS
Appendices
(In order of appearance)
Appendix A - Log of Excavations
Logs of Borings Bl to 812
Appendix B - Laboratory Tests
Table I - Maximum Dry Density Tests
Table II - 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
r
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 Oo GW WELL-GRADED GRAVELS, GRAVEL.
SAND MIXTURES, LITTLE OR NO FINE
GP POORLY-GRADED GRAVELS.
GRAVEL-SAND MIXTURES, LITTLE
OR NO FINES
GRAVELS
WITH FINES
(APPRECIABLE
AMOUNT OF
FINES)
GM SILTY GRAVELS, GRAVEL-SAND-
SILT MIXTURES
GC CLAYEY GRAVELS, GRAVEL-SAND-
CLAY MIXTURES
CLEAN SAND
(LITTLE OR NO
FINES)
SW WELL-GRADED SANDS. GRAVELLY
SANDS, LITTLE OR NO FINES
SP POORLY-GRADED SANDS, GRAVEL-
LY SANDS. LITTLE OR NO FINES
SANDS WITH
FINE
(APPRECIABLE
AMOUNT OF
FINES)
SM SILTY SANDS, SAND-SILT
MIXTURES
SC CLAYEY SANDS, SAND-CLAY
MIXTURES
ML
INORGANIC SILTS AND VERY FINE
SANDS, ROCK JLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYER
SILTS WITH SLIGHT PLASTICITY
FINE
GRAINED
SOILS
SILTS
AND
CLAYS
LIQUID LIMIT
LESS THAN 50 CL
MORE THAN
50% OF
MATERIAL
IS SMALLER
THAN NO.
200 SIEVE
SIZE
SILTS
AND
CLAYS
LIQUID LIMIT
GREATER THAN
50
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
orCal Engineering
KEY:
m
c
a
IX
Indicates 2.5-inch Inside Diameter. Ring Sample.
Indicates 2-incli OD Split Spoon Sample (SPT).
Indicates Slielby 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 ttian 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 to the touch.
DAMP Some perceptible
moisture; below optimum
MOIST No visible water; near optimum
moisture content
WET Visible free water, usually
soil is below water table.
RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE
COHESIONLESS SOILS COHESIVE SOILS
Density N (blows/ft) Consistency N (blovre/ft) Approximate
Undrained Shear
Strength (psf)
Very Loose
Loose
Medium Dense
Dense
Very Dense
0to4
4 to 10
10 to 30
30 to 50
over 50
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
0to2
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
Date of Drilling: 4/13/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
Geotechnical Description
Surface Elevation: Not Measured
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
Boring completed at depth of 15' •——
Lith-ology
Samples
« a >•
(A
O 3
CD O
Laboratory
3^
"5
4.5
6.7
4.0
2.9
115.4
116.7
111.7
106.1
in
NorCal Engineering Project No.
8710-00
Log of Boring B-2
Anastasi/Carlsbad
Date of Drilling: 4/13/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
Samples
(A
O 3
Laboratory
3^
"5
10
15
20
25
FILL SOILS
SAND fine to medium grained slightly silty
\Brown, loose, damp with small gravel, upper 6" w|th small rootlets
NATURALSOILS "
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
7.3 115.9
3.7 107.6
Boring completed at depth of 15' 2.6 109.8
NorCal Engineering Project No.
8710-00
Log of Boring B-3
Project: Anastasi/Carlsbad
Date of Drilling: 4/13/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
Geotechnical Description
Surface Elevation: Not Measured
FILL SOILS ' "
SAND fine to medium grained slightly silty
, Brown, loose, damp with small gravel, heavy dried vegetation and roots to
\2.5'
NATURALSOILS
SAND fine to medium grained slightly silty
Brown to red/brown, dense to very dense, damp
SAND fine to medium grained
I Light brown, medium dense, damp
i
Boring completed at depth of 10'
Lith-ology
0) Q. >.
NorCal Engineering
O 3
tn o
"ar
3-^
0
_2
6.8
Project No.
8710-00
116.7
0)'
Log of Boring B-4
Project: Anastasi/Carlsbad
Date of Drilling: 4/13/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
Samples"
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
(0
O 3
CO
Laboratory
3^
^ Q Ss
U)
10
15
FILL SOILS
SAND fine to medium grained slightly silty
\Brown, loose, damp with small gravel, upper 6" with smalkootlets
NATURALSOILS
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
3.4 110.8
Boring completed at depth of 12'
^^^^
NorCal Engineering Project No.
8710-00
Log of Boring B-5
roject: Anastasi/Carlsbad
Date of Drilling: 4/13/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
Geotechnical Description
Surface Elevation: Not Measured
FILL SOILS
\ SAND fine to medium grained slightly silty
\ Brown, loose, damp with small gravel and heavy roots and dried
.^vegetation
NATURALSOILS
SAND fine to medium grained slightly silty
Brown to red/brown, dense to very dense, damp
Boring completed at depth of 8'
Lith-ology
Samples
w
O 3
5,^
3^
2_
Laboratory
7.8
Q Ss
o
112.6
M
NorCal Engineering Project No.
8710-00
Log of Boring B-6
Project: Anastasi/Carlsbad
Date of Drilling: 4/13/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
Samples Laboratory
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
« a >. I-
O 3
CD O
T
3^
^0 Q Ss
a
in
10
15
20
25
FILL SOILS
SAND fine to medium grained slightly silty
\Brown, loose, damp with small gravel, upper 18" with small rootlets
NATUIRAL SOILS
SAND fine to medium grained 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-7
Anastasi/Carlsbad
Date of Drilling: 8/8/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
Samples" Laboratory"
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
in
O 3
CO o
1
5^
S.
Q Ss
5
10
15
20
25
FILL SOILS
Silty SAND with minor debris, loose, dry
NATURALSOILS
SAND fine to medium grained slightly Silty
Brown, dense, dry
Boring completed at depth of 5'
2.7 113.6
NorCal Engineering Project No.
8710-00
Log of Boring B-8
Anastasi/Carlsbad
Date of Drilling: 8/8/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
Samples Laboratory
Geotechnical Description
Surface Elevation: Not Measured
Lith-ology
10
O 3
3^
o
J2_
° Ss
Q
M
FILL SOILS
Silty SAND with minor debris, loose, dry
NATURALSOILS
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
Log of Boring B-9
Project: Anastasi/Carlsbad
Date of Drilling: 8/8/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
10
15
20
25
Geotechnical Description
Surface Elevation: Not Measured
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
Boring completed at depth of 10'
Lith-ology
Samples
in
O 3
00,9
Laboratory
3-»
2.8
5.1
Q Ss
O
113.6
110.9
in
NorCal Engineering Project No.
8710-00
Log of Boirng B-10
Project: Anastasi/Carlsbad
Date of Drilling: 8/8/00
Drilling Method: Hand Auger
Hammer Weight:
Groundwater Depth: None Encountered
Drop:
}epth
[feet) Geotechnical Description
0
Surface Elevation: Not Measured
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
Boring complete(Jat depth of 5'
10
Lith-ology
15
20
25
Samples
M
O 3
1
3^
o"^
2_
Laboratory
^52 Q Ss o
M
NorCal Engineering Project No.
8710-00
10
Log of Boirng B-11
Project: Anastasi/Carlsbad
Date of Drilling: 8/8/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
10
15
20
|25
Geotechnical Description
Surface Elevation: Not Measured
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
Boring completed at depth of 12'
Lith-ology
Samples
« a >> I-
M
O 3
Laboratory
3^
5
2_
2.3
4.6
Q Ss
114.6
115.6
in
NorCal Engineering Project No.
8710-00 11
Log of Boring B-12
Project: Anastasi/Carlsbad
Date of Drilling: 8/8/00 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
epth
feet) Geotechnical Description
0
Surface Elevation: Not Measured
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
Boring completed at depth of 8'
10
15
20
25
Lith-ology
« a
Samples
O 3
5 °
3^
'o'~^
Laboratoiry"
Q Ss
1.1
M
NorCal Engineering
Project No.
8710-00
12
Appendiy R
NorCal Engineering
April 8, 2002
Page 12
Project Number 8710-00
TABLE I
MAXIMUM DENSITY TESTS
(ASTM: D-1557-00)
Sample Classification
Bl @ 1-2' SAND, fine to medium grained,
slightly silty
B^2@0-V silty SAND
Optimum
Moisture
10.5
10.0
Maximum Dry
r)fin.sitv (Ibs./cu.ft.)
124.5
126.0
Soil Type
Bl @ 1-2'
B12@0-1'
TABLE 11
EXPANSION INDEX TESTS
(U B C. STD. 29-2)
Classification
SAND, fine to medium grained,
sliglitly siity
silty SAND
Expansion
Index
03
05
Sample
Bl m 1-4'
Liquid Limit
21
TABLE III
ATTERBERG LIMITS
Plastic Limit
16
Plasticity Index
5
Sample
Composite
TABLE IV
SULFATE TESTS
Sulfate (%)
0.019
% by weight
NorCal Engineering
500 1000 1500 2000
NOWML STRESS (PSF)
2500 3000
SYMBOL BORING
NUMBER
DEPTH
(FEET) 0
(DEGREES)
C
(PSF)
DRT
DENSITY
(PCF)
MOISTURE
coirrENT
(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 90t OF MAXIMUM DRY DENSITY
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS
PROJECT 8710-00
DIRECT SHEAR TEST RESULTS
Plate A
Plate B DATE