ESTIMATION OF THE ORIGINAL SHEAR STRENGTH
OF DEEP SEA SEDIMENTS FROM ENGINEERING
INDEX PROPERTIES
by
Robert Wyman Hoag II
! United States
Naval Postgraduate School
THESIS
ESTIMATION OF THE ORIGINAL SHEAR STRENGTH
OF DEEP SEA SEDIMENTS FROM ENGINEERING
INDEX PROPERTIES
by
Robert Wyman Hoag II
September 1970
Tkl& document ha& been appiovcd Ion. public kz.-
IzcL&e. and 6alt; i£i> dJUviibuXJuon ti> imturuXe.d.
TJ.35603
1l postgraduate school
TEEEY, CALIF. 93940
Estimation of the Original Shear Strength of Deep Sea Sediments
from Engineering Index Properties
by
Robert Wyman^Hoag II
Lieutenant Commander, United States Navy
B. S., United States Naval Academy, 1961
Submitted in partial fulfillment of the
requirements for the degree of
MASTER OF SCIENCE IN OCEANOGRAPHY
from the
NAVAL POSTGRADUATE SCHOOL
September 1970
vi^uu^
tfsrtt
e./
ABSTRACT
Multiple linear regression techniques were employed in a statistical
analysis of data from 114 deep sea cores in order to derive an equation
for predicting shear strength from sediment engineering index properties.
Water content, depth of burial, liquid limit, and plastic limit proved to
be the only factors significantly influencing the strength in these cores.
The multiple and individual correlation coefficients between these four
parameters and the logarithm of shear strength proved to be higher than
the coefficients computed in a linear strength relation. Additionally,
other regression analysis were conducted to determine a water content pre-
diction equation and to investigate correlations among other sediment
properties. Water content is shown to be highly correlated with liquid
limit. Ancillary to the above analysis, tests were conducted to determine
the degree of reproducibility of original liquid limit values from dried
sediment material.
I . INTRODUCTION
TABLE OF CONTENTS
9
A. OBJECTIVE - 9
B. DISCUSSION "" 9
q
1. General --------------
2. Parameters -----------------
a. Depth in the Core 12
b. Median Grain Size 13
c. Water Content -- ----- -- 13
d. Liquid Limit " " 14
e. Plastic Limit - 16
f. Plasticity Index 16
g. Liquidity Index 17
3. Other Investigations 18
II. REPRODUCIBILITY OF PARAMETERS - - - 20
A. DISCUSSION * " 20
B. LIQUID LIMIT 20
1. Background -------------- *w
2. Test Procedures ------------- *■*
3. Test Results ---------------- 22
C. OTHER PARAMETERS 25
1. Depth in the Core 25
2. Water Content ------- - - -26
3. Median Grain Size 26
4. Plastic Limit 26
III. DATA 27
A. INITIAL REQUIREMENTS AND LIMITATIONS 27
B. GENERAL 28
IV. STATISTICAL ANALYSIS 43
A. METHOD - 43
1. Regression Analysis ------------ 43
2. Confidence Limits - - --------- 43
B. STATISTICAL RESULTS 44
1. Shear Strength and Water Content Equations - 44
2. Other Correlations ------------- 52
a. Liquidity Index - Logarithm Sensitivity 52
b. Liquid Limit - Water Content ----- 54
V. CCNCLUSIONS AND RECOMMENDATIONS 58
A. CONCLUSIONS 58
B. RECOMMENDATIONS 58
APPENDIX A DATA ANALYZED 60
BIBLIOGRAPHY - - 98
INITIAL DISTRIBUTION LIST - 102
FORM DD 1473 103
LIST OF TABLES
I
Table
I. Liquid Limit Test Results ---------------23
II. Positions of Naval Civil Engineering Laboratory Cores - 30
III. Positions of Cores from a Technical Report ------ -32
IV. Positions of National Oceanographic Data Center Cores - 33
V. General Sediment Parameter Statistical Information - - 39
VI. Shear Strength Correlation Coefficients --------45
VII. Correlation Coefficients for Depth in the Core - - - - 46
VIII. Water Content and Liquid Limit Correlation
Coefficients with Other Parameters ---------- 57
(o
LIST OF ILLUSTRATIONS
Figure
1. Shear Strength versus Depth for Various
Depositional Areas ----------- ------~ 12
2. Liquid Limit Device --- 15
3. Consistency Limits ------------------ 16
4. Plasticity Chart for Sediment Samples Used in the
Liquid Limit Tests --------------- - "24
5. Atlantic Ocean Core Locations -------------34
6. Gulf of Mexico Core Locations --- --- -35
7. Pacific Ocean Core Locations
10. Shear Strength Histogram
36
8. East Pacific Core Locations -- ' ' 37
9. Kamchatka Peninsula Core Locations - -38
40
11. Water Content Histogram --------------40
12. Liquid Limit Histogram -------- ------ 41
13. Plastic Limit Histogram ----------- "41
14. Median Grain Size Histogram "42
15. Sensitivity Histogram 42
16. True versus Computed Shear Strength ----- -47
17. True and Computed Shear Strengths versus Depth in
the Core ------------------"""""
18. True versus Computed Water Content -----------
19. Liquidity Index versus Sensitivity Relationship
53
20
Water Content versus Liquid Limit Relationship - - - 5
ACKNOWLEDGEMENTS
Appreciation is expressed for the suggestions of Professor R. J.
Smith under whose direction this investigation was conducted. Miss
Georgia Lyke of the Naval Postgraduate School Library provided able
assistance in locating reference materials, and Mr. G. P. Learmonth of
the W. R. Church Computer Facility advised concerning computer techniques
on numerous occasions. Personnel of the Site Development and Foundation
Engineering Divisions of the Naval Civil Engineering Laboratory, and
particularly Mr. M. C. Hironaka and Mr. D. G. Anderson provided useful
data and helpful comments. The Naval Facilities Engineering Command
interest in, and support of the marine sediments research at the Naval
Postgraduate School deserves special recognition.
8
I. INTRODUCTION
A. OBJECTIVE
The primary objectives of this investigation were twofold. First, to
develop an equation for the prediction of the original shear strength of
deep sea sediments from water depths greater than 6000 feet utilizing their
engineering index properties as determined from partially dry sediment cores.
From such an equation it is possible to make an estimate of the approximate
load-bearing capability of the sediment in a particular oceanic area without
conducting a sampling and testing program (Hironaka and Smith, 1969). The
second objective was to examine the several possible methods of evaluating
the liquid limit of marine sediments to determine the reproducibility of
the original value.
B. DISCUSSION
1. General
For many years various institutions and agencies have been collecting
deep sea sediment samples for a variety of scientific investigations. Very
few of these cores, however, have been analyzed from an engineering stand-
point to determine their mass physical properties. Though such samples have
proven useful for their intended purpose, a considerable amount of engineering
type data has essentially been lost. Many of these cores have been stored
for subsequent examination and are available for the determination of those
index properties which are presumably not affected by the material being in
a dry or remolded condition. It has therefore been hoped that various re-
lations could be developed between the reproducible index properties and the
original engineering properties of the sediment.
Index properties are generally defined as those parameters which
classify the sediments qualitatively into groups having similar soil engine-
ering properties. Engineering properties, on the other hand, can only be
determined on undisturbed samples, and define specific characteristics of
the soil which are directly related to its bearing capacity.
Shear strength is currently the most important engineering property of
marine sediments from the standpoint of foundation design and bearing capacity
calculations. Tschebotariof f (1951) derives the following equation for com-
puting bearing capacity from shear strength:
BC - 5.52c (1 + 0.38h/b + 0.44b/L) (1)
BC = Bearing capacity (load per unit area)
c ■ Cohesion per unit area
h = Depth of burial of foundation
b ■ Width of foundation
L = Length of foundation
For saturated cohesive soils such as marine sediments, it is generally
assumed that the angle of internal friction is zero, therefore shear strength
equals cohesion (Richards ,1961) . The above equation has been used in at
least one deep-sea foundation study (Hironaka and Smith, 1969).
At present the easiest and most practical method of measuring shear
strength is by use of the vane shear device. This is a standard piece of
soil mechanics laboratory equipment, and modifications for its use at sea
have been developed at the Naval Postgraduate School (Heck, 1970). In
working with dried sediment samples, however, it is impossible to directly
measure the original shear strength of the material as it existed in its
naturally saturated state. It is therefore necessary to establish some
10
type of relationship, perhaps statistical, between shear strength and certain
reproducible sediment properties. Such a value could then be used at least
as a preliminary estimate of shear strength for use in equation (1).
Application of an equation relating shear strength with index properties
would be particularly valuable in the computation of sediment bearing capa-
city for several types of situations, provided a stored core is available
from the general area of interest.
An example is, loss of an object (such as a submersible) in mid-ocean
under conditions where it is immediately necessary for search purposes to
know the bearing capacity of the sediment. Application of a shear strength
prediction equation, along with data obtained from an available desiccated
core could provide a rough estimate in a matter of hours, whereas it might
be several weeks before a research vessel could arrive on the scene to core
and then test the sediment.
A considerable amount of money could also be saved by alleviating the
necessity for a detailed coring and foundation study program in the emplace-
ment of some unmanned experiments on the deep sea floor.
The one basic assumption made before the onset of this investigation
was that all index properties are reproducible, even after the sediment has
once been dried. Considerable doubt does exist, however, regarding this as-
sumption. In conjunction with the statistical analyses, experiments were
conducted to determine the degree to which one of these index properties
was reproducible.
2. Parameters
Prior to commencing a statistical study of the available existing
data, a survey of the technical literature was made to determine which of
11
the sediment properties have been found by other researchers to influence
shear strength. In order to check for possible correlations and interrela-
tionships among the various parameters, several index properties not identi-
fied in this survey were also included in the overall analysis. The properties
investigated are described below,
a. Depth in the Core
Some investigations have indicated a general correlation be-
tween shear strength and depth below the sea floor-water interface for
normally consolidated sediments (Arrhenius, 1952; Richards, 1961; Bjerrum,
1954) . Figure 1 from Moore (1961) shows the strength versus depth relation-
ships for sediments from various depositional environments. The overall
trend, though variable due to non-homogeneity of the sediment column, re-
sults from increasing overburden pressure as sedimentation continues.
McClelland (1956) presents an excellent basic discussion of this general
subject.
1. N. Pacific (MOORE, 1961)
2. E. Pacific (Arrhenius, 1952)
3. Gulf of Mexico "j
4. Gulf of Mexico I Fisk and
5. Miss. River Delta) McClelland (1959)
10
20 30 40 50 60
BURIAL DEPTH ( meters )
70 80
Figure 1. Shear Strength versus Depth for Various Depositional Areas
(Moore, 1961)
12
b. Median Grain Size
The effect of grain size distribution on the shear strength
of fine grain sediments is not well defined, however, it does give some
measure of the consistency of the material. Trask and Rolston (1951) con-
ducted a comprehensive study of this effect and concluded that for a given
water content, the strength increased with an increasing percentage of fine
grained clay-sized particles. Analyses of 24 cores from the Hatteras Abyssal
Plain by Stiles (1967) demonstrated that mass properties were affected to a
greater degree by grain size than any other parameter.
One study of fine grain bay sediments showed that shear
strength had a positive correlation with grain size (Keller, 1964). However,
since an inverse relationship exists between grain size and water content
(Trask and Rolston, 1950) it is probable that the decrease in water content
as a result of the larger grain size was the dominant factor in the higher
shear strengths which were noted. Though not considered in this study, the
mineralogic type of clay for a given grain size is also an important factor
(Trask and Rolston, 1951). As the grain size increases, however, the specific
type of mineral becomes a less influential factor relative to shear strength
(Winslow and Gates, 1963).
c. Water Content
Water content has long been recognized as one of the major
factors which affect the shear strength of sediments (Richards, 1962).
Trask and Rolston (1950) show that an inverse relationship exists (for
specific grain size groups) between water content and the logarithm of
shear strength of the San Francisco Bay sediments. A similar result was
found by Morelock (1969) for Gulf of Mexico sediments, however, Holmes and
Goodell (1964) indicate that a linear relation exists. Richards and Keller
13
(1962) suggest that it may eventually prove possible to determine shear
strength from in-situ values of water content. The water content usually
decreases with increased depth in the sediment (Richards, 1962), which
equates well with a decrease in the void ratio with increased overburden
pressure so as to permit the sediment to hold a lesser quantity of water.
In that the void ratio is in turn dependent on grain size (Rominger and
Rutledge, 1952) this results in a general dependency of water content on
both grain size and depth in the core. A combination of these results
verifies an inverse relation between shear strength and water content,
d. Liquid Limit
The liquid limit is the water content, expressed in percent-
age of dry weight, at which a remolded soil is just capable of resisting a
shearing force caused by several sharp impacts. It is generally considered
to represent the boundary between the viscou liquid state and plastic solid
state of soil. Casagrande (1932) developed the first standardized pro-
cedure and test device for liquid limit determination. This method, which
forms the basis for American Society for Testing and Materials (ASTM) pro-
cedure D-4 23-66, consists of placing a remolded cake of soil in the cup of
the test device (Figure 2) then cutting a groove down the middle of the
cake. The crank of the device is then rotated approximately two revolu-
tions per second causing the cup to drop a distance of one centimeter,
striking a hard rubber surface with each turn. The liquid limit has been
reached when the water content is such that it requires 25 blows of the cup
to cause the two halves of the cake to come together over a distance of one-
half inch in the groove. This test has developed into one of the standard
procedures throughout the world in the soil engineering field. Casagrande
(1932) further defines the liquid limit as a measure of the remolded shearing
resistance by the following equation:
14
LL = -F log S + C
(2)
LL - Liquid limit
F = Flow index (water content range corresponding to the number of
blows in one cycle on the logarithm (number of blows) - water
content plot)
S = Shearing resistance corresponding to the liquid limit (constant
for all soils)
C = Constant.
Metal trome
i\
<53H
Operating handle.
Front eleyotion
«3(pi-
Shock obsorbing boss
Sectional eleyotion
Bross circular dish Co
hold specimen
Figure 2. Liquid Limit Device
In spite of the fact that the liquid limit is also defined as a
measure of the dynamic shearing strength of soil at a particular water
content (Casagrande, 1958), it has not been determined that a significant
relation exists between liquid limit and the original shear strength. The
inclusion of liquid limit in this study was based primarily on the fact
that it has been shown to be a reasonably good measure of the consistency
15
of a soil (Winslow and Gates, 1963; Skempton, 1944; Rominger and Rutledge,
1952; Seed, et al., 1964a). Thus, at least one term in the equation would
account for strength differences in sediments (particularly clays) of varying
I
textural and chemical composition,
e. Plastic Limit
The plastic limit defines the lower boundary of the water
content range over which a soil will behave in a plastic manner (with liquid
limit as the upper bound, see Figure 3). Below the plastic limit the soil
acts as a semi-solid and crumbles easily. Due to the empirical nature of
the plastic limit, its true nature is not well understood, however, it has
been shown to give a general measure of the toughness of a clay (Casagrande,
1932). Plastic limit is quite sensitive to textural and mineralogic changes
(Grimm, 1962; Rominger and Rutledge, 1952; Terzaghi, 1955), and was there-
fore included as a secondary indication of the sediment consistency.
O
>
"O
plastic
solid
liquid
range
~o
'e
a>
range
range
PL = Plastic limit
LL = Liquid limit
SL ■ Shrinkage limit
SL PL LL
WATER CONTENT ( % )
Figure 3. Consistency Limits (Capper and Cassie ,1960)
f. Plasticity Index
The Plasticity Index indicates the region over which the
sediment behaves plastically (Figure 3), and is defined by the following
16
equation:
PI = LL - PL (3)
PI - Plasticity index
LL = Liquid limit
PL = Plastic limit
Plasticity index was not utilized in the analysis for the shear strength
prediction equation in that it is a combination of two terms already included,
It was employed, however, in determining significant correlations among other
properties.
g. Liquidity Index
Liquidity index is expressed by the following ratio which
relates the natural water content to the plastic range as defined in Figure
3:
tt - WCO - PL
LI PI (4)
LI = Liquidity Index
WCO = Original water content
As is evident from equation (4) a liquidity index between zero and one
results when the natural water content is less than the liquid limit. The
material is thus in the plastic range. Most marine sediments, particularly
those near the sediment-water interface, have a liquidity index greater than
one, indicating that they exist naturally in a "liquid" state. Rominger and
Rutledge (1952) indicate that liquidity index strongly reflects the loading
history of soils by effectively canceling the lithologic influence on water
content and plasticity index. Liquidity index was also included in the in-
vestigation for the purpose of checking interrelationships with other sedi-
ment parameters.
17
3. Other Investigations
In addition to those parameters analyzed as part of this in-
vestigation, other properties have been shown to influence shear strength
under specific circumstances.
A comprehensive study of the shallow water sediments of St.
Andrews Bay, Florida, showed that the ratio of kaolinite to illite clay
was one of three major factors determining the variation in shear strength
(Holmes and Goodell, 1964). Trask and Rolston (1950) also comment that
the type of clay mineral could be one of the main parameters affecting
sediment strength. Analysis of the sediments obtained from the Mohole
(Guadalupe site) tends to confirm this theory (Moore, 1964).
It is apparent from data collected at a variety of locations
that the average depositional rate should be considered when estimating
the bearing capacity of sediments (Moore, 1964). Shallow coastal regions
are generally the areas where the depositional rate exceeds the ability
of the sediment to consolidate in a normal manner (Figure 1). Therefore,
it is not considered to be of particular importance when dealing with
deep sea sediments which are deposited much more slowly in a grain by grain
fashion.
Calcium carbonate undoubtedly contributes to shear strength as
a result of some form of cementation of the individual grains. The exact
effect is variable, however both the St. Andrews Bay and Mohole samples
displayed a positive correlation between percent CaC0„ and shear strength
(Holmes and Goodell, 1964; Moore, 1964). No attempt was made to correlate
percent carbonate and shear strength in this report due to the inaccuracy
of the limited data available (M. C. Hironaka, personal communication).
18
Finally, the porosity of sediments has been reported to exhibit an
inverse relation with shear strength (Moore ,1964) . This is a natural
result of a decrease in void volume as the overburden pressure increases,
19
II. REPRODUCIBILITY OF PARAMETERS
A. DISCUSSION
In order to fulfill the primary objective of this study, the original
values of all of the index properties included as terms in the shear strength
prediction equation must be reproducible from partially dried sedimentary
material. Initial interest in this regard was centered around liquid limit
and its correlation to shear strength. Detailed tests were therefore con-
ducted to determine to what extent the "original" value could be reproduced
after the sediment had been thoroughly air dried.
B. LIQUID LIMIT
1. Background
Liquid limit has long been recognized as a useful empirical mea-
sure of the classification and consistency of soils (Casagrande, 1948).
Considerable study has centered around the variables affecting liquid limit,
and also the testing and rehydration procedures. Russell and Mickle (1970),
and Rominger and Rutledge (1952) have briefly summarized the results of
these investigations.
The liquid limit of soils is currently determined following ASTM
procedure D-423-66, utilizing the Casagrande Liquid Limit device (Casagrande,
1932). The steps necessary for preparation of the sample for this test,
as specified in ASTM procedure D-421-58, require a complete air drying
and then thorough breaking-up of all aggregations prior to rehydration to
the liquid limit. Although the values obtained from terrigenous soils by
this method were less than those determined from natural un-dried samples
(Casagrande, 1932; Winslow and Gates, 1963), the relative percentage differ-
ence was not excessive. Marine sediments present a much different situation,
20
in that they exist in the natural state at water contents far in excess of
the liquid limit. For convenience, and in accordance with other methods
(Lambe, 1951), many laboratories perform the liquid limit test on marine
sediments without going through the drying process, as sufficient desi-
ccation may take several days, or even weeks to complete. Liquid limits
determined in this manner are thus representative of their in-situ values.
Since the majority, if not all, of the values used in this analysis were
obtained from undried samples, it was necessary to investigate the effect
of a complete air drying on the reproducibility of the original liquid
limit.
2. Test Procedures
The 20 sediment specimens used in this experiment were obtained
from four cores collected in a water depth of approximately 7200 feet at a
location 40 miles west of Monterey, California. A gravity corer with a PVC
liner and 420 pounds of weight was used to obtain these samples. Immediately
after removal from the corer, the liners were capped and placed in a barrel
of sea water to prevent desiccation. Within two weeks after collection, the
cores were cut apart and tested without drying. The values obtained were
thus considered to be valid in-situ or "original" values of liquid limit.
After this first test, the samples were placed in open glass containers
and allowed to dry at room temperature for a period of approximately four
months. The hardened material was then rehydrated with distilled deionized
water and allowed to "soak" for 24 to 72 hours. Distilled deionized water
was used on the assumption that this represented as closely as possible the
water which had evaporated during drying and to avoid any complications
which might arise from exchangeable ions. It was theorized that the salts
in the original sea water would again redissolve in the distilled water.
21
The excessive rehydration time was employed to assure that the sediment had
absorbed as much water as possible. Winslow and Gates (1963) determined
that the best results are obtained if a 24 hour rehydration time is used
when attempting to reproduce the Atterberg limits of dried soils. Upon
completion of rehydration, the soft wet aggregates were broken up and the
sediment thoroughly remolded to assure homogeneity prior to conducting the
liquid limit test.
Upon completion of the second set of tests, the sediment was placed
under an exhaust vent and again allowed to air dry. Complete drying in
this manner required from one to three days. When the specimens were thor-
oughly dry, they were broken up in a motar, as required by ASTM procedure
D-421-58, and rehydrated in the same manner as described above. At the
end of the rehydration period, each sample was vigorously mixed and then
tested for liquid limit.
3. Test Results
As was anticipated, after the air drying process, the liquid limits
were lower than the values obtained prior to drying. The high percentage
reductions involved, on the order of 30% to 40%, were however, totally un-
expected (Table I). Casagrande (1932) does note that organic colloids are
partially destroyed upon drying, but a reduction in the liquid limit value
from this cause is most significant when the material has been oven dried.
From the initial liquid and plastic limit values, all specimens analyzed in
this experiment plotted below the "A" line on the plasticity chart (Casagrande,
1948), suggesting that they were organic in nature (Figure 4). Casagrande
presents data showing a decrease of 28.8%, 26.4%, and 15.9% in the liquid
limits of three oven dried samples. Presumably the percent decrease would
have been less had the samples been air dried.
22
TABLE I
LIQUID LIMIT TEST RESULTS
CORE
Interval
in.
Original
Liquid
Limit
Liquid
Limit
After One
Drvine
Liquid
Limit
After Two
Drvings
CH-2
0-3
130.0
82.0
76.0
12-15
127.0
82.4
77.4
24-27
135.0
85.2
76.2
36-39
128.0
80.8
75.1
48 51
119.0
85.0
74.6
60-63
107.0
78.6
71.2
HH-1
0-3
131.3
87.4
74.9
12-15
128.5
87.6
74.7
24-27
134.3
89.4
79.2
36-39
117.5
85.7
75.1
48-51
117.8
83.8
71.5
NR-1
0-3
126.9
87.3
78.4
12-15
114.3
84.2
75.1
24-27
123.8
84.0
77.1
36-39
119.9
81.8
71.9
48-51
107.5
76.3
73.7
SW-1
0-3
106.8
83.4
78.5
12-15
187.0
87.8
77.1
24-27
65.5
84.5
81.0
36-39
102.5
102.0
74.3
23
•
100
I nor go
nic Soil /•
X 80
"O
*60
(J
O
o_ 40
•
Organic Soil
20
•
I
•
•
•
I I l I
i
80 100 120 140 160 180
Liquid Limit
Figure 4. Plasticity Chart for Sediment Samples
Used in the Liquid Limit Tests
Wins low and Gates (1963) conducted comprehensive tests on drying and
rehydration methods for both organic and inorganic soils. They observed
virtually no decrease in liquid limits for both types of soil after a 24
hour rehydration period. Two soils which contained montmorillonite clay
did exhibit a decrease in liquid limit of 18.57,, and 137„ even after rehydra<
tion for 24 hours. It was also noted that up to a 20% reduction in liquid
limit can be expected if the rehydration period is less than 30 minutes.
As may be seen from Table I, the liquid limits obtained from the second
and third tests were distributed over a much narrower range than were the
original values. Possibly this may be attributed to the inexperience of
the operators who determined the initial values. All subsequent liquid
limits (in the second and third series) were performed by more experienced
personnel.
In remolding the material after the first drying and rehydration it
proved easy to break the large wet aggregates apart, but considerable
24
mixing was required to return it to a condition similar to the original
smooth consistency. This was not nearly as great a problem in the final
group of tests where the dried sediment had been ground to a fine powder
prior to adding water. The narrow range of values appears to support the
fact that the material was somewhat more homogeneous in the third series of
tests.
One difficulty with the procedure involving grinding is that liquid
limit has a fairly high negative correlation with median grain size. Per-
haps this pulverizing of deep sea sediments, which are extremely hard when
dried, may result in erroneous values depending on the degree of grinding.
Although it is evident from this experiment that the liquid limit deter-
mined from a dried marine sediment will be lower than the in-situ value, the
degree of this reduction is uncertain. In effect, the liquid limit of oceanic
sediments cannot presently be considered to be a reproducible quantity.
The multiple correlation coefficient between the second test values
and the original liquid limits for three of the four cores (the initial
values for the fourth core were erroneous) was .662. It is therefore
quite possible that a relation may eventually be developed which will enable
the computation of in-situ liquid limits from the combined values of organic
content and the liquid limit as determined after the sediment has dried.
C. OTHER PARAMETERS
1. Depth in the Core
The usual practice when storing sediment cores is to mark the
depth intervals on the container itself. If a certain section is removed
for testing, a dummy plug is inserted in its place, keeping all material in
proper relative position. Therefore, it should be possible to determine
the depth interval of a specimen with little difficulty.
25
2. Water Content
With the exception of the results of analysis conducted as part of
this investigation (Section IV), there is presently no method of reproducing
the in-situ water content. An investigation is currently being conducted
at the Naval Postgraduate School on a correlation between water content and
salt content of marine sediments. If successful it will then be possible
to determine the original water content by chemical means.
3. Median Grain Size
According to ASTM procedure D-421-58 air dried samples should be
broken apart in a mortar prior to grain size analysis. Lambe (1951) specifies
that the sample should not be dried, particularly if clay is present, as the
individual particles may undergo a change in size or shape. In dealing with
marine sediments, satisf.-.ctory reproducible results appear to be obtained if
the specimen has not completely dried. If the material has dried, it is
presumed best to rehydrate the sediment over a period of several days until
it is fluid enough to conduct the mechanical analysis. In this manner there
will possibly be little or no damage to the individual grains. Breaking-up
in the dry state as specified by ASTM procedure D-421-58 is not recommended
for marine sediments.
4. Plastic Limit
Since the plastic limit is also affected by the consistency of the
soil, it is assumed that it is reproducible to approximately the same degree
as is the liquid limit. This assumption is based on only a limited amount
of research conducted on this subject (Casagrande, 1932; Winslow and Gates,
1963).
26
III. DATA
A. INITIAL REQUIREMENTS AND LIMITATIONS
The nature of this study necessitated that the data acquisition be
limited to those cores which had been tested for nearly all their engineering
parameters. The liquid limit and median grain size were of particular in-
terest, hence such data was not useful unless these two properties had been
determined. Following these requirements, data relative to approximately 200
cores was obtained from four sources. The majority of this was provided by
the Naval Civil Engineering Laboratory in Port Hueneme, California. Addi-
tional information was also obtained from technical reports by Richards (1962)
and Keller (1964), and from the National Oceanographic Data Center.
The following two additional limitations were imposed on this initial
data. First, in order to truly represent a deep sea environment, only those
cores taken in water deeper than 6000 feet were considered. Although it is
recognized that portions of the continental slope may thereby be included,
such a depth was selected based on the availability of data and also on the
assumption that sediment composition does not vary significantly between
6000 feet and the deeper abyssal plains. Additionally, deep ocean sediments
are not apt to be over-consolidated and therefore very few abnormally high
shear strength layers will exist to distort the results. Smith (1962) pro-
vides a discussion on the merits of classifying various different provinces
of the ocean according to water depth. In view of the extremely fine grain
size of most deep sea sediments, 0.01 millimeters (Wentworth fine silt) was
established as the upper limit of median grain size for each core specimen
included in the analysis. Samples having a greater median grain size in-
variably contained a high percentage of coarse silt and sand, and were
27
therefore assumed to be non-representative of true deep sea sediments.
The above restrictions resulted in 114 cores being included in the final
analysis, from which a total of 701 data points were derived. Consider-
able effort was required to accumulate this data, and it is probable that
it represents the majority, if not all, of the existing deep sea sedi-
ment cores in the United States on which a full suite of engineering
properties have been evaluated. The actual data for those parameters
utilized is tabulated in Appendix I.
B. GENERAL
Tables II, III and IV and Figure 5 through Figure 9 give geographical
position, depth, and other general information about the cores utilized in
this study. The exact locations of 33 of these cores was not available,
hence only their approximate position is listed. The "Data Points" column
refers to the number of intervals in each core that met the initial estab-
lished requirements. For ease in data handling and presentation, each core
was assigned a reference number. This number is used in identifying the core
locations on Figures 5 through 9. The tables also identify the cores ac-
cording to their original designation as assigned by the collecting agency.
In order to give a more complete picture of the ranges and statistical
parameters of each of the engineering properties analyzed, Table V and Fig-
ure 10 through Figure 15 were prepared. It will be noted that the plastic
limit, plasticity index, and liquidity index were determined on 573 of the
samples studied.
It is of particular interest that several of the histograms, notably that
for water content, approach a normal distribution. The histogram for liquid
limit values are evenly distributed, though the histogram is more peaked than
28
normal, and the high concentration of median grain sizes around 9.5 cp is
quite apparent. As may be seen in Figure 10, shear strengths of less than
2
90 gm/cm obviously predominate in these cores.
29
TABLE II
POSITIONS OF NAVAL CIVIL ENGINEERING LABORATORY CORES
Reference Original Data Position
Number Designation Depth (FT) Points Longitude Latitude
1
to
18
BS-A
Series
9780/13,
300
120
See Fig. 8
19
to
41
BS-B
Series
14,150/15,450
197
See Fig. 8
42
to
55
BS-C
Series
11,700/19
,200
60
See Fig. 9
56
C6-C1
8100
8
41°44'N
64°58'W
57
SM-1
6000
6
33°52'N
120°35.8'W
58
SM-2
6000
7
33°52.2'N
120°36.0'W
59
9-1
11,400
7
33°46.8'N
121°50.9'W
60
9-2
11,650
8
33°49.5'N
121°49.9'W
61
9-3
11,700
8
33*48. 9'N
121°51.5'W
62
9-4
11,700
7
33°47.9'N
121°52.4'W
63
10-1
12,100
1
32°00.1'N
120°39.8'W
64
10-2
12,100
7
32°01.1'N
120*38. 8'W
65
10-3
12,200
7
31°58.2'N
120°38.8'W
66
PMR-1
8,700
4
33°49.3'N
121°09.4'W
67
A
17,100
2
N. of Christmas Island*
68
B
18,900
3
Tokalau Trough*
69
C
18,900
2
Tonga Trench*
70
D
14,400
3
S. Fiji Bas
in*
71
E
15,900
3
Tasman Abyssal Plain*
72
F
14,400
5
Coral Sea B
a sin*
73
FT
14,400
5
Coral Sea*
30
Reference Original Data Position
Number Designation Depth (FT) Points Longitude Latitude
74
G
14,700
4
Solomon Basin*
75
H
13,200
6
Solomon Basin*
76
K
10,800
5
W. Timor Sea*
77
LI
and LT1
18,600
10
W. of Java Trench*
78
LT2
18,600
5
W of Java Trench*
79
M
21,600
5
Java Trench*
80
N
14,400
8
W. of Sumatra*
82
0
13,800
6
Indian Ocean*
81
OT
13,800
4
Indian Ocean*
83
P
and PT
10,500
5
Bay of Bengal*
84
Q
and QT
9,600
4
Andaman Basin*
*Exact positions for these cores were not available
31
TABLE III
POSITIONS OF CORES FROM A TECHNICAL REPORT
(Richards, 1962)
Reference
Original
Number
Designation
85
D-lp
86
E-46
87
E-47
88
E-48
89
F-6
90
F-10
91
F-ll
92
F-12
93
F-13
94
F-14
95
F-15
96
F-16
Data Position
Depth (FT) Points Longitude Latitude
8,400
6,600
6,600
7,200
7,440
8,040
8,040
7,940
7,920
7,850
7,920
7,920
1
4
4
2
13"
4
7
5
3
8
7
3
>
30°N
45°N
42°N
75°W*
57°W*
65°W*
*Exact positions for these cores were not available
32
TABLE IV
POSITIONS OF NATIONAL OCEANOGRAPHIC DATA GENTER CORES
Reference Original
Number Designation
Data Positions
Depth(FT) Points Longitude Latitude
97
31884-2A
14,950
1
16°55'N
179°06'E
98
31884 -4A
18,750
2
llo02'N
179°58'W
99
31884-7A
19,150
1
01°57'N
179*46 fW
100
31884-19A
15,450
1
02°00'N
160°00'W
101
BS-1
12,100
3
24°18'N
86°20'W
102
BS-2
12,100
2
24°25'N
85°39'W
103
BS-3
6,230
4
24°45'N
85°49»W
104
Proj.101
BS-1
8,950
6
28°02'N
87°08'W
105
Proj.101
BS-2
11,100
14
25°09'N
88°51'W
106
Proj.101
BS-3
9,100
9
26°26'N
87*40^
107
Proj.101
BS-4
12,000
7
23°20'N
93°31fW
108
Proj.101
BS-5
12,500
12
25°02'N
91°03'W
109
AGS -30
BS-1A
11,200
3
28°59'N
70°30'W
110
AGS -30
BS-12
7,200
7
20°20'N
95°14'W
111
AGS-30
BS-13
12,000
7
23°10'N
94°12'W
112
AGS-30
BS-14
8,950
7
23°09'N
96°10'W
113
AGS-30
BS-18
11,600
12
24°42'N
89°34'W
114
AGS-30
BS-19
11,200
10
24°44'N
89°34'W
33
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Figure 8. East Pacific Core Locations
37
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38
TABLE V
GENERAL SEDIMENT PARAMETER STATISTICAL INFORMATION
SEDIMENT PROPERTY
Number
of
Observation;
Mean
Standard
Deviations
2
Shear Strength (gm/cm )
701
43.4
21.4
Water Content (%)
701
128.0
45.6
Liquid Limit (%)
701
93.7
24.8
Plastic Limit (7.)
573
39.4
13.5
Median Grain Size (0)
701
9.1
1.0
Plasticity Index (%)
573
52.9
18.9
Liquidity Index (%)
573
1.72
.802
39
132
120
117
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a£.
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60
40
20
22
111
96
57
38
30
i2ll
0 20 40 60 80 100 120 140 160
SHEAR STRENGTH ( gm/cm )
180
Figure 10. Shear Strength Histogram
LU
U
Z
LU
3
U
U
O
100
eo
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>-
u
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LU
3
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LU
40-
20-
93
64
44
19
21
26
?1
107
109
72
32
28
10
16
10
5 5
20 40 60 80 1O0 120 140 160 180 2CXT 300 400
WATER CONTENT ( % )
Figure 11. Water Content Histogram
40
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140 -
120
100 -
20 40 60 60 100 120 140 160 180 200 220
LIQUID LIMIT (% )
Figure 12. Liquid Limit Histogram
140
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68
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109
85
53
26
17
^XJ-ir^L., ,A
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10 20 30 40 50 60 70 60 90 100 110
PLASTIC LIMIT (% )
Figure 13. Plastic Limit Histogram
41
200-
nf
160-
Lu 140
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az.
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96
63
52
23
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15
6 7 8 9 10 11
MEDIAN GRAIN SIZE (cp)
3 1_JL
12
Figure 14. Median Grain Size Histogram
LLI 140-
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152
90
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QLdffl.
'12 4 6 8 10 10
SENSITIVITY
Figure 15. Sensitivity Histogram
42
IV. STATISTICAL ANALYSIS
A. METHOD
1. Regression Analysis
Stepwise multiple linear regression was employed in the determina-
tion of both the final shear strength prediction equation and significant
correlations between other engineering parameters. The Naval Postgraduate
School IBM-360 FORTRAN library program BMD02R was used for this analysis.
This is one of the Bio-medical series regression programs developed by the
University of California, Berkeley (Dixon, 1970). Stepwise multiple re-
gression was selected in that none of the variables examined were considered
to be completely independent of the other engineering properties. Utilizing
this procedure, the data is analyzed to determine which parameter explains
the greatest portion of the variability in the dependent variable. The
program continues in steps, successively selecting the next most important
variable to be added to the regression equation until all the variables
which meet specified requirements have been included. The term chosen in
the final step thus explains the least percentage of the variability.
Holmes and Goodell (1964) present a discussion on the merits and limitations
of applying regression techniques to natural sediment systems. In the
analysis which follows, R is defined as the multiple correlation coefficient,
That portion of the variance of the dependent variable which is accounted
for by the estimated linear regression on the independent variables is de-
noted by RSQ (Hays and Winkler, 1970).
2. Confidence Limits
■ ii » . .-i ■■ *
Limits for the 957» confidence level have been drawn on the shear
strength and water content plots (Figure 16 and Figure 18). These limits
43
indicate the approximate accuracy of the predicting equations. If all
computed values were exactly equal to the true values, every point would
fall bn the 45° line, and hence the confidence limits would have no
meaning. Where a scatter of data exists, however, the confidence limits de-
fine the percentage of points which fall both within, and without, the parti-
cular bounds. For the 957» level, 5% of the points will fall somewhere outside
the confidence limits. In utilizing the respective equation, it can be
assumed that there is a 957o probability the computed value will be within
the limit bounds.
B. STATISTICAL RESULTS
1 . Shear Strength and Vater Content Equations
Approximately 60 separate regression analyses were conducted to
establish the optimum shear strength prediction equation. With the excep-
tion of median grain size, which proved too insignificant for inclusion,
correlation coefficients between each parameter and shear strength were
highest when the logarithm of shear strength was used as the dependent
variable (Table VI). The column titled "Equation Multiple Correlation Co-
efficient" in Table VI refers to the coefficient obtained when the four
most significant variables were included in the respective shear strength
regression equation. When the natural value of shear strength was used as
the dependent variable, liquidity index replaced liquid limit in the equa-
tion. It is of interest to note that liquid limit did not prove particularly
significant in any equation unless water content was included as one of the
parameters. The equation derived which explains the maximum variation of
shear strength is as follows:
Log(SS) = 1.866 + 0.0023(LL) - 0.597(1/D*3) - 0. 00454 (WCO) + 0.00672(PL) (5)
44
TABLE VI
SHEAR STRENGTH CORRELATION COEFFICIENTS
DEPENDENT
VARIABLE
INDEPENDENT VARIABLES
MR
WC
LL
PL
D
DM
cp
PI
LI
Shear
Strength
(gm/cm2)
-.318
-.119
-.080
.259
-.298
-.215
-.106
-.266
.506
Logarithm
(Shear
Strength)
-.374
-.177
-.139
.312
-.3/5
-.175
-.140
-.267
.558
WC = Water Content (%)
LL = Liquid Limit (7«)
PL = Plastic Limit (%)
D = Depth in the core (cm)
DM - 1/D*3
cp = Median Grain Size (cp units)
PI = Plasticity Index
LI = Liquidity Index
MR = Equation Multiple Correlation Coefficient
45
SS ■ Shear strength (gm/cm )
LL - Liquid limit (%)
D = Depth in the core (cm)
WCO = Original water content (%)
PL = Plastic limit (%)
True versus computed values (using equation 5) of shear strength are
plotted in Figure 16. Though the 957« confidence limits are a bit wide,
additional data will undoubtedly reduce the variability.
The depth term in equation (5) differs considerably from the linear
relation reported by Arrhenius (1952), Bjerrum (1954), Richards (1961),
Moore (1964), and others. The non-linear manner in which sediment compacts,
suggests that a depth-shear strength relationship is also probably non-
linear. An extensive amount of numerical analysis was therefore conducted
to determine the highest correlation between the two parameters. In every
comparison with logarithmic or natural values of shear strength, the term
.3
1/D" proved to have the greatest correlation coefficient (Table VII).
When this term was included in a multiple regression, the significance
(increase in RSQ) of the linear depth term decreased to nearly zero.
TABLE VII
CORRELATION COEFFICIENTS FOR DEPTH IN THE CORE
Shear Strength
Relation
D
1/D"3
D + 1/D*3
Shear Strength
(gm/cm2)
.276
-.282
.299*
Logarithm
(Shear Strength)
.313
-.343
.354*
*Multiple correlation coefficient
46
to
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47
As noted previously, the depth term exhibited a higher correlation
coefficient when compared with the logarithm of shear strength. Computed
strength, utilizing the most significant depth relationship, and actual
strength for a typical core are plotted in Figure 17, together with data
from Arrenhenius (1952) and Richards (1961). It should be noted that the
3
1/D" term exerts a measurable influence on the strength-depth relation-
ship to a depth of only approximately 60 centimeters. This is the portion
of a sediment column which is undergoing the greatest amount of consolida-
tion, and as expected the increase in strength exceeds a linear rate. Be-
low this depth, the rate of increase is essentially linear, as observed by
Arrhenius (Figure 17). It was also very interesting to note the similarity
between the linear shear strength - depth relationship developed by Arrhenius
(1952) and that calculated in this study. The two equations are respectively
SS = 55.0 + 0. 00143 (D) (6)
SS = 36.2 + 0.00142(D) (7)
2
SS = Shear strength (gm/cm )
D = Depth (cm)
Though the slopes of the two relationships are virtually identical,
the reason for the difference in the constant terms is not evident.
Original water content values were utilized in the derivation of equa-
tion (5). Though this is presently not a reproducible quantity, the true
values were included in the first analysis on the assumption that it may
eventually be possible to determine the original water content of dried
marine sediments by chemical means (Section II. C. 2). To solve the immediate
problem of determining a value of water content to be employed in equation
(5), a second regression analysis was conducted to establish correlations
48
10
20
30
40
50-
SHEAR STRENGTH (gm/cm .)
25 50 75
I I I I
Average Strength
Profile (Arrhenius,l952)
Typical Core Profile
Richards (I96I)
£ 60
a:
O 70
U
z 80
x
£ 90
a
100
120
130
140
150
160-
Figure 17.
100
I I I I
Strength Profile ~
Defined by (D + l/D )
True and Computed Shear Strengths vs. Depth in the Core
49
between water content and the other properties. Results of this analysis
indicate that water content itself may be predicted with a farily high degree
of accuracy (multiple correlation coefficient = .881) on the assumption that
liquid limit, plastic limit and median grain size are reproducible quantities.
Utilizing the available data, the water content prediction equation is:
UCC = 0.689 (LL) + 1.648 (PL) - 0.0752(D) + 7.74 (cp) - 67.65 (8)
WCC = Computed water content (7„)
LL = Liquid limit (%)
D = Depth in the core (cm)
cp = Median grain size (phi units)
PL = Plastic Limit (%)
The grain size and depth terms of equation (8) account for slightly over
three percent of the total variability of water content. Since grain size
analysis is a time consuming laboratory process, this term may be ignored
with but little loss in accuracy. The resulting equation then takes the
form:
WCC = 0.927(LL) + 1.336(PL) - 0.0718(D) - 7.742 (9)
This equation accounts for slightly over 757» of the variability of
water content (Figure 18) .
In order to give a more valid picture of the predictability of the
value of shear strength, the shear strength regression was re-run with
equation (8) substituted for water content in equation (5). Although the
overall significance of the equation was reduced by seven percent, it was
still considerably higher than if no water content term were included.
50
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51
2. Other Correlations
In the process of analysis of the data, several additional in-
teresting relationships between the sediment parameters were investigated.
a. Liquidity Index - Logarithm Sensitivity
Bjerrum (1954) briefly discusses a relationship between the
logarithm of sensitivity and the liquidity index of Norwegian marine clays.
Richards (1962) presents similar results for various Atlantic Ocean sediments,
In the case of the first of these studies, the material investigated (while
marine in origin) had been uplifted and was no longer in its original satur-
ated condition. The data of Richards is too sparse to establish a reliable
relationship. A regression analysis was therefore conducted on the data
from 509 samples (representing all of the samples for which sensitivity
values were available), to see if sensitivity was determinable from liquid-
ity index. The regression initially proved to be insignificant, until as
suggested !• . Richards, the regression line was forced through the origin
(Figure 19). The correlation coefficient then increased substantially,
and the slope of the regression line proved to be virtually identical to
the average of the lines determined by Richards (1962) from data obtained in
2
his areas E and F in the North Atlantic Ocean.
The usefulness of this relationship lies in the fact that if the origin-
al water content, liquid limit, and plastic limit of a sediment sample can
be measured, equations (3) and (4) and the regression line from Figure (9)
may be used to obtain the sensitivity. It is realized that these results
Ratio of true to remolded shear strength.
2
The majority of Richard's data used in this study were from areas
E and F.
52
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53
may be somewhat oversimplified and that the true correlation between the
two elements might vary for different broad depositional regions. If
these various relations can be identified when more data becomes available,
it may well be possible to collect disturbed samples, measure the remolded
strength, and thereby obtain values of the original shear strength by multi-
plying the remolded strength by the sensitivity obtained from a plot similar
to Figure 19.
Shear strengths for the available data were computed in this manner
and subjected to a regression on the true shear strengths, with a resulting
correlation coefficient of .725 (RSQ = .525). Although this translates to
about a 20% increase in explanation of the variability of shear strength
over equation (5) , it should be realized that the true remolded strength
must be measured and therefore the procedure is not applicable for use on
material which har dried below its natural water content. Strangely enough,
when the results of equation (8) were substituted for the original water
content in calculating liquidity index, the computed - true shear strength
correlation coefficient was exactly the same as that indicated above, and
the values of computed shear strength were identical to three significant
figures in most cases. The 95% confidence limits using this method were
2
nearly 10 gm/cm closer to the regression line than those of Figure 16.
b. Liquid Limit - Water Contei.t
Of considerable interest in this investigation was the
high correlation (.802) existing between water content and liquid limit.
The constant term in the equation for the regression line proved to be
relatively unimportant, and therefore the line was forced through the
origin, with virtually no decrease in the correlation coefficient (Fig-
ure 20). The equation for this relationship is:
WC - 1.352(LL) (10)
54
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240h
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0)
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200,—
120
Liquid Limit
Figure 20. Water Content versus Liquid Limit Relationship
55
One possible explanation for this correlation is possibly that fully
saturated marine sediments exist in a narrow range of water contents at
some fairly constant percentage above the liquid limit. If true, this
would mean that the water content is determined to some degree by the same
factors which act to control liquid limit, and vice versa. This theory is
supported by the fact that liquid limit and water content have similar
correlation coefficients with plastic limit, median grain size, and plasti-
city index (Table VIII). As may be noted in the table, liquid limit was
completely independent of depth in the core, whereas water content and
depth are inversely related.
56
TABLE VIII
WATER CONTENT AND LIQUID LIMIT CORREiATION
COEFFICIENTS WITH OTHER PARAMETERS
PARAMETER
WC
LL
PL
D
l/D-3
cp
PI
LI
Water
Content
-
.802
.773
-.141
.178
.316
.501
.444
Liquid
Limit
.802
-
.669
.013
.052
.416
.832
-.039
WC - W;?ter Content
LL = Liquid Limit
D = Depth in the core
cp = Median grain size (cp units)
?I = Plasticity index
PL - Plastic limit
LI = Liquidity index
57
V. CONCLUSIONS AND RECOMMENDATIONS
A. CONCLUSIONS
The results of this data review and analysis indicate that several
conclusions of interest can be drawn:
1. The liquid limit of marine sediments is not a reproducible
quantity by present techniques.
2. Utilizing equation (5), the shear strength of deep sea sedi-
2
ments may be estimated to an accuracy of + 40 gra/cm at the 957o level of
significance. This equation will undoubtedly be improved as additional
data becomes available.
3. Original values of water content can be determined with a
fairly high degree of accuracy utilizing equation (8) or (9).
4. The water content of the sedi-.' ents investigated was highly
dependent on the value of liquid limit.
5. The liquidity index - logarithm sensitivity relation observed
by Richards (1962) r=nd Bjerrum (1954) appears to be valid.
B. RECOMMENDATIONS
1. Extensive use of the Casagrande liquid limit device indicates
that a revision of this test is necessary for application to marine sedi-
ments. Not only does the device and the type of tool used result in variable
readings, but * the dependence on the operator is entirely too great for
useful engineering determinations. ASTM Special Technical Publication
254 (I960) contains several excellent recc. unendations for revision of this
test.
58
2. As a result of their naturally saturated &£ate and the physical
changes which occur upon drying, a question arises as to the validity of
ASTr-1 procedure D-421-58 when applied to saturated samples obtained in
oceanic coring. A review of all soil tests affected by procedure D-421-
58 (when applied to marine sediments) is considered a necessity to deter-
mine the effects of drying.
3. Serious doubt exists regarding the reproducibility of plastic
limit and median grain size of fine grain oceanic sedimer. t:s once the
material has dried. Therefore, it is recommended that further studies
be made in this area.
4. The apparent depen ' nee of liquid limit on organic content,
indicates that further research is warranted in an effort to correlate
these two parameters.
59
APPENDIX A
DATA ANALYZED
The majority of the data analyzed is included in this appendix.
Data from 17 of the cores (accounting for 84 data points) was loaned
for this study, however, it was not released for publication by the
collecting agency.
The following abbreviations are used in the tabulations:
Ref. No Reference Number (Tables II, III, and IV)
SS Shear Strength
gm grams
cm centimeters
WC Water Content
LL Liquid Limit
PL Plastic Limit
MGS Median Grain Size
PHI ....... Median grain size in Wentworth phi units
mm Median grain size in millimeters
PI Plasticity Index
LI Liquidity Index
SENS Sep ;tivity
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101
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:::. I I PONT SECURU 1 ( I UNIFICATION
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2b GROUP
3 REPORT TITLE
Estimation of the Original Shear Strength of D< sp Sea Sediments from Engineering
Index Proper ties
* DESCRIPTIVE NOT! >| . ' of report and, incliis i \ ■ dales)
Master's Thesis; September 1970
5 AUTHC^ISI fFifsfnsmf, middle initial, last noire)
Robert Wyman Koag II
6 REPOR T DATE
September 1970
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13. A B S . :"< A C T
Multiple linear regression techniques were employed in a statistical analysis
of data from 114 deep sea cores in order to derive an equation for predicting
shear strength from sediment engineering index properties. Water content, depth
of burial, liquid limit, and plastic limit proved to be the only factors
significantly influencing the streng. h in these core?. The multiple and individual
correlation coefficients between these four parameters and the logarithm of shear
relation. Additionally, other regression analysis were conducted to determine a
wrier content prediction equation and to investigate correlations among other
sediment properties. Water content is shown to be highly correlated with liquid
limit. Ancillary to the above analysis, tests where conducted to determine the
degree of reproducibility of original liquid limit values from dried sediment
material .
DD ,?„?..1473
S/N 01 01 -C07-G81 I
(PAGE 1)
103
UNCI/' SSIFIED
Security Classification
1-81(0'
UNCLASSIFIED
Security Clsssificetion
key wo RDS
Atterberg limits
Cores
Data
Deep sea cores
Deep sea sediments
Engineering properties of marine sediments
Liquid limit
Marine sediments
Regression analysis
Reproducibility of sediment properties
Sediment engineering proper Lies
Sediment cor
Sediments
Shear strength
Shear strength prediction
Statist' 1 analysis
Water content
Water content prediction
L I IV K A
LINK B
LINK C
\J &■/ t NOV 68
S/N 01 0 1 - R0 7- £, «;> |
1473 (DACK
104
UNC> IED
Security Classification
A- 3 I 409
s
Thesis
H585
^•2L''0-
Hoag
Estimation of the o-
riginal shear strength
of deep sea sediments
from engineering index
properties.
3 DEC 71
< 4UCT 72
4 ' < T 72
2 1 8 U 0
2 1 8 U 0
n o ? 't o
Thesis
H585
Hoag
Estimation of the o-
riginal shear strength
of deep sea sediments
from engineering index
properties.
■ 0
thesH585
Estimation of the oriental shear strengt
3 2768 002 06803 3
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