HomeMy WebLinkAbout3079; POINSETTIA LN BRIDGE CONSTRUCTION; FOUNDATION INVESTIGATION; 1983-04-150
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FOUNDATION INVESTIGATION
Poinsettia Lane Overcrossing Bridge,
Poinsettia Lane and Atchison,
Topeka and Santa Fe Railroad,
in the City of Carlsbad,
California
cowr. 3o-i9
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for
KERCHEVAL AND ASSOCIATES, INC.
April 15, 1983
by
Pacific Soils Engineering, Inc.
Irvine, California
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Work Order 100164A'
April 15, 1983
TABLE OF CONTENT.S
INTRODUCTION AND SUMMARY 1
SEISMICITY 3
LIQUEFACTION 4
Table I -- Major Active Faults
Figure 1 Seismicity Location Map
DISCUSSION 5
Drivehi.Friction Piles 7
CONCLUSIONS A14D RECOMMENDATIONS 8
Seismicity Considerations 8
Pile and Structure Design 8
Grading and Embankment Fill Recommendations 12
...Other Design Considerations 15
Chemical Testing 15
Ground Water' 16
APPENDIX
References
Field Investigation
Laboratory Tests
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Plate A - Unified Soil Classification System
Plates A-1 through A-3 Log of Borings
Plate B - Plot Plan
Plates.C-1-through C-3 Consolidation Curves
Plate D - Pile Capacity Curve
Plate E - Direct Shear Test Results
Plates F-1, F-2 - Slope Stability Calculations
Plates G-1, G-2 - Pavement Design Data
Earthwork Specifications
PACIFIC SOILS ENGINEERING, INC.
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PACIFIC SOILS ENGINEERING, INC.
17909 FITCH, IRVINE, CALIFORNIA 92714-6097
TELEPHONE: (714) 557-9450
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Kercheval and Associates, Inc.
9420 Farnham Street
Suite 113
San Diego, CA 92123
L.A. COUNTY OFFICE
1402 W. 240th Street
Harbor City, Ca. 90710-0307
(213) 325-7272 or 775-6771
April 15, 1983
Work Order 100164A
Attention: Mr. Albert Kercheval,
President
Subject: Foundation Investigation for Poinsettia Lane
Overcrossing Bridge, Poinsettia Lane and
Atchison, Topeka and Santa Fe Railroad,
in the City of Carlsbad, California
Reference: Foundation Investigation for Poinsettia Lane
Bridge dated June 12, 1973, by Pacific
Soilsl_.Engineering, Inc. (W.O. 100164)
Gentlemen:
INTRODUCTION AND SUMMARY
Presented herein at your request, is this -firm's updated foundation
report for the proposed bridge at Poinsettia Lane and ATSFRR. Included
in this report are seismicity considerations, results of the field
exploratory operation which was completed in 1973, laboratory testing,
engineering analyses and this firm's Earthwork Specifications.
Information was furnished by the firm of Kercheval and Associates, Inc.
and indicated the proposed structure to be a three span precast pre-
stressed.slab bridge on pier wall bents on pile caps.
An embankment type of fill is proposed on both the east and west side
of the railroad. This embankment will vary in height up to approximately
25 feet.
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Work Order-100164A Page Two
April 15, 1983
The site-.'islocated between the San Diego Freeway and Ocean View
Avenue. The approximate elevation at the freeway is 80, at the site
approximately 50 and at Ocean View approximately 65. Shallow local
depressions exist on both the east and west side of the railroad
tracks that tend to impound water. Surface drainage at the site is not
positive as water was ponded on the east side of the track in the months
of April, 1973 and April, 1983.
E Granular marin.e Terrace Deposits exist over the site and the adjacent
area. These materials are generally dense and competent materials.
0 Graphic .logs of borings and a partial summary of laboratory test data
are shown on Plates-A-1 through A-3 inclusive. The estimated locations
of the soil test borings are shown on the attached plot plan (Plate B).
Consolidation-pres.sure test curves for the typical foundation soils to
beinfluenced by the footings are shown on Plates C-1 through C-2.
Direct shear data .for~ the typical bearing soils is presented on Plates
A-1 through A-3, with ov erburden-direct shear single point data presented
on Plate E. Pile capacity curve data are presented on Plate D-1.
Slope stability calculations are presented on Plates F-1 and F-2.
Anticipated pavement design calculations 'are presented on Plate G-2
with "R" Value test data on Plate G-1. Methods of field investigation
and laboratory testing are briefly outlined in Appendices B and C.
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Work Order 100164A Page Three
April 15,.1983
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SEISMICITY
Southern California is a seismically active region and it can be
expected that the site.willexperience ground shaking as a result of
earthquakes. The major active faults likely to produce ground shaking
at'the subject site are presented in Table I along with computed
seismic parameters. The location of these faults'and their
46 relationship to the site are shown on Figure 1.
No known active faults have been mapped within the subject site.
The La Costa Avenue fault lies somewhat less than two miles southwest
of the site. This northeast trending normal fault has been postulated
to be -related to wrench style faulting associated with the offshore
Rose Canyon fault zone (Adams~.& Frost, 1981). A Pleistocene activation
is inferred f6r'the La Costa Avenue fault based upon Pleistocene
movement of the'.Rose Canyon fault as determined by Gastil, Kies and
0 Melius (1979).
The Rose Canyon fault zone has been postulated by Moore (1972) to
extend northward connecting with the Newport-Inglewood fault zone
offshore at Newport Beach. This extension would increase the active
length of the Rose Canyon fault from 45 miles to over 130 miles.
0 Threet (1981) objected strongly to Moore's interpretation, however.
In Threet'sview, the increased seismic hazards inherited with a con-
tinuous 130-mile*long fault are not justified for the San Diego area.
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April 15, 1983
Threet prefers to veiw the Rose Canyon-Newport-Inglewood fault zone
as a series of small faults thereby lowering substantially the
inherent seismic potential. In Table I we have presented the.-
Newport-Inglewood and the Rose Canyon as a continuous zone based
on Moore's interpretation. This analysis presents a "worst case"
type of study.
LIQUEFACTION
In consideration of the medium dense nature of the sands, liquefaction
potential is considered remote.
PACIFIC SOILS ENGINEERING, INC.
T A B L E I
Max i mum
Probable
Maximum Maximum Repeatable Predominant
Probable Probable High Duration Period
Earthquake Bedrock Ground of of Bedrock
Magnitude(l) Accel.(1) Accel.(3) Shaking(4)- .@ Site (1.)
7.0 0.58g 0.38g 24 seconds 0.35 seconds
7.-5 0.23g 0.15g 30 seconds 0.35 seconds
7.5 0.06g 0.04g.- 30 seconds 0.50 seconds
7.5 0.09g 0.006g 30 seconds 0.50 seconds
Approx. Max. Magnitude
Distance of Historical
FAULT From Site Earthquake'
Newport-Inglewood-
Rose Canyon 4 mil6s 6.3(1933)
Elsinore 26 miles 5.5(1938)
San Andreas
(southern segment) 77 miles 6.5(1948)
San Jacinto 53 miles 7.1(1940)
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M
z
M M
Greensfelder (1975)
Schnabel and Seed (1973)'
Ploessel and Slosson (1974)
Housner (1970)
Seed, et.al. (1969)
> ::E: 10 0
0
Ln Qj (D
kD F~
CO C)
w CD
F~
1857~ Ir
O'N
M2 9)6
060 NIS.
Im + N 1893 .. .0
t971 A, X-11 0 M65 1899 LOS
N. 'I " \ \~
' ES CO
% <
VEATURA. CO % LE JVGS SAN FEWANDO FULT %
1769 S,4A1 BERNARDIIVO CO _j FAU F.
'L la55 VCH
trm R S4 1907
Z P%
FALLT Los
-
AWEI. C\S 920
BANNI
r 1890 1918
M6.8
M63 MEL5 SANU LOAV ANA RI
ORANGE CO
1812 899
M7+
1937
M6.0 ...M6
1910
island
M62_- SITE 1894
son CI&7w* SAIV DIEGO CO
Island
1941
M -6 5.9 aO
SAN
DIESO
CALIFORNI~
IOLV560, ~O~~20 10 5 ,0 10 m AJA CALI
M I L E S KILOMETERS B
L EGE-ND
Total length of fault zone that brooks Holocene
deposits or that has had seisrnic activity
Fault segment with surface rupture during on
1899
historic earthquake, or vMh oseisrnic fault creep
M75
Approximate epicentral area of earthquakes that
occurred 1769 — 1933
*52 M6_80 Ref.: AEG Special Publication October 1973(coinplied by Richard ~L -Proctor)
Earthquake epicenters since 1933 PACIFIC SOILS- ENGINEERING, INC.--
10.'0 16 4A 4/15/83.. W.O. DATE
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April 15, 1983
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DISCUSSION
40 Three (3) soil test borings were made in 1973, at the estimat ed -
locations shown on the plot plan to depths ranging from 27.0
to 45.0 feet below existing grade. Undisturbed samples of soil
were obtained from the borings at frequent increments in depth as ,
shown-on the attached Logs of Borings. The general soil profile, as
revealed by the borings, consists of clayey and silty sands to the depths
explored. Perched ground water -was encountered at a depth of 17.0 feet
in Boring No. 1. The water level appeared static and did not rise
appreciably when left undisturbed. The water and sandy soil condi-
tions at the elevation water was encountered caused severe caving
while attempting to bore with a rotary bucket rig. A head of water and
drilling mud was imposed on the static water level to facilitate
drilling without undue caving. This procedure.was utilized in all
the borings to obtained the desired penetration.
Moisture-density relationships and shear strength.indicate that the
native soils are uniform in strength characteristics even though
the moisture content varied.
Consideration was given to the use of spread footings to support the
proposed columns and abutments. Settlement studies which considered
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the effect of the embankment were made for the spread footing solution.
The studies were based on column loads of 200 kips of which 80 percent
was considered to be permanent dead load; depths of embedment of
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Work Order 100164A Page Six
April 15,1983
five (5) feet below existing grade, and an average ground water
0 condition of 17 feet below grade. Computations using the Westergard
equations indicated ultimate settlements on the order of 1/2 to 1-3/4
inches. Based on the general design criteria, settlements of this
0 magnitude are not considered allowable. Therefore, no further study
regarding the use of this type of foundation was made.
On the basis of the design requirements and existing soil conditions,
it is recommended that the structure be supported on friction piles.
Due to ground water conditions, the piles should be driven. A dense
strata was encountered at a depth of approximately 27 to 35 feet that
will result in difficult driving of the piles. Tips should be
utilized to protect the pile. Jetting should not be permitted to
achieve the desired length, however, the pile may be assumed to have
the full design capacity if terminated under the project*soil
engineer's direction. Selection of the type of pile to be used should
be made on the basis of economics after a review of the characteristics
and restrictions as set forth in this report has been made. Recom-
mendations for driven piles are presented below.
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Work Order 100164A Page Seven
April 15, 1983
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0 Driven Friction Piles
Driven friction piles, having a maximum capacity of 140 kips,. may
be used. The selection of the type.of driven pile to'be used will
be an economic consideration. For the purposes of this report, we will
limit our discussion to a di~.iven displacement type pile, either
H-pile, or . p recast .. concrete. An H-pile is probably the best suited
for the site conditions.
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Work Order 100164A Page Eight
April 15, 1983
CONCLUSIONS AND RECOMMENDATIONS
Based on the results of the field investigation, laboratory testing
and review of available drawings received from Kercheval and
Associates, Inc., the proposed improvements are feasible from a
geotechnical viewpoint provided the conclusions-and recommendations
presented here*in are incorporated into the design and construction
of the project.
SEISMICITY CONSIDERATIONS
Seismicity considerations do not appear to be a constraint to
the project. The potential for liquefaction is considered
remote with the dense nature of the granular materials
encountered. Ground acceleration at the site due to an
earthquake will occur within the life span of the project.
Ground rupture or cracking is present for the site as is the case
for most of Southern California, however, it is considered
remote.
Seismic design should be based upon the current and applicable
A_ASHT0 or CalTrans Specifications.
PILE AND STRUCTURE DESIGN
1. The maximum individual pile capacity recommended is 140
kips (70 tons) dead-load plus live load.
PACIFIC SOILS ENGINEERING, INC.
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Work Order 100164A Page Nine.
April 15,1983
capacities for displacement piles can be determined
by reference to Figure D-1. Factors of safety are 2. 0 for
driven. -shell.and H-piles and 2.5 f or precast concrete
piles. The curve indicates that a single 12-inch
mean diameter pile will have a capacity of 70 tons with a
penetration of 36 feet if driven from the present grade.
Compacted embankment fill cannot be utilized as the depth
of penetration of a pile unless the embankment fill is
monitored and it can,be ascertained that all settlement of
the soils underlying the' fill has taken place.
It is estimated that lh-inches of settlement may take place
40 from the effec t of the embankment fill. This shall occur
during'grading or shortly thereafter (30 to 60 days),.
In order to avoid a downdrag on the piles from the embank-
ment fill, the fill should be predrilled to a diameter
slightly larger than the pile diameter. After the pile
has been driven, the void should be filled with a clean
sand (sand equivalent of 30 or greater)..
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0 5. Due to the very dense material encountered at approximately
30 feet, it should be anticipated that some piles may reach
refusal prior to achieving the design depth and need to
be terminated to avoid damage to the pile.
with the direction of the project soil engineer, these-'..-
piles should be considered capacity. Jetting'or pre-
drilling-should not be permitted to achieve the desired.
depth of penetration.
The allowable uplift resistance of a single friction pile
or pile group may be assumed to be 40 percent of the
recommended capacity of the pile or group.
It is recommended that no pile be driven within four (4)
mean pile diameters of a cast-in-place type pile filled
with concrete for less than 24 hours.
Computations for--the maximum ultimate settlement of a
270 kip pile group based on the appropriate consolidation
0 pressure curves shown on Plates C-1 through C-3 indicate
settlements on the order of five-eights inch (5/8").
A one-third increase in the allowable pile capacities,
as determined by the pile capacity curves,will be allowed
when considering the.seismic loads.
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Work Order 100164A Page Eleven
April 15, 1983
It is recommended that the piles be spaced a minimum of
2.5 feet or 2-1/2 diameters, whichever is greater,.
center-to"center with consideration being given to group
perimeter versus sum of individual pile.perimeters. The
sum of the individual pile perimeters should not exceed .
the pile group perimeter.
When driving large groups of piles, the piles near the
cen ter of the group should be dirven first. The remaining.
piles should be driven in sequence toward the perimeter
of the group.
With regard to passive soil resistance, a value of 400
pounds per square foot per foot of depth may be applied to
both'the pile cap and the frontal piles in each group;
The passive soil pressure depended upon should not exceed
3,5_00 pounds per square foot at -the maximum. The value
may be increased one-third for temporarily applied loads,
such as seismic.
Piles placed in groups of more than two (2) should be
desig ned for reduced capacity or should have 'an increase
in length according to the following group efficiency
formula:
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Work Order 100164A Page Twelve
April 15, 1983
Efficiency = 1 - 3.14
D
SMN E(N-l)M+(M-l)N+l.41(M-l)(N-
Where: N = Number of piles in a row
.M = Number of rows
D =.Diameter of pile
S = Center-to-center spacing of piles
13. Pile driving operations should be done under the continuous
inspection of'a qualified soil engineer.
C. GRADING AND EMBANKMENT FILL RECOMMENDATIONS -
All grading should be accomplished in accordance with the
recommendations contained herein and in accordance with the
0. Standard Specifications for Public Works Construction and the
current Grading Ordinances of the County of San Diego. This
firm's Earthwork Specifications are attached and are considered
9 applicable.for all work performed under the purview of this
report.
The embankment fill of approximately 25 feet is programmed
for the bridge abutments. The exact source of the material to
construct this embankment fill has not been determined-,.
however, a reconnaissance of the general area indicates that
Terrace sands will predominate the area and will probably be
used. Based upon -the use of this type of materiall the
0 following recommendations are presented,
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Work Order 100164A. Page Thirteen
April 15, 1983
Embankment fill slopes may be programmed at a ratio
of 1~-horizontal to 1-vertical provided;!~that the
criteria included in this report for grading is followed.
Areas which are to receive compacted fill shall be stripped
of all vegetation,existing fill and soft or unsuitable
material.
The local depression easterly of the railroad tracks had
soft surface material at the time of bur field exploration.
.Removal on the order of three (3) feet of material may
be necessary in this area.'
Fill exists as trench backfill placed during the construction
of the sanitary sewer that extends parallel to the rail-
0 road on the easterly side of the railroad right-of-way.
This fill was penetrated by boring and appeared to be
suitable.~
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.3. It is understood that the sewer was encased in concrete in
the subject area. With this encasement, the surcharge from
the embankment fill should not cause any adverse settlement.
A high pressure gas main traverses the site. An evaluation
of this facility has not been made at this time. The effect
of 'the proposed developme
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nt on this pipeline should be
evaluated.
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Work Order 100164A Page Fourteen*.
April 15, 1983
After stripping and removal has been completed, areas to
receive fill shall be-processed and compacted to a depth
of 12-inches.
All fill and processed material shall be compacted,to a
minimum of 90 percent of the laboratory standard
(ASTY[D: 1557) at close to the optimum moisture for the
material.
Imported material should be approved by the project
soil engineer prior to its-*use.
Due to the granular nature of the soil, special care will
be necessary in grading of the fill slopes.
The embankment slopes should be backrolled at maximum
intervals of four (4) feet as the embankment is brought
to grad.e..
At the, completion, the fill slope should then be compacted
on the surface with a sheepsfoot roller and then a grid
roller, manipulated by-a side boom tractor or a-truck crane.
As an alternative to the above surface-compaction, the
slopes may be overfilled and-cut back to the compacted core.
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Work Order 100164A Page Fifteen
April 15, 1983
ri LA
ProVisions for surface drainage along the toe of the
embankment fills will be necessary. Ponding of water
in the area of the pile cap and fill slopes.-beneath
the bridge area adjacent to the railroad must not occur.
If water is to be transmitted along the toe of these fill
slopes or in the area of the pile cap, it should be carried
in a conduit or along a gunited channel.
it is anticipated that the embankment fill will be con-
structed with granular materials such as exists in the
_.area. An "R" Value test conducted on this matetic
indicated.a value of. 72. Based upon this and a Traffic
Index of 7.0, the minimum structural pavement section of
the City of Carlsbad for arterial highways of three (3)
inches of asphaltic concrete on six (6) inches of
aggregate base should be anticipated. Final design of
the structural section must await completion of grading.
D. OTHER DESIGN CONSIDERATIONS
.1.* Chemical Testing
Chemical tests of representative onsite soils have been
conducted and the results are presented as follows:
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Work Order 100164A. Page Sixteen
April 15,'1983
Sulfates Chlorides
Sample pH (% of dry soil) (ppm)
Centerline West Side 7.9 0.05 12
These-tests were performed by Twining Laboratories of
Southern California, Inc. Based on these results, sulfate
resistant concrete need not be utilized. This could change
if imported materials are aggressive to concrete.
2. Ground Water
Ground water was encountered in-all borings at the depths
indicated on the Log of Borings. The borings were excavated
in April 1973 and conditions may have changed.
The findings and recommendations contained in this report are based
upon the specific excavations, observations-.and laboratory tests as
noted. The materials immediately adjacent to or beneath those observed
may have different
'
characteristics and no representations are made as
to the quality or extent of materials not observed.
Respectfully submitted,
PACIFIC SOILS ENGINEERING, INC.
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JAH: RPK/vl
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BY: Q9-A4,-
REX P. KETTER, R.C.E.15251
Executive Vice President
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Work Order 100164A
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A P P E N D I X
0 A. REFERENCES
Adams, M.A. and Frost, E.G. (1981), The La Costa Avenue
Fault: An Example of a'Secondary Structure Developed
in a Strike-Slip Zone: in Abbot t and O'Dunn eds.;
GeologicInvestigation of the San Diego Coastal Plain,
S.D.A.G. Field Trip Guidebook, p.20-24
Association of Engineering Geologists(1973), "Geology,
Seismicity and Environmental Impact, Special Publication"
Gastil, R.G., Kies, R. and Melius,D.J., (1979), Active and
Potentially Active Faults: San Diego County and Northern-
most Baja California: in Abbott and Elliott, eds.,
Earthquakes and Other Perils, San Diego County, California:
G.S.A. Field Trip Guidebook, p. 47-60
Greensfelder, Roger W. (1975), "Maximum Credible Rock Accelera-
tion from Earthquakes in California"; California Division
of Mines and Geology, Map Sheet 23.
Housner, G.W. (1970), "Strong Ground Motion", Earthquake
Engineering, Chapter 4,-pp. 75-90, Prentice-Hall f
New Jersey (R.B. Weigel, ed.)
Moore, G.W.,(1972) Offshore Extension of the Rose Canyon Fault
San Diego, California: U.S.G.S. Prof. Paper 800-C,
p.Cll3-Cll6.
Slossen, James E. & Ploessel, M.R. (1974), "Repeatable High
Ground Accelerations from Earthquakes, Import Design
Criteria"; California Geology, Vol.27, No.9, pp.195-199.
PACIFIC SOILS ENGINEERING, INC.
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Work Order 100164A
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Appendix Cont.
References Continued
Threet, Richard L. (1979), Rose Canyon Fault: An Alternative
Interpretation: in ."Earthquakes and other Perils, San Diego
Region: Patrick L. Abbott and William J. Elliott, eds.,
GSA Field Trip Guide Book, San Diego Association of Geologists
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Work Order 100164A
April 15, 1983
Appendix Cont.
B. FIELD INVESTIGATION
Three (3) borings were made to depths*ranging from 27.0 to
45.0 feet using a rotary bucket type drill rig. Undisturbed
samples for detailed testing in . our laboratory were obtained
by.driving a sampling spoon into the material. A solid barrel
type spoon was used, having an inside diameter of 2.50 inches,
with a tapered cutting tip at the lower end and a ball valve
at*the upper end. The barrel is lined with thin brass rings,
each one(l) inch in length. The spoon penetrated into the soil
below the depth of boring approximately 12 inches. The central
portion of this sample was retained for testing. All samples
in the natural field condition were sealed in airtight containers
.and transported to the laboratory.
Blow counts were noted for each sample obtained and converted
to "blows per foot" of the Standard Penetrometer.
Surface water was p-onded on the east side of the railway during
the spring-of 1973. This water receded and at the time of our
field investigation, no free water was visible, however , the
drill rig did become.mired down when a boring nearer the
railroad tracks than Boring No. 1 was attempted.
Perched ground water was encountered in the borings and it was
necessary to employ the addition of water and drilling mud to
the borinqs in order to facilitate drilling. The static water
level was determined in Boring No. 1 prior to utilizing this
method.
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Appendix Cont.
C. LABORATORY TESTS
Moisture content and unit weight determinations were made on
specimens from each undisturbed sample, providing information
on the relative densities and moisture retention properties,
and also serving as a further index of classification.
Shear tests were made with'a direct shear machine of
the'strain control type in which the rate of strain if 0.05
inch per minute. The machine is so designed that tests may
be performed without removing the specimens from the rings in
which they were obtained, insuring a minimum of disturbance
from the field condition. Specimens were subjected to shear
under normal loads equivalent to the overburden on the soil
tested. The results, expressed as shearing resistance in pounds
per square foot, are those given on Plate D.
Consolidation tests were performed on specimens of the rep-
resentative soils. The consolidometers, like the direct shear
machine, are designed.to receive the specimens in the rings in
the field condition. Porous stones, placed at the top and bottom
of each specimen, permit the free flow of water from the specimen
during the test. Progressive and final settlements under
increasing load increments were recorded to an accuracy of 0.0001
inch. The final-settlements so obtained are plotted to determine
the curves shown on Plates.C-1 through C-3.
A laboratory maximum density was determined on samples of
the upper soil strata to provide data on relative compaction
of the native soils.
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Appendix Cont.
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49
Particle size determinations were conducted on representa-
tive specimens to aid in classification of the soils. The
percent of sand, silt and clay are shown in Table II.
Chemical tests were conducted on near surface samples in
accordance with ASTM:D-70., D-512 and D-516 standards.
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Fine-grained Soils Coarse-grained Soils
fill More than half of material Is smaller than Na 200 More than half the material is larger than
Z P sieve sl*z,e No. 200 sieve size
06 C
— CD (A r The Na 200 sieve size is about the smallest particle visible to naked eye 0
;a C-)
Sands Grovels 06
W 0 0 Z > More than half of coarse More than half of coarse
< Z fraction is smaller than fraction is larger than W No. 4 sieve size. No. 4 sieve size. (n
M Ej W
Silts and Clays Silts and Clays (For visual classification, the !--in. size may be
Z 0 used as equivalent to the N.' 4 sieve size. Z
or
0 Liquid linit Liquid limit w C:
Sands with Grovels with 0 0 greater than 50 less than 50 Z
fit x 0 06 Fines Clean Sands Fines Clean Grovels -n rT1 r— SL (n > P
(appreciable (little or (appreciable (little or
no fines)
<
amount no fines) amount M C/)
_>< M of fines) of fines) 0 U)
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0 PACIFIC SOIIS ENGINEERING, INC.
BORING 'r.OG
Boring No. I Date 5/23/73
W.O. 100164 Surface Elev. 50—+ ft .
AL4
co
A.-
0 U
0
'M
DESCRIPTION & ANALYSIS
(% Sand. % Siltp % Clay)
Q E-4 :J M -E-4 0
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. 0
0
H 0
02
ra
Z 0
;-4 bo 0 ~1
V
R 28
FILL: (Sewer Backfill) Silty sand (SM),
brown and gray, wet to very moist.below
moderately dense. 118.2 12.0 120 44
R 26 Clayey ~~sarrd (SC),".*gray;-andi,ru'st.~-brown,
very moist, dense.
119.2 13.9
-10-
R 24,- Si Ity's'wid; (SM)kgray-,anid,brown,vve~ry
moist, moderately dense, becomes wet
at 16. 01.
108.7. 17.6
Gravelly sand (SP), gray, saturated,
dense.
Silty sand (SM), Ian, saturated, dense,
interbeds of cle"an sand.
R 3Z 7 Silty land (SM), 'NWhite, very moist, very dense. 101.0 25.4
End of Boring, severe caving below 17';
water @ 17'.
NOTE: Boring was drilled to 17.0'
where ground water caused. severe
caving. Drilling mud was added
to the water to facilitate further
penetration.
Plate A-1
Ll
Ll
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0 PACIFIC . SOILS -ENGITF-ERING, INC.
BORING LOG
Boring No. 2 Date 5/23/73
W. 0. 100164 Surface Elev. 54:;~- f t.
C-b CO
c D
0
0 co
DESCRIPTION & ANALYSIS
(% Sand", 01. Siltp Clay) -E-4
r-1
E-4
co
H 0
N~o
4; ;-4
0 -
H Cr co M W N~'-
tZ M
0 M 0
0 0
;~; 0
'CZ S~4
bo 0.
H 10
M
-
ItD
R
R'
3 Si.1ty sand (SM)- ' dark brown to brown,
mist to very mist, moderately dense.
111.8
113.3
6.7
13.3 185 37.
Clayey sand (SC), gray and brown, very
moist, dense..
0- R
R
R
23
Z&
26.
Silty sand (SM), gray and rust ~brown,
mist, dense, becomes very moist @
12. 0' and wet @ 19. 0..
116.8
109.8
109.3
12.1
12.3
18.1 -20-
R 277-7 Silty sand (SM), light gray, saturated,
dense, water entering below 23.0'. 97.1 25.4 F
-~-O- 65'
Clayey silt (ML), light gray, very moist,
cemented, very hard. 112.5 17.7
Very difficult drilling, caving @23.0'.
NOTE: Drilling mud was used to
facilitate drilling. Ground water
estimated to be at 23.0'.
Plate A-2
a
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2
rl
0
0
0
a PACIFIC SOTIS ENGI-IN—EERING, INC.
BORING LOG
Boring No. 3 Date 5/23/73
W. o.- 100164 Sur--"s.^e* Elev. 60t ft.
4;
9Lq
14
.90 ::c EO
C
0
U
3.
0 CO
DESCRIPTION & ANALYSIS
(% Sand. Silt, 1/00' Clay) E-4 FA H Q
~Q
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OF
:4
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4; 4-4
0 -
co
M
0,0
Cb 0
;4 0
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H '0
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R
R
3 Silty sand (SM), dark brown to bro wn,,
moist, mode.tatel.y-:t.d.eiisdw-,.4,,,i,,s---.
107.3
111.7
6.5
8.2
10- A
R
R
R
2-3
36
Silty sand (SM), light brown, mist,
dense.
Becomes gray, wet @ 25. 0'.-
Becomes saturated @ 28. 0', water
entering @ 28.0'.
105.3
107.5
108.3
107.5
6.8
9.1 *
8.0
20.4
225 34
20-
—3
R 4Z Clayey sand (SC), white, very moist,
dense.
105..8 23.2
40- R ~6`5 Clayey silt (ML), white, very moist,
well cemented, very hard.
115.0 18.1
Slight caving at 28.0', water @ 28.0'.,
Drilling mud was used.
Plate A-3
4; ~&. ft,
Ll
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OcZIDEA'OTAL PF-T20LEum PACIFIC SOILS ENGINEERING, INC*
17875 Sky Park North lrvine,Calif.
L A " r) Fv F-Lom rx) -r (714) S57 9450
W.O. 100IG4. Date(o-4-75
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A -3 3 WORIC ORDER DAY E PACI.FIC SOILS ENGINEERING, INC.
1402.West 240th Street
B y Horbor City, golifornio 90710 SHEET NO..
SUBJECT Polk) S 0\;/ FJP— c_eos- c:'
F-C- AS—F 6tj 2- it sa
PILE CAPACITY CURVE
Da t e v 0'
—r-7- PACIFIC SOILS ENGINEERING BY sheet—of
nvrzzn!,RnPN nTRr4fT siivA
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Cale. By:
S Date: — 5 - 3 O:7B C77 I? CS,
I SLOPE STAIBLU'ry CALCULATIONS
TAYLOWS CRITICAL HEIGHT METHOD HC — C_
~W(F S..) S. N.
WHERE: H 69-C-Vertical Height of Slope, feet.
C -Cohesion, psf. C
%'w Unit Wet Weight of Soil, pCf.
F.S.-Factor of Safety
1P - Interna.1 Fr.iction Angle, degrees.
S.N.-TAYLOR'S Stability Number,varies with Tan 1)
and 'Slope Angle, i, in Degrees.
FOR Y2.1
0
Soil Characteristics: C psf; C) pCf. w 0 0 When is is S. N.
FOR
14 :1
0
Soil Characteristics: C= lln-o psf; pCf. w 0
When i -i's ~2_9_z is S.N.= C I OOFS~
:F-S
13 0(0. 0 1'(b)
PACIFIC SOILS ENGINEERING, INC.
SS7 94SO
W.O. 1001COA- DATE 5-30-73
VT ArVV F-1
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t,jo- ~ -r4 2) - - ~ Wi 9~ 1%T) —
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=,4.
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SuAi:ACE GL-OPE G-rAsiLrry
0
f
CoM Pim-ME 0
2 6/,C,
150
-F.- S. c
215"
0
LW-
:Fez ~ x c 4z F~) -~6 ~
r] L
+ iz ~ = 4- 4505) . 2.4r7 -r—r 6.8
LM
platp F-9
0
LM
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0
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0
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0
E R ING C I F T C A SOILS EINGIT
P AV El'v'^~ E IN T D E S11'(D"NI D A T A
W.O.
21,,i,,t ?OiQSE—r—rlA ),AQF— EXUDATICIN P.,-'ESS-uTZ C-11~=
C&QLSF~Ab'
S=Ole
80
Location
Dep h 70
S PE C =- N, A B C
Moisture Content % 1q.rj
Compaction Pressure, psi 13150 39;0 '3150
Dry Density, psf
F--,-udation Pressure, psi qqO 12-901175
Expansion Pressure peolalool.
M. 0
R-Value by Stabilometer 114- _I -7' 2 40 1 '~ I
J. 60
50
40
30
20
ic
0
F *t*
700 600 '500 400 ^300 200 100
r EXUD,TION PRESS0,02 (Ds-
I U.S. STANDARD SIEVE SIZE
June 11, 1973
Work Order 100164
PAVEMENT DESIGN CRITERIA
Soil Properties*:
Laboratory Maximum 123.0 per square foot
Optimum Moisture 7.5
Reddish Brown Sand (84% Sand, 8% Silt, 8% Clay)
Sand Equivalent 28
"R" Value 72
Sample obtained from Occidental Petroleum property 6ast of the freeway
and south of Poinsetfia Lane.
Gravel Equivalent = 0. 0394 (Traffic Index )(100 - "R")
Traffic Index 7.0
11 R" 72
G for Traffic Index of 7.0 2.14 f
Gravid,- Equivalent = 0.384" (7.0)(28) 7.5311 -
4P Use Minimum Section for City of Carlsbad 3" AC/ 6" Aggregate Base
311 AC 6.42
6" Base 6.6
Gravel Equivalent 13.02"> 7.53000' OK
0
0
0
PACIFIC SOILS ENGINEERING, INC.
0
E
0
PACIFIC SOILS ENGINEERING, INC.
EARTHWORK SPECIFICATIONS
These specifications present generally accepted standards and minimum
earthwork requirements for the development of the project. These
specifications shall be the project guidelines for earthwork except
where specifically superseded in preliminary geology and soils reports,
grading plan review reports or by prevailing grading codes or ordi-
nances 'of the controlling agency.
GENERAL
The contractor shall be responsible for the satisfactory
completion of all earthwork in accordance with the project
plans and specifications.
The project Soil Engineer.and Engineering Geologist or their
representatives shall provide testing services, and geotech-
nical consultation during the duration of the project.
C.' All clearing, grubbing, stripping and site preparation for
the proJect shall be accomplished by the Contractor to the
satisfaction of.the Soil Engineer.
It is the Contractor's responsibility to prepare the ground . surface to receive the fills to the satisfaction of the
Soil Engineer and to place, spread, mix and compact the fill
in accordance with the job specifications and as required
by the Soil Engineer. The Contractor shall also remove all
material considered by the Soil Engineer to be unsuitable
for use in the construction of compacted fill.
The Contractor shall have suitable and sufficient equipment
in operation to handle the amount of fill being placed. When
necessary, equipment will be shut down temporarily in order
to permit proper compaction of fills.
II. SITE PREPARATION
A. Excessive vegetation and all deleterious material shall be
disposed of offsite as required by the Soil Engineer.
Existing fill, soil, alluvium or rock materials determined
by the Soil Engineer as being unsuitable for placement in
compacted fills shall be removed and wasted from the site.
Where applicable, the.-Contractor may obtain the approval of
the Soil Engineer and the controlling authorities for the
project to dispose of the above described materials, or a
portion thereof, in designated areas onsite.
After removals as described above have been accomplished,
excavation of earth materials deemed unsuitable'in their
natural, in-place condition, shall be removed as recommended
by the Soil Engineer/Engineering Geologist.
PACIFIC SOILS ENGINEERING, INC.
0
0
Earthwork Specifications
Page Two
After the removals as delineated in Item II, A above, the
exposed surfaces shall be disced or bladed by the Contractor
to the satisfaction of the Soil Engineer. The prepared
-ground surfaces shall then be brought to the specified
moisture condition, mixed as required, and compacted and
.tested as specified. In areas where it is necessary to
obtain the approval of the control ling agency, prior to
placing fill, it will be the Contractor's responsibility to
notify the proper authorities.
Any-underground structures such as cesspools, cisterns, mining
shafts, tunnels, septic tanks, wells, pipelines or others
.not located prior to grading are to be removed or treated in
a manner prescribed by the Soil Engineer and/or the control-
ling' agency for the project.
III. COMPACTED FILLS
Any material imported or excavated on the property may be
utilized in the fill, provided each material has been deter-
mined to be suitable by the Soil Engineer. Deleterious
material not disposed of during clearing or demolition shall
be removed from the fill as.-.directed by the Soil Engineer.
Rock or rock fragments less than eight inches in the largest
dimension may be utilized in the fill, provided they are not
placed in concentrated pockets and the distribution of the
rocks is approved by the Soil Engineer.
Rocks greater than eight inches in the largest dimension shall
be taken offsite, or placed in accordance with the recom-
mendations of the Soil Engineer in areas designated as suit-
able'.for rock disposal.
D-. All fills, including onsite and import materials to be used
for fill, shall be tested in the laboratory by the Soil
Engineer. Proposed import materials shall be approved prior
to importation'.
E. The fill material shall be placed by the Contractor in layers
that when compacted shall not exceed six inches. Each layer
shall be spread evenly and shall be thoroughly mixed during
the spreading to obtain a near uniform moisture condition
and a uniform blend of materials.
All compaction shall.be achieved at optimum moisture content,
or above, as determined by the applicable laboratory standard.
No upper limit on the moisture content is necessary; however,
the Contractor must achieve the necessary compaction and will
be alerted when the material is too wet and compaction cannot
be attained.
PACIFIC SOILS ENGINEERING, INC.
0
Earthwork Specifications
Page Three I
Where the moisture content of the fill material is below
the limit specified by the Soil Engineer, water shall be
added and the materials shall be blended until a uniform
moisture content, within specified limits, is achieved.
Where the moisture content of the fill material is above the
limits specified by the Soil Engineer, the fill materials
shall be aerated by discing, blading or other satisfactory
methods until the moisture content is within the limits
specified.
Each fill layer shall be compacted to minimum project stand-
41 ards, in compliance with the testing methods specified by
the controlling governmental agency and in accordance with
recommendations of the Soil Engineer.
In the absence of specific recommendations by the Soil
Engineer to the contrary, the compaction standard shall
be ASTM:D 1557-70.
Where a slope receiving fill exceeds a ratio of five-
horizontal to one-vertical, the fill shall be.keyed and
benched through all unsuitable topsoil, colluvium, alluvium,
or creep material, into sound bedrock or firm material, in
accordance with the recommendations and.approval of the
Soil Engineer.
Side hill fills shall have a minimum key width of 15 feet
into bedrock or firm materials, unless otherwise specified
in the soil report and approved by the Soil Engineer in the
field.
Drainage terraces and subdrainage devices shall be constructed
in compliance with the ordinances of the controlling govern-
mental agency and/or with the recommendations of the Soil
Engineer and Engineering Geologist.
The Contractor shall be required to maintain the specified
minimum relative compaction out to the finish slope face of
fill-slopes, buttresses, and stabilization fills as directed
by the Soil Engineer and/or.the governing agency for the
project. This may be achieved by either overbuilding the
slope and cutting back to the compacted core, or by direct
compaction of the slope face with suitable equipment, or
by any other procedure which produces the designated result.
Fill-over-cut slopes shall be properly keyed through top-
soil, colluvium or creep material into rock or firm material;
and the transition shall be stripped of all soil or unsuitable
materials prior to placing ,fill.
I-] L
PACIFIC SOILS ENGINEERING, INC.
Earthwork Specifications
Page Four
The cut portion should be made and evaluated by the
engineering geologist prior to placement of fill above.
M. Pad areas in natural ground and cut shall be approved by the
Soil Engineer. Finished surfaces*of these pads may require
scarification and recompaction.
IV. CUT SLOPES
A.' The Engineering Geologist shall inspect all cut slopes and
shall be notified by the Contractor when cut slopes are
started.
If, during the.course of grading, unforeseen adverse or
potentially adverse geologic conditions are encountered,
the Engineering Geologist and Soil Engineer shall investi-
gate', analyze and make recommendations to treat these
problems.
Non-erodible interceptor swales shall be placed at the top of
cut slopes that face in the same direction as the prevailing
drainage.
Unless otherwise specified in soil and geological reports,
no cut slopes shall be excavated higher or steeper than
that allowed by the ordinances of controlling governmental
agencies. '
Drainage terraces shall be constructed in compliance with
the ordinances of the controlling governmental agencies,
and/or in accordance with the recommendations of the Soil
Engineer or Engineering Geologist.
V. GRADING CONTROL
A. Fill placement*shall be observed by the Soil Engineer and/or
his representative during the progress of grading.
Field density tests shall be made by the Soil Engineer or
his representative to evaluate the compaction and moisture
compliance of each layer of fill. Density tests shall be
performed at intervals not to exceed two feet of fill height.
Where sheepsfo.ot rollers are used, the soil may be disturbed
to a depth of.several inches. Density determinations shall
be taken in the compacted material below the disturbed sur-
face at a depth determined by the Soil Engineer or his
.representative.
PACIFIC SOILS ENGINEERING, INC.
0
Earthwork Specifications
Page Five
Where tests indicate that the density of.any layer of fill,
or portion thereof, is below the required relative compac--
tion, or improper moisture is in evidence, the particular
layer or portion shall be reworked until the required den-
sity and/or moisture content has been attained. No addi-
tional fill shall be placed over an areas until'.the last
placed lift of fill has been tested and found to meet'the
density and moisture requirements and that lift approved
by the Soil Engineer.
Where the work is interrupted by heavy rains, fill opera-
tions-shall not be resumed until field observations and tests
by the Soil Engineer indicate the moisture content and density
of the fill are within the limits previously specified.
During construction, the Contractor shall properly grade all
surfaces to maintain good drainage and prevent ponding of
water. The Contractor shall take remedial measures to
cc
'
ntrol surface water and to prevent erosion of graded areas
until such time a*s permanent drainage and erosion control
measures have been installed.
Observation and testing by the Soil Engineer shall be conducted
during the filling and compacting operations in order that
he
'
will be able to state that in his opinion all cut and
filled areas are graded in accordance with the approved
specifications.
After qompl~etion of grading and after the Soil Engineer and
Engineering Geologist have finished their observations of
the work, final reports shall be submitted. No further
excavation or filling shall be undertaken without prior
notification of the Soil Engineer and/or Engineering
Geologist.
VI. SLOPE PROTECTION
All finished cut and fill slopes shall be planted and/or protected
from erosion in accordance with the project specifications and/or
as recommended by a landscape architect.
0
I*
PACIFIC SOILS ENGINEERING, INC.