HomeMy WebLinkAboutParcel Map 29309 Parcel 2 Preliminary Geotechnical Investigation
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Preliminary Geotechnical Investigation
Winchester Meadows Market Development
Margarita Road and Winchester Road
Temecula, California
Project Number 6738-97
June 6, 1997
NorCal Engineering
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NorCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA 90720
(562) 799-9469 Fax (562) 799-9459
June 6, 1997
Project Number 6738-97
Cahan Properties
11440 W. Bernardo Court, Suite 300
San Diego, California 92127
Attn: Mr. Robert Cahan
RE: Preliminary Geotechnical Investigation - Proposed Winchester
Meadows Market Development - Located at the Northeast Corner of
Margarita Road and Winchester Road, Temecula, California
Dear Mr. Cahan:
Pursuant to your request, this firm has performed a Geotechnical Investigation
for the above referenced project in accordance with your authorization of
proposal dated March 24, 1997. 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.
-j-
Keith D. Tucker
Project Engineer
R.G.E. 841
Troy D. Norrell
President
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June 6, 1997
Page 2
Project Number 6738-97
Structural :Considerations
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 Winchester Meadows Market development.
This geotechnical engineering report presents the findings of our study along
with engineering analysis and recommendations for the proposed project.
It is proposed to construct a commercial retail development consisting of a
51,000 square feet market store; a 18,000 square feet drug store; two major
retail stores, 8,000 square feet each; two retail shop buildings 3,000 and 10,000
square feet and five individual building pads ranging from of 4,500 to 6,000
square feet'for restaurant or general retail use as shown on the conceptual site
plan by Nadel Partnership, Inc. Other improvements will comprise of concrete
paved loading areas and asphaltic paved parking and driveway areas and
landscaping. Final building plans shall be reviewed by this firm prior to submittal
for city approval to determine the need for any additional study and revised
recommendations pertinent to the proposed development, if necessary.
Site Description
The approximately 15.3 acre subject property is situated at the northeast corner
of Margarita Road and Winchester Road in the City of Temecula. The generally
L-shaped property is elongated in a east to west direction and is relatively level
, with topography descending gradually from the northeast to the southwest. The
, majority of the property is currently undeveloped and covered with a moderate to
'high vegetation cover consisting of natural grasses and weeds. The most
'southwest corner of the parcel is occupied by an existing ground water
'production well bordered by a chain link fence. A natural drainage channel
'transverses in a north-south direction near the west property line.
NorCal Engineering
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June 6, 1997
Page 3
Project Number 6738-97
Field Investigation
The investigation consisted of the placement of one subsurface borings by a
truckmounted hollow stem auger to a maximum depth of 50 feet and nine
subsurface trenches by a backhoe ranging from depth of 5 to 18 feet placed
strategically within proposed areas of development. The explorations were
visually classified and logged by a field engineer with locations of the subsurface
explorations shown on the attached Site Plan. The exploratory excavations
revealed the existing earth materials to consist of a surficial 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:
Fill: A surficial fill was encountered consisting predominately of a light
brown to brown, fine grained silty SAND to a depth of one to two
feet below ground surface. These soils were noted to be loose to
dry.
Natural: An undisturbed alluvium soil was encountered directly beneath the
upper fill soils consisting predominately of a brown, fine grained silty
SAND were noted to be dense and damp. Deeper layers consisted
predominately of fine to coarse grained sands grading towards a
clayey silt and silty sand below 40 feet below ground surface.
These soils were noted to be medium dense to dense and damp to
very moist.
The overall engineering characteristics of the earth material were relatively
uniform with each excavation. No groundwater was encountered to the depth of
our explorations and no caving occurred.
NorCal Engineering
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June 6, 1997
Page 4
Project Number 6738-97
Laboratol:Y 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 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. Sieve analyses (ASTM: D422-63) and the percent by weight of soil
finer than the No. 200 sieve (ASTM: 1140) were performed on
selected soil samples. These results are shown later within the
body of this report.
C. Maximum density tests (ASTM: D-1557-78) were performed on
typical samples of the upper soils. Results of these tests are shown
on Table I.
D. 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 and to
provide any necessary recommendations for reinforcement of the
slabs-on-grade and the foundations. Results of these tests are
provided on Table II.
NorCal Engineering
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June 6, 1997
Page 5
Project Number 6738-97
E.
Soluble sulfate tests in accordance with EPA Method 9038 were
performed on representative soils samples to estimate the potential
for corrosion of concrete in contact with the on-site soils. Results
are provided in Table III.
F. Direct shear tests (ASTM: D-3080) were performed on undisturbed
and disturbed samples of the subsurface soils. These tests were
performed to determine parameters for the calculation of the safe
bearing capacity. The test is performed under saturated conditions
at loads of 500 Ibs.lsq.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.
N orCal Engineering
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June 6, 1997
Page 6
Project Number 6738-97
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. Any unusual conditions which
may be encountered in the course of the project development may require the
need for additional study and revised recommendations. The following sections
present a discussion of geotechnical related requirements for specific design
recommendations of different aspects of the project.
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 maximum credible bedrock acceleration of 0.61g may occur from a
Magnitude'6.7 earthquake along the Wildomar Fault of the Elsinore Fault Zone,
which is located approximately one mile to the southwest. 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.
Liquefaction Potential
The site is expected to experience ground shaking and earthquake activity that is
typical of Southern California area. It is during severe ground shaking that loose,
fine grained soils below the groundwater table can liquefy. A review of the
exploratory boring log and the laboratory test results on selected soil samples
obtained indicate the following soil classifications, field blowcounts and amounts
of fines passing through the No. 200 sieve.
N orCal Engineering
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June 6, 1997
Page 7
Project Number 6738-97
Field Blowcounts Relative Amount Passing
Location Classification (blows/f!) Density No. 200 Sieve (%\
B-1 @ 5' SM 26 Dense 33
B-1 @ 10' SW 16 Dense 5
B-1 @ 15' SW 16 Dense 7
B-1 @ 20' SM 24 Dense 13
B-1 @ 25 SW 26 Dense 4
B-1 @ 30 SW 29 Dense 5
B-1 @ 35 SW 26 Medium Dense 4
B-1 @ 40 ML 22 Stiff 74
B-1 @45 SW 58 Very Dense 9
B-1 @ 50 SM 26 Medium Dense 42
· Groundwater not encountered to the depth of Boring B-1
Groundwater depths from previous geotechnical reports (Highland Geotechnical
Consultants, 1989) and readings from nearby water wells (Geotechnical and
Environmental Engineers, Inc. 1991) revealed groundwater to range from 35 to
in excess of 50 feet within the vicinity area with localized perched ground water
zones varying in thickness of 2 to 4 feet at depths of 22 feet below ground
surface.
Our analysis indicates the potential for liquefaction at this site is considered
moderate to high with a historical level at a depth of 35 feet and horizontal
ground acceleration of 0.61g. Sandy soil layers at depths of 35 and 50 feet are
susceptible to liquefaction with associated seismic settlements on the order of 1
to 1.5 inches. These settlements should occur rather uniformly across the site.
Thus, the design of the proposed construction in conformance with the latest
. Building Code provisions for earthquake design is expected to provide mitigation
, of ground shaking hazards that are typical to Southern California.
NorCal Engineering
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June 6, 1997
Page 8
Project Number 6738-97
Site Grading Recommendations
Any vegetation 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". All
fill soils (ranging from 1 to 2 feet) shall be removed to expose competent native
soils, the exposed surface 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. 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.
A diligent search shall be conducted during grading operations in an effort to
uncover any underground structures, irrigation or utility lines. If found, these
structures and lines shall be either removed or properly abandoned prior to the
proposed construction. 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.
Shrinkage and Subsidence
Results of our in-place density tests reveal that the soil shrinkage will be on the
order of 15% due to excavation and recompaction, based upon the assumption
that the fill is compacted to 92% of maximum dry density per ASTM standards.
Subsidence should be 0.2 feet due to earthwork operations. The volume change
does not include any allowance for vegetation or organic stripping, removal of
subsurface improvements or topographic approximations.
NorCal Engineering
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June 6, 1997
Page 9
Project Number 6738-97
Although these values are only approximate, they represent our best estimate of
lost yardage which will likely occur during grading. If more accurate shrinkage
and subsidence factors are needed, it is recommended that field testing using
the actual equipment and grading techniques should be conducted.
Temporary Excavations
Temporary unsurcharged excavations in the existing site materials less than 4
feet high may be made at a vertical gradient unless cohesion less 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 above 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 the following safe bearing capacities for
a embedded depth of 18 inches into approved compacted fill or competent
undisturbed native soils with the corresponding widths:
N orCal Engineering
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June 6, 1997
Page 10
Project Number 6738-97
Allowable Safe Bearing Capacity (psO
Width (ft)
1.5
2.0
4.0
6.0
Continuous
Foundation
Isolated
Foundation
2000
2025
2300
2500
2500
2525
2800
3000
A one third increase may be used when considering short term loading and
seismic forces. A bearing capacity of 1,000 psf shall be utilized in foundation
design where overexcavation outside foundation cannot be performed due to
adjacent structures or property line conditions. Any foundations located adjacent
to descending slopes should be setback one-third the height of the slope at a
minimum of 5 feet horizontally. Isolated foundations may be reinforced at the
discretion of the project structural engineer.
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.lcu.ft.
Maximum Passive Pressure = 2,500 Ibs.lsq.ft.
The passive pressure recommendations are valid only for compacted fill soils
and/or competent native soils.
N orCal Engineering
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June 6, 1997
Page 11
Project Number 6738-97
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
3/4 inch and differential settlements of less than 1/4 inch.
Retaining Wall Oesian 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)
Equivalent Fluid
Density (Ib /cu.ft.)
Level
5 to 1
4 to 1
3 to 1
2 to 1
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 walls shall be waterproofed as needed and protected
from hydrostatic pressure by a reliable permanent subdrain system.
N orCal Engineering
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June 6,1997
Page 12
Project Number 6738-97
Slab Recommendations
All concrete floor slabs shall be a minimum of four inches in thickness and
placed on approved compacted subgrade soils. The project Structural
Engineering should review all proposed loads to be imposed for further
recommendations regarding slab thickness and steel reinforcement. Two inches
of approved sand over a vapor barrier 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
corrosion potential. Test results revealed low levels of sulfate concentrations.
Therefore, 'no special cement foundations are deemed necessary and a Type II
cement may be utilized for building foundations at this time. Additional sulfate
tests shall be performed at the completion of rough grading to a'ssure that these
soils are consistent with the recommendations stated in this design. Sulfate test
results may be found on the attached Table III.
Pavement: Design
The table below provides a preliminary pavement design based upon an R-Value
of 40 for the proposed pavement areas. Final pavement design may need to be
based on R-Value testing of the subgrade soils near the conclusion of rough
grading to assure that these soils are consistent with those assumed in this
preliminary design.
N orCal Engineering
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June 6,1997
Page 13
Project Number 6738-97
Type of Traffic
Traffic
lru:I.ex
Asphaltic
Concrete (in)
Base
Material (in)
Automobile Parking Stalls
4.0
3.0
3.0
Automobile Drive
Circulation ,Areas
5.0
3.0
4.0
Medium Truck Access Areas
(GVW < 42,000 Ibs.; 3 axle)
6.0
3.5
/
5.5
_/
Heavy Truck Access Areas
(GVW < 90,000 Ibs.; 5 axle)
7.0
3.5
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Pavement section thickness should be increased for areas where heavier
vehicular use or larger wheel loads are anticipated. All concrete slabs to be
utilized for, pavement for heavy trucks and forklifts shall be a minimum of six
inches in thickness and placed on approved compacted fill soils. Any approved
base material shall consist of a Class II aggregate or equivalent and should be
compacted'to a minimum of 95% relative compaction.
All pavement materials shall conform to the requirements set forth by the City of
Temecula. The base material and asphaltic concrete should be tested prior to
delivery to 'the site and during placement to determine conformance with the
project specifications. A pavement engineer shall designate the specific asphalt
mix design to meet the required project specifications.
N orCal Engineering
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,June 6,1997
Page 14
Project Number 6738-97
,Limitations
IThe 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.
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 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
lfield.
The geotechnical investigation has been conducted in a manner consistent with
ithe 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.
N orCal Engineering
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June 6, 1997
Page 15
Project Number 6738-97
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% relative compaction (in accordance with
ASTM: D-1557-78).
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-1557-78)
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 testfor every 500 cubic yards placed and/or for every two vertical feet of
compacted 'fill placed.
NorCal Engineering
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June 6, 1997
Page 16
Project Number 6738-97
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 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.
N orCal Engineering
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Project Number 6738-97
(in order of appearance)
Appendix A - Log of Excavations
Log of Boring B-1
Log of Trenches T-1 to T-9
Appendix B - Laboratory Tests
· Table 1- Maximum Dry Density Tests
· Table II - Expansion Tests
· Table III - Sulfate Tests
· Plate A - Direct Shear Tests
· Plate B - Consolidation Tests
N orCal Engineering
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Appendix A
N orCal Engineering
Project Number 6738-97
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~ -5"= ~ oeSCRIP nON OF sua SURFAce MATeRIALS
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0' AcrVA&. c:o..OlnONS IHCOUHl'I".O.
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FILL SOlIS
"" SAND, fine grained, silty, light brown, loos
dry
NA'lURAL SOlIS
5.4 13/11; 55 5- SAND, fine grained, silty, light brown, dens ~
danp
SAND, fine to coarse grained, grey, dense,
to very dense, danp with silty sand interbe jg
0
3.4 8/7/9 5 10-
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3.6 W8 5 IS-
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6.2 7/8/1' 5 20-
.
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4.0 3/13/ 3S 25-
.
4.Q 13/14- 15 S 30-
35
SMPI.E TYPES DATE DRILLED: 5/23/97
~ Rock Core (!J Bulk SUpI. EQIIIPIEIIT USED: 5imco 2800H5
S Sundan! Split Spoon o Jar SUpl. 6RlQIDlIATtR LEVEL: Not Enoountered
[!] Ring SUplo
,N'orCaD Engineering
. soo..s AND OEOTEOINICAL CONSULTANTS roo OF OORING # 1
. ~
PllOolECT 6738-97 . I DATE
~ ~..~ ~ OeSCFlIPrlON OF suaSUFlFAce MAreFlIALS
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0" AC'T\1.14 QOIrcIOInCl'U I!.HCOUHTUIO.
3/13; 3R 35
3.2 NATURAL SOILS
SAND, fine to coarse grained, grey, dense,
. to very dense, damp to /OClist
/ Clayey SILT, dark brown, stiff, very /OClist
23.3 /8/1 R 40-
.
. SAND, fine to coarse grained, gravelly,
grey, dense to very dense, wet
23.2 2O~ psR 45-
- SAND, fine grained, silty, brown, dense,
- very /OClist
16.0 6/11/ SR 50- =UJ UL'
...
.
.
55-
60-
.
65-
70
I SNlFtE nPES Do\TE DRIUED: 5/23/97
@] Rock Core ~ Bulk ~le EQUIPlUT lJS(J): Simco 280005
~ Sundud Splft Spoon J Jar ~le GROIIIllMTER LEYEl: Not Encountered
R Ring ~1.
:N orCal Engineering
.son.s AND GEOTECHNICAL CONSULTANTS LOG OF OORnl; # 1 continued
* I
~ 6738-97 IlMTE
~ '5"~ ~ OESCRIPrlON OF SUeSURFACE MATERIALS
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01' AC'I"UAl, CONOtnOHS IHCOUNruco.
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FILL SOILS
"\ SAND, fine grained, silty, brown, loose, dry
5.7 116.1 RjB with small pieces of concrete pipe
5- NA'IURAL SOIIS
SAND, fine grained, silty, brown, dense,
slightly damp
. SAND, fine to coarse grained, greyish-brown,
8.1 120.7 R 10- dense to very dense, damp
-
.
15
-
.
20-
.
25-
.
.
30-
.
35
iSNlPlE TYPES
~. Roclt Core
5 SUndin! Sp 11 t Spoon
II 111ng Supl.
. NarCa) Engineering
: son.s AND GEOTECHNICAL CONSULTANTS
[!] BuIlt Supl.
Q] Jar Supl.
Mlt DRIllED: 5/28/97
EQUIPfEIIT USED: Backhoe
SRlllIIlIllMTER LEVEL: Not Encountered
'.
roo OF 'lmN:H # 1
z/.7
PllOollCT
6738-97 .
IIlATt
-
~ .5" ~ r oeSCRIPnON OF suaSURFAce MATeRIALS
~iI :;; ~1! " < - ~ -
~ - j ~~ .-
YO _ ~ ~ i~_ THtS WW'U,IlI't ..,.,.",1. ONU A' '"1 t"OC."'ION 0' 'Nt' IOII"NQ ""'0 It' rNI ',we 0' l~
g 2i OI'IU'NO. sue''''.'ACI CONOltlONS ""'t Ol"tlll A' arNllII \Dc.t.f1QHS 10"'0 ....." C"U,HCI J -
..., 'Hit \DCArIOM WIn. tloll 'AJMQI 0' 1'IlIlC. '"1 OA1'A ....u."'no I' ... SIW~I..ICMIOH ..
0' ACTVAL COHo.nQHI lNCOUNfllItlO.
0
FILL SOlIS
5.9 115.3 RiJ ""'- SAND, fine grained, silty, brown, loose, dry
. NA'IURAL SOlIS
113.6 R SAND, fine grained, silty, light brown to
4,7 5- greyish-brown, dense, slightly daJrp
/ SAND, fine to medium grained, greyish-brown,
dense, daJrp
/ SAND, fine to medium grained, silty, brown,
6,9 112.0 R 10- dense, daJrp
.
.
15-
.
20-
0
25-
.
30-
35
SNI'lE TYPES DATE DRILLED: 5/28/97
(f] Roct Core ~ Bult ~l. EQUI PIlElIT USED: Backhoe
rn S~ndard Split Spoon J Jar ~1. &IllUlIllIATER LEVEL: Not Encountered
ill R1ng ~l.
NorCal Engineering
;son.s AND GEOTECHNICAL CONSULTANTS too OF 'mEN:H #2 ~
,
Pao.JECT b/JIj-':I1 . I DATE
.. ~...: ~ OESCRIPrlON OF SU8SURFAce MATeRIALS
~~ ]~ -~~ . . - 0-
:~ - hi i i~ .-
VI. :.. ~ no SU....U1 """'.. GNU ., 'HI \,oc..F1OJrl1 011I rMlI lOlliNG o\HO ..., 'HI "w, 0' !:
i ! OAI\.UNCI. 1&,t......'AC. COHO.fIOM. 1lU.'t oe"", ., or..... ux.AttOHI AIlIO w..'t CHAHal or
At '''''l.OCAflQN ....". tWI MllAGI Ofl 'I.... 'MI 0"'. ","I""no II " t'MIf\,"ICAru'IIf
0' AC:fUAL co.eDtnOtiI CHCOVNf'.CO.
0
FILL sons
8.0 112.4 R SAND, fine grained, silty, brown, loose, dry
.
'\ NA'lURAL SOrIS
SAND, fine grained, silty, light brown to
5.1 119.9 R 5- greyish-brown, dense, damp
--
6.7 116.2 R SAND, fine to rredium grained, greyish-brown,
"'" dense, damp
- SAND, fine to rredium grained, silty, brown,
lO- r---.... dense, damp
.
.
I
15-
.
.
20-
.
25-
30-
.
.-
3S
I SNIPU TYPES DAn DRtUED: 5/28/97
m Rock eore ~ Bulk Supt. EQUtJItDT USED: Backhoe
S . StandaN Split Spoon J Jar Supl. 6ROUlIllIo\TER LEYEL: Not Enoountered '
. Ring Supta
:NorCal Engineering
;SOlLS AND GEOTEQiNICAL CONSULTANTS too OF TREN:H #3
. . P
'IIO.IICT b/,jIJ-:lI . 100Tt
i,:;ii-~;~:'4t:"::_":<.~~io~~i;1,~Lc _:
cii:":'~;;';-~":':_~,
.,4";';';:;::;:--.::t::z..:-"
~ ~-, ~
~il ~
~ -~
~ - ~ ~ -
"'- ,.~ ~J j i~
i l5 t_
o
i SNI'U TYPES
i Rock eore
:SSc.nd&rd Splft Spoon
JR Ring SUpI.
10
~3
Ol!SCIlIPrlON OF SUBSURFACE MATEAI"'~,~~"
; ":j.;'
'HlI~....~t "",,,iI. ~y 4' r~. IoOCAflQN 0' rMls lOAINO ~"A"-;";
()lIt'-"-~~M~""~~.' ~.~t.'I~S WAf 04"'" ..., arM'" ""CArlONI, ~~_
"r -,r:~1 ,~!t~'"_"' r,NI PAl MO' or nwe. tHI OAr... "'IIINrlo II :,~:"
~'" ~-t;,r~ :~,,"n:~~ ~f.'IfllIIIO.
Ffi:.L. SoIl:.S
S1\ND, fine grained, silty, brown"
NAWRAL sons
SAND, fine grained, silty,
5 greyish-brCMl'l, dense,
15
20
25
30
35
[!] Bulk SUpI.
Q] Jar SUple
DAn DRIllED: 5/28/97
EQUIPIEKT USED: Backhoe
llIllllIIIIMTER LEVEL: Not Encountered.
IN orCal Engineering
;son..s AND OEOTEQfNICAL CONSULTANTS
.'
PIOoIICT 6738-97 ~TI
l;-'o~~<~'.~-~'
c.-:~,.:-;j;~';/.
....:-.:.~ -.fkj~""",=
LCG OF 'DUKH 114
~
-,- -:':":;:.;.:.~'S::...1..k:.jft;"
~ ~~= ~ oeSCR'PrJON OF sueSURFAce MATeRIALS
~;I :;j -~~
;~ ~ ~ "= L
iu j -::I .:~
i - .. - ~'!; THe1 su........ ."...., 0""" 4t ,.., l"OCArIQH 0' THIS IO"IIIIQ AoHQ .T '"I TII", 0" !~
!! ~1"I.IHQ. SUI'U"'ACI COHDlflONt ...., 0"'.11 4T ontlll \DCA"ONS .....0 ....." C"""'CI oj -
AT THIS \.QC,AflOfil ...,. 'H, "AIMO' 0" F1w.. 'HI OAr4 ""UI",'IO It " SI"'~.~ICA"o..
0_ ACTUAL COfrtOlnOtlt I.NCCUNl"l.CO.
0
-"" FILL SOIIS
7.2 110.1 R SAND, fine grained, silty, light brown, loos
dry
NATURAL SOILS
10.2 111.3 R 5~ SAND, fine grained, silty, light brown to
. ""- greyish-brown, dense, slightly darrp
SAND, fine to coarse grained, grey, dense to
very dense, darrp
2.8 117.3 R 10-
0
15-
.
20- I
I
25-
.
30-
.
-
35
SAMPlE TYPES DATE DRILlED: 5/28/97
m Rock eo... l!l Bulk Suple EQUIPMElfT USED: Backhoe
S SUndard Sp II t Spoon Q] Ja~ Sup1e 6IlOOIlIllM TER LEVEL: Not enoountered
R Ring Suplo
: N'orCan Engineering
son.s AND GEOTECHNICAL CONSULTANTS LeG OF TREN:H #5
. ,
z.1.
PllOollCT b'/jl:l-~ I I DATE
~,.'.,-_.,,_..
~...,..,,-,.;,,'!V_._n.,~,.-::,~...- .
~ ~ ;: r OesCRIPTION OF SUBSURFACE MATERIALS
-
~,1 i - -H - U ~ -
r;; _ ~ ~ iU i !~
i ,"", IU"MA.~ """,I. 0fIn." ..., '... U)C."QM 011I '..... to.tNQ 0\11IO .u tHI "YI 0'
:5 DRILL'NO. "''''''"'et COHDlflOffI IllAY 01"" At Of..,. l.OCArIQH, UtO "'A" C......HO. oj -
At ,..... \.OCAflOtf "M'N 'NI",,"SlAal 01 ,..... 'HID.'" ""'''''''10 It II ""~I"ICArIOlll
0' .cTUAI, co_cunONI CIltCou""'''.o.
0
FILL SOlIS
."'" SAND, fine grained, silty, light brCMl1, 10m e
dry
NA'IDRAL SOlIS
2.4 118.7 R 5- ~ SAND, fine grained, silty, light brown, to
greyish brown, dense, slightly darrp
. SAND, fine to coarse grained, grey, dense
to very dense, darrp
-
2. 1 120.6 R 10-
1.9 122.6 R 15-
20,..
.
25-
.
30-
35
SNIJIlE TYPES DIlTE DRILlED: 5/28/97
m Roct Core ~ Bult Suple EQIIIPIlEKT USED: Backhoe
S SC.ndard $p 11 t Spoon J Jar SMple &llOlIllllMTER LEVEL: Not Encountered
R RIng Supl.
,
:lWorCal Engineering
SOILS AND OEOTEOfNlCAL CONSULTANTS LOG OF mENai 116 'Jib
I !~ 6738-97 IDA TE
I . ~( r DESCRIPTION OF SUBSURFAce MATeRIA~S
~,1 ~ - ~ ~ -
i I - - U
I I;; _ - ~ iU i 'HI' IU......., '"'-*1' OH\1 ..., '.... 1,0CAr10" 0' ,..... .CAIHa UfO At '"1 t".., 0' H
I ; ! Cltll.l.'NG. ....."""AC. COHOIrtON' ....., 0"'1" At aTM'" l.OCAnON' U10 ..."., C.HANOI oil -
0\1 'HlI UXArlOlll ""M rNI ~SSAQ' 01 rlW.. tHI OAf. "".'."'10 IS " '1"'l..-ICA'IOtrrl
011I' ...CTUAL CONOlnOHI CNCOUNfUCO.
, 0
FILL SOUS brown, loose, dr)
~ SAND, fine grained, silty,
NA'lURAL SOILS
"" SAND, fine grained, silty, light brown to
5- greyish-brown, dense, slightly damp
-~ SAND, fine to rredium grained, slightly silt],
greyish-brown, dense, damp
-
- SAND, fine to medium grained, silty, brown,
10- dense, damp
.
-
15-
.
-
20-
I
I
25- ,
.
30-
35
,SAJIIlE TYPES Ilo\Tt DRILLED: 5/28/97
@] llack Core [!] Bulk Suple EQUIPIEIlT USED: Backhoe
fE SUndard SplIt Spoon Q] J.r Suple 6AOlIIIlM TtR LEVEL: Not Encountered
II RIng Sup1e
'NorCal Engineering
!SOILS AND GEOTECHNICAL CONSULTANTS LOG OF TREK:H 17 '#\
IPInJl!X:T 07 J'(j-'j I 100TE
.
. 6..':: ~ oeSCRIP rlOH OF SUBSURFAce !.lA reRIALS
~.. I - ~~~ ~ U ~ -
r;; _ . ~ iu j ,.... su......." """111 OM,t ", r... LOCATlOfif 011' 'HI' tOllINQ o\HO .u 'HI tiMe 0' a~
; ! ORI~r..IHQ. _'WI'AC. CONOmOH' ...., 01"" ..., Of...,,. I.OCArlOHt utO .."" CMAliUlI .;j -
A' 'NI' IoDCAnQN Wll'M rNI ~IIAQ' 01 "MI. rlotl OA'" "..INrIO 'S ... 'IMP\,I"'ICAflQH
0' .c'UAL COfrlIOlnONIIHCQUH'I"IO.
0
FILL sons
~ SAND, fine grained, silty, light brown, loos ~
10.5 114,2 R dry
NATURAL sons
6.8 116.0 R 5- SAND, fine grained, silty, light brown to
greyish-brown, dense, slightly rroist
. grained, grey, dense tc
.// SAND, fine to coarse
very dense, darrp
-
3.0 120.7 R 10-
I
-
-
15-
20,..
.
25-
30-
.
35
SNI'lE TYPES DATE DRILLED: 5/28/97
m Rock Core ~ Bulk Sillple EQUIPllEIIT USED: Backhoe
S SUncNrd Split Spoon J J... Sillple GIlOlIlllMTEI LEVEL: Not Encountered
il Rtng Sillpl.
,
iN'orCal Engineering
. S.On.S AND OEOTEOINICAL CONSULTANTS LOG OF 'DmOf 19 '?;O
, iPllaJB::T 6738-97 lOATE
.
I ~ ~ ;: ~ OESCRIPTlON OF SUBSURFAce MATeRIA~S
~.l ~ ~H ~ -
i - ~ u
iU i ~ -
1;;_ ~ ~ tHl' ""II""Y "",,III Ofrn," 4' 'MC I.OC...1IQft O' tHI' toiliNG Ute At tHI rI... 0' !~
, g :!i !M1L.L.INCL ....""',.C. CONDitIONS ....., 01'''.'' ..., aT...." l.OUflON. UlQ ......, eNANOC .;j -
"1' 'Ntl '-OCA"CIN "I"" ,.... "-UAOI OJ ".... 'HI 0"'1'4 ",UIN riD IS to """'-I.leAfION
0' ACTUAL. CONOlnOMI UtCOUH1IQO.
, 0
FILL SOlIS
8.3 114.3 R SAND, fine grained, silty, light brown,
~ loose, dry
NATURAL SOlIS
5- SAND, fine grained, silty, light brown to
L greyish-brown, dense, damp
SAND, fine to coarse grained, grey, dense tc
very dense, damp
.
10-
0
.
15-
20-
25-
0
30-
35
'SAII'lE TYPES DUE DRILLED: 5/28/97
~ Rock Core rn Built SUpI. EQUIPIDT USED: Backhoe
S SbndArd Split ,Spoon Q] J.~ SUpI. __TER LEYEL: NOt Encountered
R Rfng SUp!.
:N orCal Engineering
,son.s AND GEOTECHNICAL CONSULTANTS lOG OF TRE20I 118
I E'IlOJ'!rl' 6738-97 100TE ?A
_~'''. ,""..' _..,_~J~""""-C''':~''
. . .
Project Number 6738-97
Appendix B
N orCal Engineering
~
June 6, 1997
~
i
1:
~.
.
Samole
T2@2'
. I
t I
f I
, I
U
I
l' ;
>0
T5@3'
Soil Tvpe
T2@2'
T5@3'
Samole
t
T2@2'
T5@3'
ppm: mg/kg
Project Number 6738-97
TABLEt
MAXIMUM DENSITY TESTS
tASTM: 0-1557-781
Classification
Optimum
Moisture
Maximum Dry
Density (Ibs leu ft 1
SAND, fine grained
silty
10,0
122.0
SAND, fine to medium
grained, silty
9.5
125.0
TABLE II
EXPANSION INDEX TESTS
(U.B.C. STD. 29-2)
Classification
Expansion
!llim
SAND, fine grained. silty
9
SAND, fine to medium grained, silty
4
TABLE III
SULFATE TESTS
Sulfate (pom)
25
36
N orCal Engineering
?;?
.J1.
~
$.
f
!::
i
l
l-
i
}.
~
I
I
II
?:I
II
II
,
t
'1
~
~
2500
2000
~ 1500
-
::l
m
11000
. i..
_ _._ h---L..
~'--~.
, ,
q' -. -.. .. ..
... I
500
,I, :
,
, ,
,
~
-..-...----
..1-._...... ._ ......
,
j! .
, -;-T-
~
r-~-- - ~.
-r-+--,
. ~ .'.-.-- r.
o
't
~.
, ,
7!-
o
500
1000
2000
3000
1500
~ STRESS (PSF)
2500
BORING DEPTH - C DII1' .IS,.
S YIIIOI. IlOSln CGmtIlT
IlIIlBER (FEET) DEGREES (PSf) (Pa') (s)
X 1 3 31 275 116.1 5,9
0 3 2.5 33 125 112.4 8.0
.6. 5 2.0 28 225 110.1 7.2
0 8 2.5 35 150 114.3 8.3
NOTE: TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW.
(FM) FIELD MOISTURE
TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN BELOW.
(R) SAMPLES REMOLDED AT 90S OF MAXIMUM DRY DENSITY
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS
DIRECT SHEAR TEST RESULTS
PrATE A
~
PRo.JECT 6738-97 DATE
T _,,_.o:~...~~~'Y""7"'-~~-'-'" .',..-...:..........
. , .
-2
,
c'~
.~-
f 0
,
<
d:_
-r
~
1:-
i 2
,
!
~
t -
..
~ -
"
Ii !
I .. 4
::l
. I
!I\
Iii
j
I
,
~
~
,
!
1
j
i
I
i
i
~
I,
I I I I I I
IIOTE: IlATER AIlOED AT IIOllIW.
PRESSURE AT 1.0 KSF
~
,'. "'- ~
">,~ "-....
~" "
'~, , ,
,
, "
,
- f',
. " ~"
"-
, . "-
- "./r..
-\ ....V
\
. II
,\
I,
,
6
8
10
0,1
0,5
1.0 5
IlOIIML PRESSURE (KSF)
10
20
40
SNIOl
IICIlII&
IUllER
LIQUID
LIMIT
(S)
PlASTICITY
IIlDEX
(S)
x
o
/!;.
c
DEPlH DRY MOISTURE
( ) lDSlTY COIITEIT
FEET (PCF) (S)
112.0 6.9
116.2 6.7
111.3 10.2
122.6 1. 9
(FM) FIElD MOISlllIE - 110 IMTER ADDED
(I) WI'lE IEJllIlIIEII AT 90S Of MXIIUI DRY lDSlTY
2 10
3 7.5
5 5
6 15
ClII'RESSIOll
,--- RE80lIIl
iN orCal Engineering
SOlLS AND GEOTECHNICAL CONSULTANTS
PROJECT
CONSOLIDATION TEST RESULTS
PIATE B
~
6738-97
DATE