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Scholars' Mine Scholars' Mine
Masters Theses Student Theses and Dissertations
1966
An investigation of consolidation on compacted partially An investigation of consolidation on compacted partially
saturated Clarksville soil saturated Clarksville soil
Ma-Tai Matthew Chen
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Recommended Citation Recommended Citation Chen, Ma-Tai Matthew, "An investigation of consolidation on compacted partially saturated Clarksville soil" (1966). Masters Theses. 5730. https://scholarsmine.mst.edu/masters_theses/5730
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AN INVESTIGATION OF CONSOLIDATION ON COMPACTED PARTIALLY SATURATED CLARKSVILLE SOIL
BY
MA-TAI MA'ITH»l CHEN -I ~13 7
A
'IHESIS
submitted to the faculty of the
UNIVERSITY OF MISSOURI AT ROLLA
in partial fulfillment of the requirements for the
Degree of
MASTER OF SCIENCE IN CIVIL .El(}INEERir-n
Rolla, Missouri
1966
Approved by
~.L7:~
7?dJJ i. £2r&t/r4
ii
The Terzaghi theory of consolidation and the assumption of
his theory, pore pressure and effective stress, secondary compression
and rheology were all reviewed and discussed. Eight compacted unsatur
ated samples made from Clarksville silty clay (CL) under different
compaction efforts and moisture contents were subjected to consolidation
load increments. Each load increment was maintained for 24 hours. An
extra compacted sample was loaded for one month to investigate
secondary compression.
From e-p curves, five settlement vs. compacted embankment height
curves were derived for different compaction effort and moisture
contents. These curves may be of practical use, when checked h7 field
measurements and observations.
iii
ACKNCWLEDGMENT
The author expresses his appreciation to Professor John B.
Heagler, Jr. for his p,uidance and counsel during the preparation of
this paper. Thanks are also due to Dr. Thomas s. Fey for his helpful
hints and reference books. Appreciation also goes to Mr. John B.
Prater and Mr. Chao for assistance in developing the computer program.
Special recognition is due to m;y fiancee Ada and m;y <llinese
roommates. Their encouragement and understanding have made this
paper possible.
TABLE OF CON'l'm'l'S
ABS'IRACT ••••••••••••••••••••••••••••••••••••••••••••••••••••••••
ACKNCWLEDGMENT
LIST OF FIGURES
LIST OF TABLES
••••••••••••••••••••••••••••••••••••••••••••••••••
•••••••••••••••••••••••••••••••••••••••••••••••••
••••••••••••••••••••••••••••••••••••••••••••••••••
I. IN'IRODUCTIOO ••••••••••••••••••••••••••••••••••••••••••••••
II. REVIEW OF LITERATURE ••••••••••••••••••••••••••••••••••••••
III.
IV.
v. VI.
MATERIAL, EQUIPMENT AND PROCEDURES •••••••••••••••••••••••••
A.
B.
c.
MA1ERIAL
EQUIPMENT
PROCEDURES
••••••••••••••••••••••••••••••••••••••••••••••
• ••••••••••••••••••••••••••••••••••••••••••••
• •••••••••••••••••••••••••••••••••••••••••••
EXPFlUMmTAL RESUL 1S
DISCUSSION OF RESULTS
••••••••••••••••••••••••••••••••••••••
•••••••••••••••••••••••••••••••••••••
CONCWSIOOS AND RECOMMENDATIONS • ••••••••••••••••••••••••••
•••••••••••••••••••••••••••••••••••••••••••••••••••• BIBLIOORAPHY
APPENDIX ••••••••••••••••••••••••••••••••••••••••••••••••••••••••
VITA ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••
iv
Page
ii
iii
rl
1
J
12
12
12
12
16
18
28
31
JJ
111
v
LIST OF FIGURES
Figure Page
1. CONCEPT OF INTERGRANULAR OR EFFECTIVE STRESS ON AREA • • • • 34
2. EFFEC'IS OF COMPACTION ON S'IRUCTURE ••• •••• ••••• •• •••• ••.. 35
3. EFFECT OF ONE-DIHENSIONAL COMPRESSION ON S'ffiUCTURE • ••. •• 35
4. GRAIN SIZE DIS'IRIBUTION CURVE •••••••••••••••••••••••••• 36
5. CONSOLIDATION APPARATUS •••••••••••••••••••••••••••••••• 37
6. COMPACTION CURVES AT VARIOUS COMPACTIVE EFFOR'IS FOR CLARKSVILLE SILTY CLAY •••••••••••••••••••••••••••••••••• 38
7-12. TIME-CONSOLIDATION CURVES FOR CS J-1 TO CS 1-6 •••••••••• 39
13-19. TIME-CONSOLIDATION CURVES FOR CS 2-1 TO CS 2-7 •••••••••• 45
20-25. TIME-CONSOLIDATION CURVES FOR CS 3-1 TO CS 3-6 •••••••••• 52
26-31. TIME-CONSOLIDATION CURVES FOR CS 4-1 TO CS 4-6
32-37. TIME-CONSOLIDATION CURVES FOR CS 5-1 TO CS 5-6
•••••••••
••••••••••
58
64
38-43. TIME-CONSOLIDATION CURVES FOR CS 6-1 TO CS 6-6 •••••••••• 70
44-49. TIME-CONSOLIDATION CURVES FOR CS 7-1 TO CS 7-6 •••••••••• 76
50-55. TIME-CONSOLIDATION CURVES FOR CS S-1 TO CS S-6 •••••••••• 82
56-63. CONSOLIDATION VS. :LOG PRESSURE CURVES ••••••••••••••••••• SS
64-71. PRESSURE VS. CONSOLIDATION CURVES ••••••••••••••••••••••• 96
72. LONG DURATION SETTLEMENT-TIME CURVE ••••••••••••••••••••• 104
73. COMPACTION EFFCRT AND FINAL VOID RATIO RElATIONSHIP •••.. 105
73a. MOIS'IURE CONTENT AND FINAL VOID RATIO RELATIONSHIP • ••••. 106
74. COMPACTION EFFORT AND COMPRESSION INDEX RELATIONSHIP • • • • 107
74a. MOISTURE CONTENT AND COMPRESSION INDEX RELATIONSHIP ••••• lOS
75. SETTLEMENT AND EMBANKMENT HEIGHT RELATIONSHIP •••••••••• 109
75a. SETTLEMENT AND EMBANI<MmT HEIGHT RELATIONSHIPS •• ••• •• ••• llO
Table
I
II
III
UST OF TABLES
PHYSICAL PROPERTIES OF CLARKSVILLE SOIL •••••••••••••••
YOID RATIO VALUES FOR CSl, 2, 3, 6, 8 ••••••••••••••••••
UNITWEIGHT VALUES FOR CSl, 2, 3, 6, 8 •••••••••••••••••
vi
Page
13
24
24
I. IN'IRODUCTION
Analysis of the consolidation characteristics of a soil and the
interrelation between these characteristics and the settlement of soils
in the field, constitute one of the most complex problems that faces
the soils engineer. In any construction project where soil is to be
used as a construction material, such as in embankments, or where it is
to be used to support structures such as buildings, bridges, pavements,
etc., then consolidation and the accompanying settlement is a problem
which must be carefully analyzed.
At the present time, the methods for analyzing consolidation test
data and relating this information to field conditions is basically
that as developed by Terzaghi in 1925. There are assumptions in this
analysis which are more thoroughly explained later in this paper.
However, one of the basic assumptions is that the soil is completely
saturated and that the rate of flow of water out of the soil pores
controls the rate of consolidation of the soil.
Soils which are manipulated in some manner before they are used as
a construction material are very seldom placed in their new location at
saturation moisture contents. The moisture content at which they are
placed is usually close to a predetermined optimum moisture for a max
imum density under a given compactive effort and this is always below
saturation. When an embankment is made up of layers of soil compacted
at a controlled moisture content below saturation, there will still be
settlement under the infiuence of applied load. The question to be
answered by the engineer is how much settlement will occur and what
time elapse is necessary for this settlement to take place. Neither
of these questions can be answered with exactitude from the theory
presented by Terzaghi which is used successfully for saturated soils.
This investigation consists of evaluating the consolidation
characteristics of a soil compacted at different compactive energies
and moisture contents below saturation to aid in formulating concepts
concerning the mechanism of consolidation or such soils.
2
II. REVIEl'l OF LITERATURE
Consolidation in a general sense may be defined as any volume
decrease of a soil mass.(l) Scott states that "the process of tran
sient flow of water (or other fluids) through a soil structure Which
compresses or expands in time is called consolidation in soil
mechanics.n( 2)
J
In order to predict the settlements of structures resulting from
the consolidation of soils, a method of extrapolating laboratory test
results and relating them to field conditions is needed. The method
commonly used is one proposed by K. V. Terzaghi. In 1925, Terzaghi
published his fundamental approach to settlement analysis in his book
"Erbaumechanik. n(J) A more recent treatment of consolidation theory
is given in "Theorie der Setzung von Tonschichten", by K. V. Terzaghi
and 0. K. Frohlich, Franz Deuticke, Leipzig and Vienna, 1936.(3)
Although there are some revisions of Terzaghi's Consolidation Theory by
Merchant and Taylor (1949, 1942), Tan (1957), Gibson and Lo (1961),
I. F. Christie (1964, 1965),(4)(5) it is still, in its original form,
the basis for conventional methods of interpretation of consolidation
test data and time rate predictions in settlement analysis.
The analysis of consolidation as presented by Terzaghi contains
several limiting assumptions which must be considered before the degree
of the validity of the approach for a particular problem is established.
The assumptions are as follows:(l)(6)
(1) The soil being tested is homogeneous.
(2) Complete saturation of the soil exists.
(3) The water and the soil solids are incompressible.
(4) The action of a differential soil mass is similar to the
action of a larger soil mass.
(5) One-dimensional drainap,e and compression take place in a soil
undergoing consolidation.
(6) A linear relationship exists between pressure and void ratio.
(7) Darcy's law of fluid flow is valid.
(S) Certain soil properties are assumed to remain constant.
(9) Strain or void ratio change in the sample will be small.
(10) Temperature is constant during the consolidation process.
The assumption that the relationship between pressure and void
ratio during the consolidation process is linear infers that all
compression is due to drainage caused by hydrostatic excess ryressure.
Usually the major cause of error in applying the Terzaghi's Theory is
that this assumption is not fulfilled. The error has more effect on
predictions of settlement rates than it does on predictions of amounts
of settlement.(l) For this reason, several revisions, such as the Theory
of Taylor and Merchant (1940), and Gibson and Lots Theory (1961), have
been made as mentioned before.<4) The limitation to Terzaghi's Theory
of analysis has been apparent since its inception. However, it is
virtually the only method universally accepted at the present time.
From laboratory results of consolidation tests,(l) two important
relationships are plotted to aid in the evaluation of the soil prop-
erties. The first plotted curves are settlement versus the log of time
for each load increment, called the time curves. The second is a void
ratio versus the log of pressure over the range of loading used, called
the e-log p curve.
According toT. W. Lambe(l), there are three stages in a time curve.
They are: (1) initial compression, (2) primary compression, and
(3) secondary compression. Initial compression is due to the
5
instantaneous compression of air in the voids. Primary compression is
due to the drainage of pore water, because of the hydrostatic excess
pressure. The secondary compression is probably due to plastic flow or
gradual structural adjustment under the imposed load.
According toR. H. Karol,(6) the void ratio versus log pressure
(e-log p) curve can generally be divided into three parts. The first
portion'is called the reloading curve and serves to define the pressure
range in which consolidation effects are relatively small. The upper
pressure boundary of the reloading range is called the preconsolidation
load or the pressure corresponding to the in-place void ratio. The
second portion is called the virgin line which usually is a straight
line with a lower pressure boundary at the preconsolidation load, and
an upper pressure boundary at the load which is high enough to modif,y
the basic soil structure. The third portion is called the remolding
range, and is most noticeable in soils of flocculent structure. Loads
in this range are high enough to modify the arrangement of floes, and
must not be permitted to occur in the field.
Secondary consolidation is also called plastic flow, creep,
intolerable settlement, or post settlement. R. H. Karol states:(6)
"Plastic flow is a slow process relatively independent of thickness of
stratum, and mainly dependent upon intergranular pressure." In the
laboratory, true consolidation is almost complete before plastic flow
is of any consequence. For thick strata in the field, it is probable
that consolidation and plastic now are occurring simultaneously.
According to A. R. Jumikis, (7) in secondar;y compression, the colloid-
6
chemical process and surface phenomena such as the stressed moisture
surface tension, viscosity and density changes in the stressed
moisture films, molecular attractive forces between soil particles and
moisture film, induced electrokinetic potential, and other processes
become active. All these processes are very elow by their very nature.
Therefore, the secondary consolidation process requires a long time to
consolidate the soil fully in the laboratory. Secondary consolidation
of mineral soils is usually negligible, but in the case of organie
soils it may be considerable because of their colloidal nature. A
possible disintegration of clayey soil particles and other processes
probably make some contributions to secondary consolidation. J. B.
Hansen, (S) in his paper, "A model law for simultaneous primary and
secondary consolidation", stated that "secondary consolidation must
start as soon as an effective stress is developed and the primary and
secondary consolidation processes must therefore actually proceed
simultaneously from the very beginning, although of course with
different time rates, because they follow different model laws."
Secondary compression, according to T.aylor(J), is caused by remolding
or the disturbance of structure by the occurence of the primary
compression. Remolding may be defined as the subjecting of a soil to
shearing strains, thus moving the individual particles relative to each
other and destroying the natural bond or natural structure. Soil action
is too complicated to permit complete understanding of the structural
aspects and the grain rearrangement processes associated with
secondary compression. R. F. Scott(2) pointed out in his book
"Principles of soil mechanics" (1962), "because of the development of
knowledge concerning physioochemical properties of very small mineral
particles, and improved equipment and techniques (for studying particle
7
interctction), most soil behavior and phenomena have better explanations
at the present time."
The stresses that act within a saturated mass of soil may be
divided into two kinds. The term "effective pressure" has the same
meaning as inter~ranular pressure. It refers to pressures transmitted
through grain to grain contact points through a soil mass. (See
Figure 1.) Such pressure, when it exists, decreases the void ratio of
a soil mass and increases its shear strength; hence, the term
"effective." The tem neutral pressure has the same meaning as pore
water pressure. It refers to hydraulic pressure in the voids of
saturated soils. Since water exerts the same pressure in all directions
and has no shear strength, pore water pressures do not affect the void
ratio of a soil, nor do they increase the soil shear strength. Thus the
notation "neutral".(6) From Hilf's research on "Pore pressure in
cohesive soils"(9), water in unsaturated soil is held in the soil by the
phenomenon of surface tension which occurs at the boundaries separating
the water and pore air. It is known that surface tension is virtually
independent of the form of the surface contact, but is a function of
temperature. The rise of liquid in fine pore tubes is a result of
surface tension, and is called capillarity. Since the capillary tube
is open to atmospheric air, which also acts on'the free water surface,
the pressure at the meniscus must be equal to -r. h • In general, the w c
pressure on any liquid film in contact with the atmosphere at any point
can be expressed by the equation: u0 = -Ts C-/r+;i>• Where uc is
capillary pressure (taking atmospheric pressure s 0), r1 and r 2 are
radii of curvature and T is the surface tension. In an W'lsaturated 8
soil, the water wets the soil grains and is held in capillary spaces
8
between them. Since the pore spaces in a soil mass are interconnected,
I l at equilibrium all men:i sci will have the same curvature (" -r ~ ) , and
all water will have the same capillary pressure uc. The pressure in
the air of the voids of a soil mass, which has been compressed without
permitting escape of the pore fluid, can be calculated by combining
Boyle's law of compressibility of air with Henry's law of solubility of
air in water. The air pressure u can be expressed as follows.(9) a
(Hamilton, 1939, and Hilf, 1948). ua = Pa 4 V Va + hVw -AV
• Where Pa is
initial pore pressure (usually considered as atmospheric pressure--
absolute pressure); Va is volume of air; Vw is volume of water;~V is
volume change; h is the coefficient of solubility of air in water by
volume. The pressure in the pore water of an unsaturated soil, which is
pressure in the fluid contact with soil skelton, is given by~= ua + uc•
The pore water pressure (Uw) in unsaturated soils can be negative
whenever the positive value of ua is smaller than the negative value of
In soils unstressed externally, where u will be zero at equilibrium, a
the pore water pressure is always negative, liw = uc• It is possible for
Ua to be negative, as in a sealed specimen of unsaturated soil which,
during a shear test, expands to a volume greater than its volumen when
it was first sealed. In this case, ua and uc are both negative.
In the paper, "limitations to the use of effective stress in
partly saturated soils", by Jennings and Burland,(lO), there are the
following statements: Terzaghi's effective stress principle may be
stated in the form of two propositions: (1) changes in volume and
shearing strength of a soil are due exclusively to changes in effective I
stress, (2) the effective stress u in a soil is defined as the excess
of the total applied stress () over the pore pressure u ' J () =6"- Ll •
9
The validity of the principle of effective stress for saturated soils
has been adequately verified by the work of Rendulic (1936), Bishop and
Eldin (1950), Henkel (1959, 1960) and Skempton (1960). For unsaturated
soils a-'= c; t X(U.(). ·Uw)- U.o, or cr~ <r- ( ~Uw-t (1-~)I.(J =a-u*. Where ua is gas pressure, ~is water pressure,/( is a parameter, u*,
the quantity ~(,(._,-t(a~'Q_ may be considered as an equivalent pore
pressure. u*, i.e., that portion of the effective stress in a soil
resulting from fluid pressures in the pores. Bishop and Donald (1961)
performed a triaxial test on partly saturated silt. They found that
CcS3 - ua) and (ua - ~) remained constant throughout the test. A
change in (~3 - u ) or (u - u ) alone had a marked effect on the shape a a w
of the stress strain curve. It was therefore concluded that the form I
of the equation()::-£'"+ ~(Ucrli-..,)-f,(a, is correct, and the behavior of the soil
is independent of· the absolute values of <S', u and u • The concluded w a
that: (1) all measurable effects of a change of stress, such as compres-
sion, distortion, and a change of shearing resistance of the soil are
exclusively due to changes in effective stress, and (2) the effective
stress CS1 in a partly saturated soil is defined as excess of t.ot.'il
applied stress fS' over the equivalent pore pressure u*, or [ ~t.).wtO-/JtJ,.) • The definition of effective stress by Skempton (1960) is that "The
effective stress is that stress controll1ng changes in volume or
strength of the soil." According to Jennings & Burland(lO), the
assumption that the effective stress under conditions of externally
applied pressures are directly comparable with the effective stresses
under applied suction is a tacit assumption of the validity of the
principle of effective stress over the whole range of partial
saturation. However, some experimental data indicate that it is not(r1
10
that controls the behavior of the majority of partly saturated soils,
but rather functions of the separate values of if and the equivalent
pore pressure t.l*· Therefore, to say that equation c:r~cr+ xc~-u.,)-U.
defines the effective stress in a partly saturated soil according to
the effective stress principle is not always correct. This equation
actually defines an intergranular stress; the important difference being
that, whereas an effective stress is that stress controlling soil
behavior, the same is not necessarily true of intergranular stress.
Holtz (1948) and Wagener (196l)(lO) have obtained compression
curves showing that collapse occurs in soils compacted dry of optimum
moisture content, even when th~ densities are high. Michaels (1959)
has suggested that a clay dries, and the menisci at the surface are
drawn into the soil matrix, the clay structure tends to form into
"Packets" of clay particles (lO). T. w. Lambe (1958)(ll) proposed a
mechanistic theory to account for the effects of compaction on the
behavior of clay. The theory attempted to explain the known properties
of clay in terms of "structure" -- the arrangements of soil particles
and the electrical forces between adjacent particles. The effects of
compaction on structure and one-dimensional compression on structure(12)
are shown in Figure 2 and 3. An important paper, "Compression of
partially saturated cohesive soils", was published by Yoshimi and
Osterberg (1963)(l3). They compacted samples of Vicksburg silty clay
on the d~ side of the optimum water content and subjected them to
laterally confined static compression. It was observed that:
(1) There was virtually no outflow of pore water during compression
while the degree of saturation increased from 70% to 90%.
(2) The samples were permeable to air under a small pressure
gradient at degrees of saturation exceeding 90%.
11
(3) For the same stress increment ratio the time rate of compres
sive strain was independent of sample thickness ~~d drainage conditions.
(4) For virgin compression, the time rate of compression in
creased with increasing stress increment ratio.
For cohesive soil compacted on the dry side of the optimum water
content they further concluded that:
(1) At the equilibrium state, the pore water carries subatmospheric
pressure and tends to fill small capillaries, leaving larger pore space
for air to form interconnected channels even at a very high degree of
saturation.
(2) Because of stiffness of soil structure and high compress
ibility of soil air, application of a stress increment may not raise
the initially subatmospheric pressure in the pore water above;one
atmosphere. In such a case, the pore water remains in the soil
because it can not flow out into the atmosphere against a pressure
gradient.
(3) If the pore water movement is negligible, the time dependency
of the compression is governed h1 the rheological characteristics of
the soil structure. Thus, time rate of compressive strain is in
dependent of drainage conditions or thickness, but is dependent on the
stress increment ratio.
The writer's work is to take a series of samples of compacted,
unsaturated silty clay of Clarksville soils which are subjected. to one
dimensional compression. The samples are prepared on different
compaction efforts and moisture contents -- both dry and wet sides of
opti.aala moisture content.
12
III. MATERIAL, EQUIPMENT AND PROCEDURES
A. MA 'I'ERIAL
The sample. of soil used in this investigation was obtained
locally from the B Horizon of the Clarksville soils predominating in
this area. The soil is a reddish yellow silty clay contatning large
amounts of gravel.
After air drying, crushing, and passing the Number 10 u.s.
Standard sieve, the soil was mixed to obtain maximum uniformity and
then stored in a gB.lvanized bin.
The general physical properties of the Clarksville soil are listed
in Table I.
The grain size distribution curves are shown in Figure 4. The soil
has been classified according to the unified classification system and
the AASHO classification system, the two most widely used systems of
classification. The values in Table I were obtained from the Atterberg
limits tests, Specific gravity test, Grain size analysis, and Standard
Proctor Compaction tests.
B. EQUIPMmT
A Lancaster Grinding mixer was used to crush the air dry soil for
passing the No. 10 sieve. It was also used to uniformly mix the water
in the soil for the compaction tests. An automatic Proctor type
compaction device was used for compaction tests. For the one-dimensional
compression test, the fixed-ring type consolidometer and lever system
type loading frame apparatus was used (See Figure 5).
C • PROCEDURES
A systematic procedure for the preparatim, compaction and
13
TABLE I. PHYSICAL PROP:ffiTIES OF CLARKSVILLE SOIL
CHARACTERISTIC
(Material Passing #10 Sieve)
Air dry M. C •
Liquid Limit
•••••••••••••••••••••••••••••••••
•••••••••••••••••••••••••••••••••
Plastic Limit •••••••••••••••••••••••••••••••••
Plastic Index ••••••••••••••••••••••••••••••••
Shrinkage Limit ••••••••••••••••••••••••••••••
Shrinkage Ratio ••••••••••••••••••••••••••••••
Specific Gravity •••••••••••••••••••••••••••••
Unified Classification •••••••••••••••••••••••
AASHO Classification •••••••••••••••••••••••••
Passing No. 10 Sieve •••••••••••••••••••••••••
Passing No. 40 Sieve •••••••••••••••••••••••••
Passing No. 140 Sieve • •••••••••••••••••••••••
Passing No. 200 Sieve ••••••••••••••••••••••••
Optimum Moisture Content (Standard Proctor) •••
Maximum Dry Density (Standard Proctor) •••••••
VALUE
).65% (2.93-4.41)
J7.8 %
17.6 %
20.2
16.1 %
1.8J
2.61
CL
A-6(13)
100.0 %
93.0%
82.0 %
78.0 %
18.J %
105.0 pcf
consolidatio:J. of the soil sa.rr.plcs '.-:c;.s estJ.blisted a."ld followed. The
vlhole process co!"lsists ~.:- fot:..r step;;.,
( 1) obtaining the s2.:r.;;le,
(2) general physical prcperty tests,
(3) co~pactio~ tests,
(4) one-dimensior.al compression tests.
14
The first and second steps have been previously discussed in
Section A. In the third step, compactivc efforts of 20, 25, 30 35, and
40 blows per layer ~~th the standard proctor h~Tmer, for three layers
were used to compact the soil and optimum moisture and maximum density
for each compactive effort was determined. Eight different samples
were prepared for consolidation testing, five o;.' .. :.em (CS 1, CS 2, CS 3,
CS 4, CS 5) were at approximately the same moisture content, near the
optimum moisture content of 18.3% which was determined for the 25
blovT/layer compaction effort, b'..lt at different compactive efforts
(9900, 12375, 14850, 17325, 19800 f-lb/cu ft.) Four of the samples
(CS 6, CS 2, CS 7, CS 8) were prepared at the same compactive effort
(12375 ft-lb/cu. ft.) but at different moisture contents (14.2%,
17.0%, 19.3%, 21.3%). The compacted samples were carefully trim~ed into
fixed-ring consolidometers, then mounted on the consolidation apparatus.
An annular cotton cloth, co~~ected to a small dish with water in it,
was added to each consolido:r.eter (as sho~'11. in Figure 5) to minimize
evaporation of moisture from the sample. By placing a 10 Kg load on
the sample, the one-dimensional compression test was started. The
sample size was 1.00 inch high and 2.50 inch in diameter. A load was
applied of sufficient magnitude to give a pressure intensity of 0.322
TSF on the soil specimen, and time and vertical deflection readings
15
were taken at total elapsed times of O, 0.1, 0.25, 0.5, 1, 2, 4, 8, 15,
30, 6o, 120, 240, 480, 1440 minutes, respectively. On successive days,
loads of 0.645, 1.29, 2.58, 5.16, 10.32 TSF were applied. After the
loading sequence was completed, the apparatus was dismantled and the
moisture content of the sample determined. With several samples, the
loading periods on certain loads was prolonged to three or four days.
There was an extra compacted sample {CS 5-lA), whose first load incre
ment (0.322 TSF) was maintained for one month for the investigation of
secondary compression (Figure 72).
16
IV. EXPERIMENTAL RESULTS
A. General Physical Property Tests:
1. Atterberg limit tests (L.L., P.L., S.L.).
2. Specific p,ravity test.
3. Grain size analysis.
The results of the above tests are listed in Table I and Figure 4.
B. Standard Proctor Compaction tests:
Five compaction curves for samples compaoted under different
compactive efforts are shown in Figure 6.
C. One-Dimensional Compression Tests:
For each load increment applied to the soil a dial'reading vs.
logarithim of time curve has been plotted and are shown in Figures 7
through 55. The void ratios at the end of each load increment period
have been calculated and are shown as "void ratio vs. logarithim of
pressure" curves (e-log p curves) in Figures 56 through 63. To
eliminate the logarithimic distortion of the standard e-log p curves,
the void ratios have also been plotted against pressure on a linear
scale and are shown in Figures 64 through 71. Since the deformations
at the end of normal loading time intervals were still continuing, it
was decided to run one load for a much longer time period. Figure 72
represents a dial reading time curve for a sample compacted at a
moisture content of 17.o% with a dry density of 111 per., compactive
effort of 19,SOO ft. lb. per cu. ft., and loaded with .322 TSF. The
load was allowed to remain on the sample for 30 days.
D. Relationship between Settlement and Embankment Height:
From e-p curves, the settlement due to embankment's own weight
can be calculated. From these calculations, a series of curves for
settlement vs. embankment height are plotted as shown in Figure 75
and 75a.
17
18
V. DISCUSSION OF RESUL'IS
A. Analysis of Results
The compaction test results for the soil used in this investigation
are shown in Figure 6. These curves are as expected for a silty clay
soil with the optimum moisture content at approximately 86% saturation
for all compactive efforts.
Standard procedures were followed (M.I.T. Soil Testing for
Engineers, by T. W. Lambe) during the consolidation testing. 24 hours
is accepted as the normal loading period per load increment. Because
of the observed continuing deformation at the end of the 24 hour period,
a few load increments were allowed to remain on the specimen beyond the
normal time limit to observe their continuing deformation character
istics. Figures 7 through 55 represent void ratio vs. log time curves
for the different samples for each load increment. At the beginning of
each load increment, and in too short a time to be measured accurately
using normal procedure, there is an initial dial reading change that
takes place. This dial reading change reflects various components of
deformation Which are difficult to evaluate individually. In the
samples compacted at moisture contents below saturation, there is probably
a deformation due to the immediate expulsion of air, there is compression
of the porous stones and in the loading device, there is additional
squeezing of material into the porous stones, and in some cases, an
expansion of the soil into voids where the soil had been imperfectly
trimmed into the ring. Finally, there is elastic deformation of the
soil particles themselves. Upon checking the dial readings in the
laboratory caused by compression of the porous stones and the loading
plates, it was found that they were small compared to the total change in
19
thickness under each load. They have, however, been accounted for in
the void ratio calculations. All time curves are included in the
appendix. They are plotted in the standard semi-log form for purpose
of comparing to the more familiar log time curves for saturated soils.
For the most part, the dial reading-log time curves are very similar
for all samples. They are very flat for the first 100 minutes then
becoming increasingly steep up to the 24 hour period when the load was
changed. There is no reversal of the curve at the end of the loading
time on those samples which were below saturation at all times. Thus
A. Casagrande's procedures for determining 100% consolidation can
not be applied, nor do~s Taylor's plot of void . ratio vs. the square root
of time give a sensible value of 90% consolidation. No reasonable
method of determining 100% consolidation presents itself from the time
data accumulated during this investigation. Figure 72 represents a
settlement-time curve for a sample loaded under one load for a period
of 30 days. The rate of settlement throughout the duration of the test
remains practically constant with the exception that the initial
consolidation taking place immediately after the load is applied is
quite large for the reasons previously explained.
Figures 44 through 55 represent the deformation time curves for
specimens CS 7 and CS a which are compacted at moisture contents above
optimum. Both of these specimens reached computed saturation before the
end of their loading sequence. The curves begin to look a little more
like the standard Casagrande time curve after this has happened.
It should be noted that very little loss of water took place
during the entire loading sequence in the samples tested, and it would
seem that the loss that did occur was due to evaporation and not due to
20
excess pore water pressure forcinp the water out of the voids. The
pore water pressure within the sample was probably negative during the
entire test period. Since this is the case, then Terzaghi's theory is
not applicable to this study. The time lag in the deformation must be
due to the time necessary for the air in pores to escape, but even more
important is the time necessary for the adjustment of soil structure
under the influence of the load. The entire sequence of deformation seems
to fulfill the definition of secondary consolidation. The influence of
structure on the shape of the curves is also evident to a degree. Where
the samples were compacted dry of optimum, such as CS 6 (Figure 38
through 43), the time curves are very flat for the low loads, dropping
off suddenly at the end of the third load increment. Significant
structural breakdown seemed to take place at the end of load 3 with 4,
51 and 6 developing time characteristics similar to those represented
by CS 7 (Figure 44 through 49 which are the time curves for a soil
compacted wet of optimum). Soils compacted dry of optimum are said to
be more flocculated than thosecompacted wet of optimum( 12). This gives
even more credence to the statement that the compacted soil below
saturation is exhibiting structural reorientation consolidation with
time, normally referred to as secondary consolidation. Further
investigation of this soil reaction is certainly warranted for a better
understanding of secondary consolidation in saturated soils.
Figures 56 through 63 represent void ratio vs. log pressure curves
presented in the same manner as for standard consolidation tests. Also,
the void ratio vs. pressure curves have been plotted to an arithmetic
scale so that the distortion of the log scale is eliminated (Figure 64
to 71).
It was thought initially that there would be evidence of s;rstematic ·
21
changes in the preconsolidation load values for the sample compacted
at various compactive energies and at different moisture contents. It
would be possible on some of the curves to find such a preconsolidation
pressure, but not on all of them, and there does not seem to be any
systematic value chan~e evident.
From the tabulation of data and the pressure void ratio relation
ships, there are some features that are of interest. Samples compacted
within ± Z/, of optimum moisture content at compactive energies of 20,
25, 30, 35, and 40 blows per layer reach final void ratios as shown in
Figure 73. The values shown should not be construed to be the final
void ratio that would exist if the loads had been left on for a much
longer period of time, but it is interesting that they should all collect
about the same value as shown, even though the initial void ratios
were different. Values of Cc for samples compacted at different
compactive energies at moisture content within ± 2% of optimum seen to
fall of exponentially with compactive effort as shown in Figure 74.
The values of Cc for this soil are quite low. The highest value of .122
is about 1/2 of that which would be expected if this soil were normally
consolidated, and the lower value of .044 about 1/6 of the value that
would be expected. The values of Cc are lowest for moisture contents
below optimum and increase with moisture contents above optimum
(Figure 74a).
For samples compacted with 25 blows/layer, at moisture contents be
low, at, and above optimum, the final void ratios are shown in Figure 73a.
The change in void, ratio is the smallest for CS 6 which was compacted
below optiDDlm am the largest for CS 8 which had practically the same
initial density but was compacted at well over opti111.1m moisture. 'lllere
22
is almost four times as much void ratio change in CS 8 as in CS 6.
Samples CS 2 and ~S 7 have almost the same change in void ratio
even though CS 7 had a somewhat higher density·initially. Thus again
the inference is that the wetter soil will give more settlement in a
given time than the dryer soil with the limitation to there being at
saturation where permeability to water would control the amount and
time of settlement. The final void ratio under the same final load
decreases with increasing compaction moisture content. (Figure 73a).
The difference is obviously a function of soil structure and the vis
cosity of the absorbed moisture films.
For Cc values plotted vs. moisture content for the 25 blows per
layer compactive energy (Figure 74a), the increase in Cc with increase
in moisture again infers that a sample would reach some limiting value
of void ratio, when compacted above optimum, sooner than if compacted
below optimum. The influence of structure and the rheological
properties of the system seem to be quite significant. If it can be
assumed that all samples of the same soil when under the influence of
the same load would all reach a common final void ratio, then it
appears that the sample compacted wet of optimum would reach this limit
first. The structure of the soil must be significantly influencing the
secondary type of consolidation taking place within the system.
23
B. Application of e-p Cu:rve
A great need exists for field data and research investigations in
the settlement of foundations on partially saturated soils. Extensive
research on compacted unsaturated soils is developing at the present
time. The main field of practical applicatior. anticipated for these
studies is a better understanding of the behavior of soils as placed in
large fills, especially in the construction of earth dams.
During construction of the rolled earth embankments, the objective
is for each layer of soil to be identical, and to be compacted at the
same water content, and to the same unit weight.
A possible method of estimating the settlement of the embankment
due to consolidation of the material within the embankment is as follows:
Consider an element of soil with unit volume of soil solids, then the
initial void ratio e0 will be the same as the voids volume of the
element. If the element has unit cross sectional area, then the total
height of the element will be (1 + e ). Where H denotes the embankment 0
height in feet, S denotes the settlement within embankment in feet, e
denotes void ratio after load is applied, 1:. e denotes void ratio
difference between initial and final (24 hours after increment is applied)
void ratio, )f denotes compacted wet unit weight in tons per cubic foot,
the S • H A e ••••••••••••••••• (1) 1 + e
Let e • f(p) re~resent e-p curve.
as p =- ")'h, so e = f ( Y h)
Ae = e0 - e • e0 - r ( 'Y' h)
Consider a differential layer thickness ~ h (see·Figure B)
Fig. A Fig. B
p in 'ISF 0 .322 .645 1.29 2.5S 5.16 10.32
cs 1 .6126 .6025 .5S68 .5707 .5507 .5165 ·4764
cs 2 • 5564 ·5444 .5351 .5250 ·5141 .5005 .4766
cs 3 .5596 .5491 ·5'±24 .5368 .5293 .5156 ·4924
cs 6 .5982 .592S .5910 .5S70 .5778 .5619 .5408
cs 8 .6139 .6000 .59)6 .5660 .5158 .4603 .3946
Table II. Void Ratio Values for CS 1, a, 3, 6, 8
W% N Yd pcf Ywet pcf fwet TCF ee
cs 1 1S.9 20 101.1 120.1 .0600 .6162
cs 2 17.0 25 104.? 122.4 .0612 .5564
cs 3 17.9 30 104.5 121.6 .o60e .5596
cs 6 14.2 25 102.0 116.2 .05Sl .5982
cs 8 21.3 25 101.0 122.6 .0613 .6139
Table III. Unit Weight Values for CS 1, 21 31 6, 8
25
(where p in TSF, i in TCF, h in ft.)
so S =1.6 S = lH ~o:fCfl) Jft ... •• .... • ........... (2) 0 •
From one-dimensional test data, there are seven points on the e-p '
curve. The numerical values are shown in Table II. By inspection,
there are three likely functions which can approximately represent the
e-p curve. These are e ~ !__, e ~ Ap2 + Bp + C, e = Ap) + Bp2 + Cp + D. p+B
By trial and error, it is found that the e-p curves are very close to a
cubic polynomial function.
Now let e .. f (p) • Ar) + Bp2 + Cp + D, and the experimental points
are (e0 , p0 ), (el, p1), (e2, p2), (e3, P3), (e4, P4), (e5, P5),
(e6, p6). If r denotes the residual error, then:
r 0 ::2 e0 - f (p0 ) .. e 0 - A~ - Bp~ - Cp - D
r1 .. e1 - f (p1) • e1 - AP{ - Bpi - Cp1 - D
rz= e2 - f (p2) .,. e2 - A~ - Bp~ - Cp2 - D
r = e - f {p ) .,. e - Ap( - Bp2 - Cp - D 3 3 3 3 3 3 3 r 4.. e 4 - f ( p 4 ) ,.. e 4 - A~ - Bp~ - Cp 4 - D •••••••• (3)
r~ e5 - f (p5) ~ e5 - Ap~ - Bp; - Cp5 - D 3 2 r 6• e6 - f {p6) .,. e6 - Ap6 - Bp6 - Cp6 - D
then: 2 r~ (e - D)2- 2{e - D) (A~+ Bp2 + CP ) + (A~0 + Bp20+ Cp0 ) 0 0 0 0 0 0
r2= (e - D)2- 2(e - D) (Ap(+ Bp2 + ep1) + (A~l + Bp21+ Cp1)2 1 1 1 1 1
r~ (e2- D)2- 2(e2- D) (A~+ Bp~ + ep2) + (A~ + Bp~ + Cp2)2 (4)
r~ (e3- D)2- 2(e3- D) (A~+ Bp~ + Cp3) + (APj + Bp~+ Cp3)2
r~ (e4- D)2- 2(e4- D) (A~+ Bp~ + ep4) +(A~+ Bp~+ Cp4)2
r~ (e5- o)2- 2(e5- D) (A~+ Bp~ + ep5) + (A~ + Bp~+ Cp5)2
r~ (e6- D)2- 2(e6- D) (A~+ Bp~ + ep6) + (A~ + Bp~ ep6)2
26
Let n =6 n =6 l. ~ R=:;L(~ =~ r(en-D) -2(en-D)(Ap-3+Bpa. +Cp ) + (Ap! +Bp~ + Cpn)'~
l1=0 h::O~ n " " "
By the principle of least squares,the best fit curve (most likely case)
must be the case for which R h.i.s a minin;um value.
i.e.
So: d R = Cl R = d R = a R. = 0 ••••••••••••• (5) ~A wB ac •o
(Ip:) A + (Ip!) B + (tp!) C + (i..p!) D =I.en P!
(tp~) A + (lp!) B + (l_p~) C + crr~) D =l: en p~
(LP!) A + (lP~) B + (Ip!) C + (Ip") D =i en Pn
Q:p!) A + (Ip~) B + (lp,.) c + ' ) D =i.en
•••••• (6)
Solving the simultaneous equations (6) by the aid of oomputer,.the
most probable values of A, B, C, D, are determined. So f(p) is
detennined.
For CS 1,
f(p) = .61120278 - .034917808 + .004926330p2 - .00024136890p3
For CS 2,
f(p) = .55339551- .026559867p + .0046613305p2 - .0002840095lp3
For CS 3,
f(p) = .55606034 - .Ol7723403p + .002846370lp2 - .00017354517~ •• (7)
For CS 6,
f(p) = .59688360 - .008485994p + .00039756928p2 - .000011795626~
For CS 8,
f(p) = .61938867 - .047713103p + .0040080780p2 - .00015294534~
Substituting these f(p) into equation (2), the relationship
between S and H is determined as shown in the following equations.
For CS 1, S • (+ .00139722H +.0010475342H2 - .000005.39lH.3
+ .0000000130.3392IH4) /1.6126
CS 2, S • (+ .0030044911 + .00081273193H2 - .0000058195779fi3
+ .00000001627452IH4) /1. 5564
CS .3, S • ( .... 0005603411 + .0005.3879145H2 - .00000.3507.3.36.3H.3 • • (8)
+ .000000009751317uf) /1.5595
cs 6, s • (+ .001316400 + .00024651828H2 - .00000044734628H
+ .ooooooooos7834822H4) I 1.59s2
CS S, S • (- .00548867H + .0014624966112 - .000005020.3715H.3
+ .0000000088076<>20~) /1.61.39
Figures 75 and 75a are plots or (S) which relate the settlement
to be expected within the fill to the height or embankment. 'lhe
values or settlement shown include all deformation due to initial
compression which makes them appear quite large.
Judgment, experience and actual field measurements would make
it possible to correct the total settlement to be expected to account
for this initial settlement. Probabl.1' as Dlch as SO:C would have taken
place by the end or construction.
28
VI. CONCLUSIOOS AND RECO~DATIONS
The objective of this research was to study the consolidation
characteristics of compacted unsaturated soils. The conclusions made
from this research are:
1. Compacted soils can never be completely saturated by com
paction with impact type compactors.
2. The line of optimum moisture content for Clarksville silty
clay (passing No. 10 sieve) approaches very close to the 86% satura
tion line.
3. Compression-time curves for soils below saturation deviate
from the idealized theoretical time curves for saturated soils. The
consolidation is still continuing at the end of the standard loading
period of 24 hours, and no value of 100% consolidation can be deter
mined. The reason for the slow continuing deformation seems to be
the time necessary for structural orientation and rotation of the
particles in a viscous adsorbed water medium influenced by air water
interfaces and surface tensions.
4. A long duration (30 days) one-dimensional compression test on
a compacted sample indicated that the rate of settlement under the load
increment was decreasing very slowly so that leaving the test load on
for longer periods of time in practical applications does not offer a
solution to the determination of 100% consolidation.
5. The entire load time compression curves on compacted soils
indicate that the deformation characteristics are similar to what is
termed secondary consolidation in testing saturated soils. In saturat
ed soils, the pore pressure at the beginning of secondary consolidation
29
are said to be approaching zero, whereas in these tests below
saturation, the pore water pressures were probably always negative
unless saturation occurred during the test. This infers that the
effective pressures influencing consolidation will be greatest when the
moisture content of the sample is below optimum, yet those samples with
moisture contents low of optimum were even slower to consolidate than
the soils tested with moisture contents above optimum.
6. From the pressure-void ratio curves, the values of Cc decrease
with increasing compaction effort and increase with increasing moisture
content at the same compactive effort. If there is a limiting void
ratio that would be achieved under any given load increment, then it
appears that the wetter the soil the earlier it would reach this limit
ii1g value.
?. For the soils compacted with different cornpactive efforts, the
final voids ratio after 24 hours under the 10.32 ton per square foot
pressure all ended up at very nearly the same void ratio.
a. No systematic changes in the so called preconsolidation
pressures can be determined from the e-log p curves. It was thought
that compaction effort, increased density and moisture content factors
would be reflected in the preconsolidation pressure value, but such was
not the case for samples tested. The effects of compaction and pre
consolidation are not alike.
9. Five settlement vs. embankment height curves are obtained from
e - p curves.
Further research in the area of consolidation and shear strength
of compacted partially saturated fine grained soils is necessary.
Recommendations for Rdditional study are listed as follows:
1. Additional investigation must be performed to arrive at some
means of determining the final voids ratio that should be achieved
under each load increment.
30
2. New rate of settlement theories need to be considered for soils
being consolidated below saturation.
3. Tests in the laboratory should be performed on samples loaded
below saturation then saturated at the end of the loading sequence of
load increment to see what effect this sould have on the final voids
ratio achieved under that load.
4. Pore water and pore air pressure measurements should be made
in conjunction with the one-dimensional compression test.
5. The role of soil structure in consolidation should be investi
gated more thoroughly.
6. The value or degree of accuracy of the settlement vs. embankment
height curves must be evaluated Qy the field measurement of embankment
settlements.
BIBLiffiRAPHY
1. Lambe, T. W. (1951). "Soil Testing for Engineers." New York,
John Wiley & Sons, Inc., P• 74-87.
31
2. Scott, R. F. (1962). "Principles of Soil Mechanics." Addison
Wesley Publishing Company, Inc., P• 162-233, P• 245-
255.
3. Taylor, D. w. (1942). Research on Consolidation of Clays •. M.I.T.
P• 5-12, P• 136, P• 51-53•
4. Christie, I. F. (1964). A re-appraisal of Merchant's Contribution
to the Theory of Consolidation. Geotechnique 14:4.
5. Christie, I. F. (1965). Secondary Compression Effects During One
Dimensional Consolidation Tests. Proceedings of the
Sixth International Conference on Soil Mechanics
Foundation Engineering. p. 198-202.
6. Karol, R. H. (1960). "Soils and Soil Engineering." Prentice-Hall,
Inc., Englewood Cliffs, N.J. P• 60-66, P• 49-51.
7. Jumikis, A. R. (1962). "Mechanics of Soil." D. Van Nostrand
Company, Inc., Princeton, N. J. P• 386-388.
8. Hansen, J. B. (1961). A Model Law for Simultaneous Primary and
Secondary Consolidation. Proc. 5th Int. Conf.
Soil Mech. V-1, P• 133-136.
9. Hilf, J. W. (1960). Shear Strength of Cohesive Soils. ASCE
Research Conference at University of Colorado.
Department of the Interior Bureau of Reclamation,
Denver, Colorado. P• 35-46.
10. Jennings, J. E. B., Burland, J. B. (1962). Limitations to the
Use of Effective Stresses in Partly Saturated
Soils. Geotechnique 12:2. p. 125 - 144.
11. Lambe, T. W. (1961). Residual Pore Pressure in Compacted Clay.
Proc. 5th Int. Conf. Soil Mech. p. 207-212.
12. Leonarda, G. A. (1962). '~oundation Engineering." MCGraw-Hill
Book Company, Inc., P• 355-357.
13. Yoshimi, Y., Osterberg, J. 0. (1963). Compression of Partially
Saturated Cohesive Soils. ASGE Vol. 89, SM 4.
P• 1-24.
32
33
APPENDIX
FIGURE 1.
Gross nrea
--------~--A-------------.1
l· ·I :r t A,. L Area of fluid
aolid con tac~
A, Area of gusolid contac'
I· t ·I
CONCEPT OF INTERGRANtiLAR OR
EFFECTIVE STRESS ON AREA
34
t f c Q)
'Q
~ j
High compacted effort
Molding water eontent -
FIGURE 2. EFFECTS OF COMPACTION ON STRUCTURE
Pressure, natural scale -
( 11) Low pressure consolidation.
! ®"' ....... ..._ ---- --Rebound for both samples:;;- -
Pressure, log scale __,...
(b) High· pressure consolidation
FIGURE ~. EFFECT OF ONE-DIMENSIONAL CO-MPRESSION
ON STRUCTURE
35
HYDRCMETER ANALYSIS S !EVE ANALYSIS
U.S. STANDARD SIEVE NUMBERS
No. 200 100 60 40 20 10 4 Ul[J ~~'!;I ·r:: '"}:~l"' Tlii :::; ;:r ·: :· I il{{il! iF I TF ·- •' l ''lltlH· d'' 'I I i;it~ -l~T -1 [j..-- --,,~;· I 'I r I I I'' H--Hilmjilt'l .f!l'~rr]!H••,:~:ffffi.mm~:~:·: ··~'··:~~1ttB 'f1 il!~'.i:.':.·:. [~j; !):,:.;=~: J·1H-t'f1j1 [;;):f~l~;; l c:;~-~!11 :;t '.:l!!i.. llf ·- I·:·:
't l ij') tr:::· :-rr;:.,·•;c·· - . 'lri lli 1i!!;- rt -i:: I IF! ;r.rTil .... , ... ~ ,' ,--Till [i.. I H++++ t·l n :n: tit - · ;r; ·:,: :·•· ·:"· , · ; :; ttl rn ·: : ' -r r il r 1;; .. d ,....:..--j .:..... 1- -r ~~i; ; I ,: .. • 1 ...
'" ,,,,,,l .. :.·,fll: .. :l!"'""·' I l!l!llitti'j)ii!· 'I ji! r,r·~r.· •I :--r- -!- J' ,I •"'""--ll"" CLARKSVILLE SOIL PASSING ~:h;·::''E' 1:1;::·: -~·. -.-SJ;~!)iitli.iU\i! ::: F ·,:: 1: --t li~: :):' ": .·. ·.1 I, 0 10 SIEVE ( CL ) ir '"ur' · .. 1!:1' ' · .. ~/IT! )ili 1 .I !:iii r;; • · .. -~- , 1-i ; .. · ·• · · ·· · ·111 \ e •' t' l. , .• ~. _...~o· f-' f f;"' lj· i" _, .. i ;; -; lf I.... .. . . . .. I ... , ..
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GRAIN SIZE IN MILLIMETERS
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38
100% SATURATION OR ZERO AIR VOIDS
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~,IGURE 6. COMPACTION C~}'ES AT VARIOUS COMPACTIVE · E]f:BOrtT~ .. ll()~ 9'L~SVILLE SILTY CLAY
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Time in Minutes
FIGU.H.t; 8. Ilt.ll!:-CONSOLIDATION CURVE ~ 0
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.lc'HiURE 9. THIE-CONSOLID,\TION CURVE ..j::o. _..
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0.1 1.0 10 100 Time in Minutes
l<'IGURE 11. THIE-CONSOLIDATION CURVE
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Time in .Minutes
l''IGURE 12. TIME-CONSOJ .. IDATION CURVE ~ ~
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I ·~~i; f ]:·, T .. .... .. y; ~~ ~~~L -:i~: 0: j·'. -. ~~::~.
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l
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0~1 1.0 10 100 1000
Time'· in 1linutcs
FIGURE 13. TIME-CONSOLIDATION CURVE ~ \11
-'= 0 s::: .....
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or· ·. ~.. .. .. ·' ~ . ' ' I •·•·•· - I' I I I I
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_! :· ---- -···-- -- ·~-·•:• ---··• ---- ---- .... ~ . - . I l " - ·:: - -' - , - I """"""" _ J
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1 20 1---c--f--.l---+---1---!----H-I-l--l-+-l--l---+-+ I I I I I I I I I I I I I I I I I ! I I I I I I I I
0.1 1.0 10 100 1000
Time in 11inutes
FIGURE 14. TH1E-CONSOI. !DATION CURVE ..f=lo. 0'\
.. N w ..:. fJ\ m....., ooc.o.-. N w .,~:::~. U1 en ~ o:n.o .... N w .&::to c.n m~oow.- N W A Vl en ""-JOOf.D...,... rv <
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.:; ~·· ..•. • .. : • • "',~ "' I ·~ 170H _ ···;-~.-- _ ,1 - ~u .· +f-t-1 I I I I l-i-t ~ ur=r'-,-- _ . _________ . 1-- . . . 1\.. C ---' --- . -- . . .. -, . . - . . . . . I '\ . - -- . . -- - ... - . - .. i\ :a 180 ' ·-- . ... . ..... ctl .c.. . . \ ,. 4) .: .. - - . -~ _; --- -- i\. I ... . . "~
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2J ~ t 11111111111 I llll/1111111 I U IJ I/ IIIII tt~~;~ol/1/111111 I Ill 0.1 1.0 10 100 1000
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Time in ~!inutes
FIGURE 15. THIE-CONSOLlf.ATION CURVE ~ ....::1
... N "' ... <n a> '-' oor .... N
200 1-t :_ :~T.
W ,P. 01 Q") ......Z (X)W.- N
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:...C 240 -~; .· ;:· -- -. ;I ~;-- .. ' ·:·_. . I-- -.,,l.;. :-- ; I 1-1- --- ·---1·--~ -;-· - . - I ·;·'- I:J' --: - w.. )'-. ·~ T~-~-:- .. -- -·- -- -~ ::: : .... :. --_· · Us_·: ... --- - r-r- ._ ·: ---1\ 250 : H- J .. . ... .. . ... . ... . I ··.· I . ~'----r-.- - ~ 1. -~ ~ f .. . - ! I
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s::: .. -. . . . . - --- ::~ - ~ ~ j I I I 0 270 c-H- ---l---- ·-+-
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tt:~~fl;~l: I•? :I~ . I'' i- ·c.~ff: :::: ::: .. : ... l:j : . ·- . ~-~i .• , +· :.·:,:] ·J··· . :::::: - :f~£ ~.! T~} .. . : \I 300
IF~1:•~1.: :~: · I -- -- :j~l: ·:- __ >f: ·-- ·~~~ h:: __ ,_~. :T'~-··-~- · -~:: ... ?:::::.-: _·: :.... , -~
0.1 1.0 10 100 1000
Time in Minutes
FIGURE 16. TIME-CONSOLIDATION CURVE ~ <X>
·,c: u s:: .....
..-1 0 0 0 •
0
s:: ..... ~ ~ .....
-rg
... N w ~ (J\ (1) -.... ooc.o- N w ~ CJ'I m....., OOI.!) ...... N W .fa tn m ..._, OOl.O....., N W A C..~ ~-.....!; o:;~~ "' 300 L- --. . I I J 1-+-H -f----r-
~ 'D F=O~q7 , . -- · -···· .. . I
ar ~' F<~b+ ~ . . . . ' ' ' • .·~~ ~: : h 6 rlt~H-H-+-+--+-1 ~~--- · M-~r-<>--~r-k ... · I · : -t H=. ~c 9~ ~~ 320 - - ---1- . l'- . •· i-lt>-
1 I I I I' I I I :II Ill I I ' ' '-:--t-Hl 330 r-__ -___ -__ +-_-_ +_ ---+-j-+ ___ -t)-t-+-+-_r-~1- l l 1- l 1-- ··· ,-_-+l-_+T4T;:,..T~fN:H-1-+++++--+-+-+-t-+-H-I--H-I-++--+---+-+--
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''' . -. I . I ~~ I '
cv -~
-- . . 1-· I . ; .. . I . 1\ tl I· -' ·. · ··· , 1' 0 370 -· f--· -'- '--'+---+--1--~--
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g 39o !-~~=~-: ::~: ::- .?+~~T • :.~~ . - I: -~- ·: [!~~: ... 6 :95--- .
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0~1 1.0 10 100
Time in ~:inutes
FIGURE 17. TIME-CONSOLIDATION CURVE
1000
.flo. \0
N W ..:;.. V" C") '-1 00 '-0~-" N 1:
380. l J ~+ :_-~_r- : ... I • ~ ; .: I .: i ~: ~ : ;-, • - • • .. . I .•.. . I l I
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..g D :::::: 0 3 9 ~ : : .... :~ ,. - ... • .. LO i\D= 1 • 3:2 . . s Ei' I I J I ~ ·~ 0=: ~ocs .:. . . .. . - ... .. .... . ,_j· . . . .. . JI .. Ht....cD.LGrl I[)L r -- - _ _L,
.8.·. 4204~.-0 .: ... ,; :• - . '·· . : ··:····· -•. : ' I f:- i I ~ t ~I r-:--......_ .. · ·• ....... ,.,. · r·:·· ,., · ··· 1 Q -- -- I -...N)... .. . ....... , ... : ·H·.. ., .. ' ..•....
-~ 44o ,::_:;:: -~' ~~-)...~ ... ~· _ : •i: ·T .· . . _ ·_!__ :~::.. ~.. : :~-- --- -
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cC 480 .. L.;... . : ,. ..: . . .. . ···. .. ----...... ,!\ I ~ j:;·( .. . . . . . . . . ... .; ·• ... :: . ' .. . """'f-......... I .
t_q_~-c. _ -_·._·_· __ ·_·_·_.-. :_··._:.·. ·· .-.~_.·. ·· -- . · .- ~ ... 11 -W· +' f~ ['l 11 1 ...-~_·ce 500 ... :..... ... ! - - ..... , ....
1
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r!'nn I -..:. - . - _l ____ _j
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0.1 1.0 10 100 1000
Time in 1!inute s
FIGURE 18. TIME-CONSOLIDATION CURVE \11 0
... N w ~ Ul 0"1....., Q:lt,;J.,_. N W ~ U'1 Q') ""'-' C:Ol.!h~ N W ~ U1 O'l :""-.~CO tO....,. N w ~ t.n en"'-..~ CX>t.Dt-> "'
1- --.
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520t' 111111111111- --·· ·:': ' l•·l !-. . ... -·-- ---. +· . .. .... . . ·-· -~ : : : :: :: : I I ... . . ... ··'·· . I •. I. •. . I I I ~· .. . : . . . i --- 1 - •·•· • lc~ ? t7 540 • -l
~ :D = o 6iD .- :-·: : [fi · --. • I LOAJD=J .e 0 .E t5Er . I .~ sso ·:eo=F 0. 7 r>E - .L ::~: ~-I .;- l=i~~, . •: I ~-~~I~ ell 1 p~ I-tt-t--+-----+-n--
_, u . .. .. ; ·: I 1-!- . I I f I I g -~- . -.- :'!~~~_( : . .. .. .. . 1-:-
0 58fl ~ . . + •. ll: !! --H--1----+--H • --·. r-""iP...r-1 ,_, II II- ·:1· 1-1 I
0 .... - - - t-r- 11 :>-- -- :. - - - . 'i .. .. . . . . t- r-- . , I ; ; .s 600 :~: -_- . . - ~~' ~: ~--· . .. ··~:- . I I I I I I I I I I I I I I IiI t-H-++--+---+-----1-
.~ 620 ~t, •.. . :2 I : • -,~l~ ~t·~l ~,__: I
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,..., . ·:·I ·:· ·· ·· :. · "'-._ -{--j.-..-1
.~ 640 . --. i- . _ ~ 1
Q :: :. . : . :' - ' ,j, .. . . - ~I';~ . s:: . -. . . ·-· - r-o -!--~ 6 60 i'£., I I I ,} ; • .} I I~ • •.• • • . .. ...• ... ... . . '" I • r--r-,~ -· -c-~ ~ · I ' ~f ~
i 680 -~L ... ·-·~ .. ~ :!Ii=uT I·· f' '• •.. . . . I •· :- • . ... ,~ 700 :-:-H-- - ; -·· .,.,. -:-· _:, ., . - ;-:• .. ,.,-. r ---· . ··I··. .... n· -P7PO. , ~""'
S~:--::.~:.,.: ·: ·--· !•:':::·=:·::·~- ::::,·. -· i•~F·:= --; ______ . :. :.£.: ·_ ·· ·· · ---- ·-, · 1,-,,-- -- - e -= 4~415 .... -- ...... ----·. ··-·· . -.. ... r· fJ •
f--- ·-·-····-
7200 .• 1 1o0 10 100 1000
Time in Minutes
lt'IGURE 19. TIME-CONSOLIDATION CURVE \11 -a.
.d C> s:: ...... r-{
0 0 0 •
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~ ...... t)(.) ~
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Ctl Cb ~
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t:: 0 ..... 1'1} fl)
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I
1 l>qF~+=0~±:± -+--+-----1-+--J.__
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_· "1'--~ L\H r-;.nc $e l N1 . •· . I v-.........._ . I I
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0.1 1.0 10 100 1000
Time in Minutes
Jt'IGURE 20. 'l'U.lE-CONSOLID.ATION CURVE \.}1 1\)
... 1\) w .f:t. 0'1 tj) ....., tolD .... N W .ta c..n (1') "'-J COlO.....,. N (J.) .t:a. l11 (J') ..._,totO..,.. "-> w .t1o U'l m ~cor.o ..... "'
70 ........ . I
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'0 i - . .. ~ . . ..
: 95 - ... · t --f--- _._ -r----:.r-'-:- Ill ·- · I · I I -I-+ ~ : I I . !'" ~ ~'-h
3 100 .. ... . - L~ "::O...L(:..j_.:.._M11· __ ,- --ij-'-0·---1]--_L·
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.~ 105 I _ _ ...... _ r-._, ---- .. -- . · -:-1-
120ln 1·-·1 II IIIII 1111 ·t·l 11-1111·1 1111 t .l:t··11111 IIIII I I I Ill,. IIIII I I I I 0 .·1 - - - - - ----1. 0 10 100 1000
Time in ~iinutes
FIGURE 21. THiE-CONSOLIDATION CURVE \11 VI
120,! N W A ~ ~ ~ OOW~ N W A ~ ~~~~:__ N __ r I~Do=f:() 1~ I -- . -- -·- -~ I -,- ~~-- - h ·-- -- - · -- - r 1 --e_;;L- . 4~· ----- - -- - --·· -•-- --I
~---- o_- -· _ ····· ··· · ··- · · ··· CS 3-3 I 125 r'- - -- 1 --· -
.t: -~- ~-~ ~·~ I I ). •·· ! LO.JD=l. 2 P~1 '-TIS~ - I ' ~ . ' --·-·--·~--- I · •r-,_ L'iH=.clo~ 1, .... 130 ...... - ]----j]lTTr - ' - -- --- . c -- J 'i"-N -· . . • . . . I ..... - -- :--: ; ; ; 1- ' - I ·- l)..~t"- -:' : - -- - ~ - . . . - I g --~·-- __ : •:~ ·-·· - 1·;_ __ _ . _ 'r--.....__ . . . . 1
0 135 I . .[-_Q~ - -
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~... f-lL. --' ·, .C., .. :. I 1\
l 145 . . . I • ~- . •. . •• •- •••• .. ·-- - r\J1rl- Tl ,....._ 15-0 r-c- -- •. L '_--r------j --- _j-ttl I·· ; -- j' ... - ... . . J I I I '3 'I - -- ·:_ : . . . l II' I
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0.1 1.0 Time in I1linutes
.lt'IGURE 22. THlE-CONSOLIDATION CUltVE \J1 ~
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'l'ime in 1linutes
.FIGURE 24. TB:E-t,;QNSOLJ"D.\TION CURVE \.J1 0\
3 20 ~ l ~ • • ~ • ~ -·~ N • • •• ~ -·~ N • • ~ • ~. -~ , N • • ." : ~j~rL
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-- ··· 1 'r --........ · · · · · ·· I ~ ... ·... . - • b~~ •ri 400 I . . I • - ,- --,---J---!--1 . ~- .. - \;>- j b£i ~~ ' .• ·. .... ! .•.• . . . . .. r----r- ' I S:: i:.~::~: - • : . . -. . '- . ' --- . : .. .. .. . . ...._j()_ . . . . .. I • .
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k 480 . . . . ·J I t • - .
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0.1 1.0 10 100 1000 Time in ldinutes
l<'IGURE 25. TH1E-CONSOLIDATION CURVE \J1 -.;J
,· .t': 0
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0;1 1. 0. 10 100 100~)
Time in Minutes
FIGURE 26. TIME-CONSOLID..&TION CURVE \J1 (X)
.... N W ~ ()'t 0\ .._, OOC.Ot-0
I 1401-;--- I
145 ' ·_ :---, '·: ..
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... , ·I ·r. :·:·•··
Time in 1:inutes
.i<'IGURE 27. TL ll~-:.;QNSOLIDATION CURVE
. I .
1000
\J'1 \D
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~. 225 _______ ..... ..... . _. ... . K-8 ~~~i~ -~:~ .~: .. . . .. .... .. .. ... . ... ~: .!:~ •_<::. -• ::·. - -- ·· --·- · I \
230 · '· , ~1 I I I ~I.:iv~ ~,~ · --- - - · · -- · ·· · ~n o s ~ · 1
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235 0 • 1 1 • 0 1 0 1 00 1000
Time in Minutes
l''IGUHE 28. TD E-:JOXSOLIDATION CURVE O'o 0
.s:: 0 .:::
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r-1 0 0 0 •
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s:t •ri
tlO s:: •ri "d
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0.1 1.0 10 100 1000 Time in Minutes
l•'IGUllE 29. TU E-CON SOLJ DATION CURVE 0\ _.
... , w .;:. U1 ()") "(:0(.£)~ N W *'- C, Ol ~ (XHO...,) N w ~ U1 m .....,o;,w.- , w J::lo. c..n en ~oolD~ "'
34~Dd J~ Jlililili'lll I II IIIIi IIIII I-tT 1J0= 0~ 1
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0 :~·: -·-- .... ... . ... ·.. \l s 380 ---~ - -- -- ' I I '~ I 'I I I I II ---+-++-1
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·t. I . .. . I : ~
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s_._. 420 --~ -. 1'--•_-- · -·- -- · . - ' ~-·_
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4400.1 100 10 1.0 1000
Time in Alinutes
l"IGUHE 30. TH,E-CONSOLID \TION CURVE 0"1 1\)
,.d· b t:: ..... ..-J 0 0 0 •
0
t!
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s::: 0 ..... rn O'l Cb
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0
56ol~---··-0.1
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1.0 10 100 1000
Time in Minutes
FIGURE 31. TitE-t;ONSOLIDATION CURVE 0'1 ~
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. .,. -, ... .. ,t- L· I
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0.1 1.0 1000
Time in Minutes
l''IGURE 33. TIME-GONSOLILATION CURVE
0"1 \J1
... N W ~ <.n Ch 'I OOCD"'"""" N w ,;to c.n Q') ~ eoc.o ..... N W ,e:.. U\ O"'"COt.O....., N W _,.. V' O"l""-J(X)\.0.....,. N
19 Ulllllll ~IH-#~tm~tt~ I·
8 .:::~~- ... ·: ••.. .. 0 - .. . ..•..
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0 ::~;:
·~ 22lJf1-r ; ... . .:. I -·· . . .. +· ~-·~ :;;~ :::; .. . ... . ;r ... . ... r .. ' ~i'--.1"-- .· .. ::: ,. rtt+l I I -1-+-
.s f~ifF > ~ ~i~- =··~~ . .. I . :. : ~. ·~~:-:: .•• .. I . . ·: :: . ::: : : ~~t"-r-.:r
] 23\J.:·:: l .• ~<~:.:::: .... I' I· .......... I .. I 1--blll I II-; 24u _· . ·_ _ :: __ ·: ___ :_· :... _ ··-~ .. :_ _ .. _ .. _ .. ;:_ .. --_-_. .: .. __ .... _... . . 1~-t-, T .,.. - 'i- .... .. .... ... .,.. ... ..... . . ::.. I ~tl I '
~ 250 'c . · ··~··· ' .' • • • . : ::~ D1FO:~b II I U j 26}~~ 1;-C ,c • t > ...•.. I• . ~ ; : j~l':}L ,.. \J : .. .; ~;: .: '., p. ~~=;ttl;·:·~ ·;· ., ... S 270 :~_·:E~:i . ::::: :· r
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r· I
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'• . ..... -~ .. t•: ... ,._ ... _, .. --=-~.J_ ·-· . ·--~ -···
- •-•-·-•r • •• • • • • • •• . . , __ i_ r.·~ __ 1
,.".·'·.·--!----l··f- .::;-·-~ ~--~ .•. -- ""?;' •.•....... --
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·-- _____ , __ ,_. __ ,, 1
--- · ·1· -~----, ·r1·· ·-!-i_~i· ·_ --· : ; ;.:; :r: .... ···•···•·-·-__ ;..._ ___ --- - . ' . ~-. __:_;~_; -: . :.: ..
,----'--·I •+;·cr. , ...... ,_ ....... ...... ,
1-'·'-- ,_, ................ .
·o.1 1.0 10 100 1000
Time i t.!inutes
FIGURE 34. TI:.: -.:ONSOLIDATION CURVE 0'\ 0'\
24iDtlotN~. 1~1 r~ffir ., .. j~l f1f1 fhi~l·f·r··~JI~I f1 ~f~~~-~ffi~ ~-mt1 ~~ .. t. urr ~:e.:....-. 9 · .· ·· .... -•. •-• · .· -:~ : .. -~- •·· • ~ • ·· · ·. •. -•• -• · · ~~-.; .. ·•·•• •-• :·. :. • ·· · .• ••- _•· ··· :; _J - .· · -··· ··. · J -·o I · ·· ··· · · ·· ···•·· · ·· ··· ······· · · .· · ··· ·· -···-· ······· ·· ·-· · ·· ·· ·· · · · CS1 5 _4 · 1
..c: 25Q ; .. ; • .. . . . ... .. . I ' . .. ~±·•;.; •. . ..H.· I I I .: .:: .. hLO~Dii21 f 11~~.~
I
'
l
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~ 270{: I . :;; > ~i . !) i j •• ;i IT • • I I Ill ..... 28 . .
:l' '":co, , ~-· , ·•••• .. ·· •····· . · lc JV J T fl!Jilf •1"1 l:t. • t . I .. I• ._ . .• - . . I I ; .. . H ·J ..J. --! .! -f.. -f..~ ~ 29tJ _, ;.. . I :., I ~ ·~:;::. l .:·
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0.1 1.0
1:r.T '':i
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Time in ~linutes
j-:·
. i-,-~· ·-· ..
100
FIGURE 35. TIME-t;ONSOLif .\TION CURVE
I
···•··:!···
.... I
I ·-r-t
---t-·1-!-
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1000
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.... N w ,~::~.. c.n m......, OJ"'- N
360
350 '-":tJ!l~~ 1- I I +
w ~ (1'\ Ol """"'C:OtO ..... N
W ~ U1 0>"'C0<0,_.···-· N w ....
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380
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4101 ... L 1'-_'1111·1 ... 1-l',_l··m·· __ ....•.... · I . -·I ._ ........ :.~ .• _· ··:·;.:_· .. · .• _ ••••... ~-----1--l-~.~-~--···- . - . . ... . . .. .. . . . : .... , .... :: ... . I I . I I 420 ~ I . . : : . •·· · · ---- JJ -· j__ .: ....
I
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e 0
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450 I I I I I I I II I I I II I I I I I I I I I I Ill I I I I I !II I I I 11·· · ·1 I I I I I II I I I II ' I I 1 0.1 1.0 10 100 1000
Time in Minutes
FIGUitE 36. TIME-CONSOLJD.\TION CURVE
0\ (X)
... N w ..,. (Jf m .....z oo<D ...... N w .f::o. (II m....., oo~D...., N w .:::.. U'l en......,. ooc.o ....... "' "' .. '-"en.._,.,._, ______ [_~· . I 470 .: .;--. ,: . - -- -- - . -I I -I . I I' I-'--- ~-' ' . . + I . - . ... - ·- - -+ .. . - . - .
!-:- - :-·~: - ·•· . I - - - . . . . . I ~-- :. -- . :: :: -- . . . .•• ... i I 'Ti:~ - - I .. .. . - . - . I cs 5- J3 i f- - --~- ----j-
480 _ D0t0~63 :,· · 1
.. --- • F:r. \, LO .• _. ~D= l<D~ 3~ ~st.. .j 11 ..
~ - 'L lA ·616 . . . .. - . . ...... I ; . . . - • J . ( 0 gin I I T 0 - e_cr • f"=' I r- --I -. -,,- . I I:--' f}JI= ~ l:::; --F-- --- - __ j __
c:: 490 · · · I ! ..... -- - - .. I . - -~ .. - .L I I I . t·; .... , . . . I ' ' ~ : 1 : ...... ::. ~-;_ -.. ; •. . I ···• . ~-:' . -. . : . . ; . I.. 1:::-- . •·· f ' . I I g - -- -··· . -.- .·. . .. H- .... ~-----r-,.-.---0 50u Cl;J- r- - - -- ···· - · .... ·· ·· :: - · 1 I . • =--:,- . • . . . t- ~·;r--:. . . . . . . . • . -~ - . . . :: ~ : . 0 ----;- '. ... . NP...: L . I . . .. .... . ~
~-- : ·. .. .... I ••··· .... ~~-rei). . ·• -- ·- .. .. .. ..,__:......- ---c:: 510 , . 1
-. ; I .. -· ••• •• • ••• 1_;- -· • . . I
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''I"· I I ., .... 1.· • .. I;_···· ''-·1 ~ ·1 .. ··1··.111111·111 I --···--· 1 ............... •. I K ...... 530 , ·• • --r ~- _ f _ -.•. ••· • -• ·_· · -••• ·• • = .
1
_ ... ~ ,c~,---,,-~--~--~l-,1---- '. .. GJ ... - - . . . I ~ .. . . 1--- . . ... .. I ....,"-.' j
. I .. ~~~ ..... - - : I . - - - I ... : I i I • A --- - · ! I 1 . , _ I . ' . . ~ i" --~-t- --. 'T.. . ---! -
c:: 540 _ ___ -- . ... __ .. . _ . r-r- --, : , --·· · : . _ , . · · ·· · . . r--J I j I
t=B-f~l++ ; _, . -- . . ·: : . :;·:-~ --. ~- . - I}~;~ I . -- i~ • ;· ··I ·~t!}; : . I ... :..==r;·~ . .:;·:; .. - ... . . . l:ri ... -~- :': = ~~ ~ - c:·.:-.:~L-~·-:. :::. J L. ·-~ ... ' .:' :D . .. - ... . .. I : 57QL'- - - - - - .. . 1 - - ...... . - - ._
0.1 1.0 10 100 1000
'l'ime in !.:inutes
_tt·JGURE 37. TBiE-CONSCLIDATION CURVE 0"1 \0
..c: u .::: ..... ..... 0 ("'
0 •
0
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w ~ (.11 en -....J co~~ N w .,J::. c.n m ~cow-
. I
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. .. . I . . I. I .. .. . . I .· ·· · . • ••
1, .' ,; ~ . . · A != ()h•l'l Jil
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l 3 ... I ·I . I l·l I Ill . ' . . . .. :; . : ;:; . ,)I-~ . . ~ I ·~ . . . I . T
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4 ··t·l II·IIJI·I1111c .·.:.:: ·:> · .. ·:;;·· .I/:.· 1 '1., ,... • .. ·· i······· / !--;.. ... J-+-+--
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·+· ..
100 .. .. . .. . . . 100 1000 0.1 1.0 10
Time in Alinutes
l''!GUaE 38. TIME-CONSOLIDATION CURVE -.3 0
2--j~===T===~:-=· ==~;~~~~~~~-+·--t_--_----+-~! __
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N
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24ot=•r ' I I .. . ,: ' . I + . •~• ::: ·: ·:· , • .• . .. . : ' : I .••. I & .L ; j 26~~L :~~~-- ••-••• t _ • f_;;~. _~;-· '·: . ;I:r:'· ; ~ ~ _ ~r ~i o~ a~.~ , ·l -.. ·t·
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~:tli:E1'S· L ••• • · =••!'$'~'~: =: !~:: 1;'7~ 1~ ~ ;_ . = :." l~; t .•• ••. ~ 300 '--"-'-"'--"" .. ·· --< -;--- - -· I .:: :~t~ .: .. ·· .·.~ .... [Ei - ...... tJ:::Ldf;__;.:.. . ; p . . . . .LL... . ... -· · ······ -
t:jj±.:tt:J:f· :'.. ~_: ·· . ':~~~~-. ~-~:= :=::: ~~~- ~ .:::~ -~ __ :::' -~ : ~- -~tf -£~ -~- :]~ :::: ··-- .F~ :: ·. · ~-:~ ·
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-l . ,1 ..
1601 .. . ,_,_, T
3200.1 100 1000 1.0 10
Time in Minutes
FIGURE 42. THiE-CONSJLI I}ATION GUll.VE _, olio-
... N W ~ ,., m " 001.0....,. N W .I:. U'l 0') --.J COeD~ N W ~ t.n Q') .....,coc.o .... N w _. c.n en ~cot.:>,.... "'
I cs lf-lJn·
2401- .. , ·•··
-- :-.·-· .... I ·I
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j -• I I I ,::l .. ,--
I
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··I t.
I
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M ..... .., ... -·-· ..
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IT,lj · · · · 1 t -J I Ill . I I 1 1
.... .: . . . .. .. . . . ... ..... . . . - . kilt- f--. IT- . I 320 . b ' . I I '! ! I ! I ! 1-t-H
! i--~~~:> · .: '·: ·-_·:· ·:-~- I ~': ~~. •:: i'-:-~t-"0~ ~. ~~N .. , .... ~ 340 - , ··· . ..- ;-;-,-a.. . . . I -,
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----· ···--··-·'-1·---·1·--·- ·1···1···1 ....... t··
· _;_J :..: ... l.~. :L:: .... .. ·~--- ... t.~.--
1.0
.... •·:·+.
+:.r :::.: ~;:-_:r -• ~::~ ........ . l
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1-· .... ,. , .... , ... j· ., .. ,,.~-.-~-~--~-~-~ D ·.:.J.4d7J5 +: : -:: •.· . ::: ::~. ·. :·: -.. ·.· .. ~-·~ ··=.· ....• •.· .. •· :· .•.. f:T:. .. . .,._ .•. ·. :.;: •~- ::·: :::: :;: : ~. ..~ •~• :: - ·· :e:;=l=~ 4 a : .. -- ... r r·~-·~r T .. l ... , .. l .. 7.["1-rf ., -n.: -.. : r :, .. ,, .. , ... , ..
.. ·- .... ·:: :;: ''T : ·=~~ :. :f •• }Ifi.t~< :::::: .... . ,.
10 100
Time in Minutes
FIGURE 43. TIME-CONSOLIDATION CURVE
t'..JIII -I I II
~ .
I
1000
-3 \J1
,_ ,.. w ~ <.n en " oocn.- "' "' .... Ul en '-~ (X)C.O..,. N w .... i "' ...., oou:>.- "' W A UIC)~C:OtD ..... N
.c 0 s: .....
...... 8 0 • c
s= .... bll s= ..... ~ (I)
~
...... a:l ..... ~
~ 0 ..... fll fll
I ·Tlll
~o=)o~-~_:1• · e-' ... L-ol• 5·· Q~l
l IJI
(I) 1 001-'--t---+---t-H-H-!f.t
~ 0
0 r-·
,''~·'•l'tc~lH+'t~~~~· 1
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-~-r ., .... , ... ' . ''' ,,
: -~-~.- _;- ,_:_~~- :::_·:_ -~.:._-_.· ! ; l '; ; ' ·--~---~ ,-- ..... -:· .... -+~;
. .:._._- -;---- L .. :......: - ---~ .. :;
~~ ~-~:- j -;: h-- ~~- ~-~-··- -••-J··- 1 m~ -1 .-~ •• --1-•. 1 :rj1-ili. :_T~:{ *lr=¥~:1-- :~1-~-~~·~r-~ :t ~-t-l·~i~&~--: ·r·;>~-~-·~-- ~:·r·J~-F- :~J· ---t~~-i1;~~~1=·
;- ::_ - :--rr;- ~: ~ '-·· . ·:~ ·:~- ··_ '"' r-'_; -~ .... -~-- _- !_ j ~-- ;T;·;_ -:-;-'I ~-! i ;~~· . .;= -: ··: ~~_T ·:_:_~ ·;· -~- ,., -~--,-- ...... --- . ;-t -:-: ........ ····I· ... -· ·-·· .... - . - -. ~~"'; ~-- ~- .. ' -~ ;-~-1-·--:-~ ··-:-- ., · - -· - ·· :• : - · -- ;--: ----· ---- -· -· ·"·: ··· :: ... · --- ·-- H"T";; · 16 ··· N · · · -· --·- · - ntt ..
1·-- _--, ,_.,_.__;
'I~· II -I ••·. ! !j
-;· __ .i:
• ~ .l
-~,~· 1 ......... ···-· ........ . - I 1-
---
.. _ ·r. -t~ i' i'
'::.·J:b ::~ . ~ I
8: Ci I •·
'
I .,.,"1""1 ' -~ .... . ·~-- . .. .
Lt;:~J. I
1000
FIGURE 44. TH•E-CONSOLIDATION CURVE -.J 0'\
... N w ~ t.11 en ....., oou:>,_. N w ~ (J'I Q')....., oow- N w ~ tn O"J....., co~ ..... N- w .:. tr. en~~;..:~'"""' "'
aol_: __ ,_j.llilillllll 1 1--1-1--lllllllll---1-1-.11--1111.11111 1 I II'''' 111-t--1~.-t--....--. '
• •. •• ~· .. I • I -
90 __ cs 17-2 .c: -· -~::: •~- .. - ·- -, . ·- - LOJ!D= Gkt I> 1,~~-h I I I ~ - -~- -I I I ~'-' :_: . - :: :·. -·- - .. . . I If ~ 100 .. , _ _ ___ .... f--;-'-' -- ... .... - .::fl1 op ~~ 1~1 ..... I . .. I- • • • . . . .. ll--t--1 I I I I
g :::::. . .. ·:_· .. ,. ... . .. . . P=~- - ··- ··I···
0 110 . . I·· ; -;--'-!
• D=• 1, 6 -- - -~ - "· . ~-~ :-e~ •;-~ 2 tl _- . - - , U · ~~:~r~J:_ .... 120 t-_--'_~~"'-1--~~-+
:·::.1 II IIIII . -r J_
.. ·I ·I I I I I I I I I I I I
I •·
I
tll1 L.. -!\.: . I ' I ..
. 9__ tc"6-: . I . I I 1 ..... :: ··: ::· ... . ., .. IIIIUll·-· ' "tf 1 30 . I 1 1 .., ~ . . . . .. . . ·
aS !~ -.-- . . . -- - .. .. . . . • -_.:.-::.: . . - . I . -- ... - . : I r-t<· .... 1 I .I I +1--+1 ~!--l.i-1 -~ ·:::-'~'- -- - I
1 :,_-~- ____ . ... ••• ... · -- _:~• ~--- • I - . r--t- ro.... ... .
r-C 140 _ · ---- --- ·-·· -'1--. . _ ~_: c ---- . r\:1 ..... -. ~- ; ..... - - --.- ..... - ·- .. "' A :~=- ,. ~··~ -- +! ··.·· _--------_:·:.·::. ::-:~: ., :._ 1'--~~11 llL[l' ~ 150 ... ,. - -- . - :: ,:• ,. . -·-.. . . . :: -. lt .. ~ ~.C~~ _,I·' ··· ··· ---••••- , . .... .. .. .. . . • .. tJf ,•~ 0:' . .._. . ... . . ~- , -~ •. 160 :.;::_-_:::_ -~_--f:l~' ·- .. . . - - -I -- .. -~·:- ~ :':: - .. :1-H-,;H._: · .... 1:~ --"--- ·_ .. :· :. . _._ .:._: . - . _· N. t, 1-'-c: · --, .. ·:i ,· - - 1 _ t;_-~=· · ·- ... I-"· · ·· ... · ·· 1+--. · · · - 19 g t:F:f'~flfE::: .... - .... :.:: --· - ::-1 II:~:FI~:.•:~I-t:·l·ll~;:.:: .. , ........ •··· o 170 1 -~-~-- .... ··· -····· --- .. .• .IT::-::~L~:::::rr:::::.:.:.:··
-~:-t-" · ---- --- ·· •- I I I I - I -I I I I · "*~-..:-t...:... ~t ··:-·· --··1·-· ·•·----·-··
--~ -... ..:..:.L...:~ -
180 [ I .. ·1 . I I I I I ! I I I ! I I I I I I I I I · I I I I I I · I I I I ·I I I I I I I I I I I I I I I I I I I I I I I
0.1 1.0 10 100 1000
Time in Minutes
FIGURE 45. THlE-CONSOLJDATION CURVE -:J -:J
~ ~ w • Ul en ....., oof.O- N w ~ c.n m ~ ooc.o ..... N u _.. '"m.....,eoc.c .... f\) w .e.. c.nCJ~ooc..O...,. ""
140·-- -
.d 150 ..... u s:: ·----·-
•rof
--I
160 D610d6f' ,...t
0 c e:=;.lO c
. 170 " I Jill 0 ' . a - --
•rof --- --
t:.o 18 .
.~ L ·•I f ]190 .. 1 ~ .1. :: l 3 200 _-•. _-I I I I
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-
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230[_1 240 l
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FIGURE 47. TBlE-CONSOLIDATION CURVE
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.PIGURE 48. TIME-CONSOLIDATION CURVE
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FIGURE 50. TH1E-CONSOLID".~ION CURVE ()) N
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FIGURE 51. TDIE-CONSOI I"'lATION CURVE (X) VI
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FIGURE 52. TIME-CONSOLIDATION CUUVE (X) ~
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FIGURE 53. TUIE-CONSOLIDATION CURVE CD Vl
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FIGURE 54. TH:E-CONSOLIDATION CURVE <X> m
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Time in Minutes
FIGURE 55. TU.iE-CONSOLIDATION CURVE ~
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FIGURE 56. PRESSURE-~ONSOLIDATION e-log p CURVE
m
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Pressure p in tons/sq ft (log scale)
FIGURE 57. PRESSURE-CONSOLIDATION e-log p ~URVE
(X) \0 ..
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1.0 10
Pressure p in tons/sq tt (log scale)
FIGURE 58. PRESSURE-~ONSOLIDATION e-log p ~URVE \0 0
• 54 I I I : 1 1 '-+-I 0 I, r;:-::~fl ~~--:_: .,.L_!,f;_ll· t ll-·· :· :r-.~~
T. 0 ~- .48
.J Itt' ...... :
.46
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· •• 1,,, ~;(ILI"I:•:J.i~if:J' I I 1 1.1 li!' ~~~...;--!-c- CS 4 !
--~fTIT
li-4>-1-W-l L-l.illlL.ll J_\ \ 1 iJ.l_· ¢J_ 1 I l I I ll . -~- ~~ _;_ d: 1 1 , 1 r rr 1 1 rr~ · : , , ., , 1 I 11_j · i. • ·.: •
~-- ij!\ !I 11 •t\ • 'll! li!" I II': II. ,,.:l. '": W=l7.9% 'ii' jl 'ill 1'<!!11,:'1• i I jtl/ '.f1 t!:<f-;;·
'7i' t,;; 1 !1 /!'lil:l!' , 1 I j!li !!1/ -,---,-• 1'a=l07.1 p.c.f . •• ' I i [1 1 I! I' 'I' l 1 I I _l I J I I ! 1 - I'' i'' I ' I '
11• 1 1 ·Ul1 1!1 ,, ' ili 1 I · N=35 blows/layer --·--·-l i 1
i11ifTTJ L~-; ··•J i! · l.L 11 1 1' :ur 1"· t 1 i . ! ·I tJ;• i!i .:, _~~~~ ·' I l 1 i:[! I Ll 1 j i I' ;f'tftt~= e =.5207, S =83.0% !1 1 '1/., I I II!, l11i:i i i I lit .1!· •ll li .';I 0 0 i I ! I~ I
i I I I : : : :I: ' ! : ' L.2~ ~ ef=.4440, Sf=96.7% fliJti1tm-. ' . . : til ! '
!l::l!ll!liti!l!i!llil!lli!:T:i'l 1111111 !lllll!li/Hf++H-fhf Cc=.0540 . . t~ , .. ~ ·t ~- ~
-~1-H-~~~ •• ;+-l~· :, :~~----~:1_ .• ~-:·~~~: :.:.t=i.-=:~~~~~--~: ;:j·t+-~tr -~· -: . ; -:-- ·~::- ~-----:--· -·-·~ --·· _·· ·· _ .. r---·---~--~-- -· ·-~---r- t->~--~
i+I+I++-H+++i-lti-Hf!+Yf-+-+-+-+-H-++f"to ...... l-;-++t-i-"-lh-;-rl.,..~~r TT-- --·-·-~-- ~ -~ _ ---~ ~--;· ··:- ~-~:--~----- -- :-T··r ~TTl ~ I
I I I I ' l I : ' I ! ,. ' . 1 ; ! : i ' I : ' ' • I I I 1 ,,, :•·I fiTj' . i /i ·-~r-+--4--:-----~-!; .... ,.,9.:..., .... 1 . .;.----·-·-f -4---~-~.L ... ::I :''IIlli' l ,~1 _::i: l :~Sf~~-H-~-=~~~~~~=:~::_:::~~=:_:~~--=-;~~~=-IE L..I.J...I...I...I.l.LL.LLI..llt..l.l, I Iii I I,;'"' 1_;_' •, ' ' II .I!
i i llJ.I I, i ,; Iii· ..!. 1 I I 1 I , ' 1 ',' I! , .I'N._ •I l I , I I I : I I ' . .
0.1 1.0 10
Pressure p in tons/sq ft (log scale)
FIGURE 59. PRESSURE-CONSOLIDATION e-log p ~URVE \D ~
. 1 1 ITT ,_ T
1 Tmr_ 1 , 'i, _ f' 1 r r_Trr_. ?_i ~- :_ ~-:_=~_.---.---, 1 "T rn TIT~t-L 'Iltl_ ==. ~~+ +_ ~- ;_. ~-- t-~-;t·: :_f•- ·::t::::_( :::,-:_~=i.rc __ F_LilT Ti_.~.-:_. 54 T ·! 11: ; ;'· •I'' 11'' '~ 1 t ' 11 : ·:: ~ . I '
1 1 Lh-lr~-L..:_~-:~· ~-:·:···· _ .... ·····- _T_LL:_ t.Lu. !-'-; • I Ill. -·_•T'fl""l' fTf -TIIil!'l ''·I'T_j_jil i i 1111 !.r_'"''-·•'•·-----,-·-·· . r I I' '''' ,,1
[ ' I ~ i i ' I I ! I ,...;....._ I~- I I I I I i I I i ' I ' ! ' : ; . . - I .-L..L...l..-;. ..-....,..-·-·, .
l-+-i-4-+-+-+-'-+-i--t--t-i I ·! n t \ I i ) I 'I I i Ill 'I' ' : I . ' ' . rL:. ~;..;. ;.... HJ.-1-;.. 1
' I I : i' ; rr :I;: ·m >-::· I I : ! I ! ! I I ! ::I . . cs 5 . I I '.L ' I • '' I 'II ! i . . I T I I I ! i I I ! I . I ' ' ' --.··'
, ~~~,rTr.· 'i'··~~ ~,·,:: ~~~·~:',, ,,,Trir7T:7.i,::: w 18 2at. ·r'+~t I I I I ' . I II 'i I : ;+ '': i ' ! I I 1 I I !it-:'i: I I ' = • JU . -t-r
p . .. ~ ~- ,111 1: .. ,_ ~~n···l '· · ,-,..,...,rii"' 11:.
1 1,.· :1 :;;,rr11 1 ~TT1 1: ·:'~~~~- 1 4++ H-~-H-t-h+iThh~ 1d=106.8 p.c.f. ~ t[ !It l!il!i<11 •lt,ii 11 : 1 · 1.' II ',, ,)i>[)lll;·,, L!-).~
.52 •' f' .r' '[: i ftt, ·;:: ;:: ·' 1 i i 1 : r .rrnr !>! N=40 blows/1 ayer : ~!-i rl+ If :;; :Tfr lid:,;: fiu~ ! I 1 ~I r,;: f rt*_.·; j e =.5250, S =80.0% t.:_~~~~ m , . 1 1 •Tr , . 1 , , , 1: ', , 1'. • , ' 1 , 1 i , , , , r r ftili o o 1 1 1
''' II it •., oil! 'Iii"'' I I ... \·'~11·, ·il·' - 4537 S 92 sot ~~LL ·~ ;...:.•! :: 1'1' li'i• ~~~~ y 4 ~ ' ' I ' ,, .'; i ti-l- ef-. , f= • fO t.~~'-L-
' ' , • r,(;; , I fT! I I , . ' ' I ' I ;~ ' ~"' I r I ' r !f I i r ' . :...L.trr T 11 It•· llli Jt ' 1
,, • '''';::l"'L 1 1 1 1 1 1" ~~ 1 :. Cc==.0440 .1IIT · ~ 1 1 , • 1 1 . • ·, • , : • ' I 1 , • . , : r• .J....lJ.l
r~ ., .. ,,, ,. 1 1 1 • • :·•· •.•
4t r r 1 ~
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. • , , 1 1 • '1, ""-.!' · ,, · - : •• , .. r-FG· ·:r:. ~ rr:-~ -r · 1 i 11 11111111 ,,,, .. _.-...: 1 ' '._h_~,LLl.._L >-t .":~_'nr_: TI T .. r•til
·1:,!' ~"':: '• .... II',\\. +~r.· Ql_!___L .lJL ttlftf: ~ , ! 1..1 , 1 .jl I U,ll rJ] 't_(Jt..:..L-.. ~~ll Lc'-l.~ -- ,_f-- -+- -- · -
.50
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U' 0 ..... • 48
1 1, . . If FTTitTIT.t.l . -... fTTT TTT TT !Tijf'Tj i ' I . 1 ~·' 'lli' ' 1 ~'~-~~#R 1 ' nlffm --· - ·-· -· .... ~-··-r .. I ~.lill'ii l L .... IJ.L I ' •/ l4 I ' 1;. '· .. ~. I ~..1..
m I!· · , ~ l • i 11 t j ! : 1 ~ , ~· 1 ~ _. 1_ : • 1 ,
[lJ..::l D I±] I IIlii f ll·lf ff llf II I IIH -I IHTIIJ'Irt'fi}'! -u~,... :i'T'T 'li 'fi. . I , .•• ·me;-:-, ·c;-;:al,-:- ...
LIJ~ 011 I lrr lr 1 1 hnnrillm!li.tl.i 1 N ':::;_ 1; ! : t~:_~~- __ : •. __ ~_-- ;r_·_7_-._: [~_._·.·· ·_. __ :_: .p ..... • ·'tf .... :
, 11 , , , , :! TT 1 · ·. 1 . U;o ' .L 1 ~ H- :! ;T r-::: '":; ~:t--f-+-++-+-+-f-++1-• · · · · n' I r • . .1 j ..L, iill ' ' GS. , ..1 1 · rtr !ITT nr: . . -~ l-+-+-+-t-+++-+++
.46
.44 0.1
lt!!l!;;i J_m ~~.1-l-~.l-!.....LJ.....LLLL~rH
It
I
1.0 10 £ressure p in tons/sq tt (log scale)
FIGURE 60. PRESSURE-CONSOLIDATION e-log p ~URVE \() 1\)
.60
.sa
! ' ' i~ 1 1 i I I It 1 d
I '
f--8~, ·:,~:;:I: :::;I~'·:::,::, 2-! :1 :- mT :~~~~~±·=~}~-~---~j~-:t :t~·:j·:f:j=·--=-~~~ c:~~='; ~-,It j!; ''·' I•, I i_l_ i" ,,., :!_'' .,.. l I 'ill .7-f'_ ~:J-: ---..!.-~. ----l--- ... ...... c ... : .... rcc.".
! '+ :~I • '• ' _,:' ! _: j ; , I, ! ...... i.--l- l~~- ... _:.• I • • ' , - . · ,
\!,I •.' I ll \1! ;i.: I tl;: I! I ,\11 'l!l :' .. cs 6 t-+++-~r-:--:-:-H.i..lt'~'...;'+..;..:..-4-:~ ~ ; : J j j i I ! ; I I: f ~ . j i l l l ' j I i i I I ' .
1 •111'1'"!011 II• 11!!7,,: I ,j !JJ!il:,:•: i i lj'jT-t-;-·~'~";--~ 'Ti-T··I•! l Ill'' II ITnilll!lli I I I'! il ·'7il lf=l4 2%
t-+++-+-lt-++l-++-+'-t'...;'...,'-HI..._.;..'-4' I! ,. ! I ! I! ll I ltll! li:J:jll ' i _l I 'LL.L.....:.: ,....,.., -.1 10. I tl,: li :li! I j. l1ii!t· ·!! 1 r 1 t J ihll;::i ~:+;- fd: 1.9 p.c.f.
- . ' ~ . 'I_! [I': ill llli il!l I'•' I I I' Ill ,•fi .. t-t-H-+---H-+-++++--'-r'~·H:H-'..l.'.u" ';' " ' ; .. ·' ··.!.P+j:I-UL!-,. 1 11 • 1 '' r.;-;- N=25 blows/layer
I i : I' ; ' i ! : 11~ ,, ::. . I ! ! I I T I II ilTT i i' 'jl 598 d t-+++-+-lt-++~-++-+-l-l4't' ·:'i .~ ~,,r---., , : , : 11 "· ,,. 7f e =. 2, S =61.870
!'nTTii! !lii!il!':l~,.\1 ! 1 !J,:i!:::ii0"1 0 0 1 ,, • :''' 11 ':lrl:il,. 'N Iii!_,,,,, •''" e =.5408 s =68 4d
tttftl II ll\:\1, I Joo..l l :-tiT:!,riit:[lL: f , f • J'O r 1 ''; '·' I ill'' 1111:11 ·, :'No 'J 1! i :fl+.ITr;:tuLL C = 07l0
111, I .l!/!1,1, ~mTT·I•,.,~j·_ C • ' i , : li ' I i Llli ; ! ! I I ; I' " J I ' I .. .LU ~~ ! ' 1 i , i"')'rT"(
t-H-t-t-t-Hm-H-++!+t+-4-R' 1+++-tm++'l+l-H-1-!1+1 J.WII+ l'w.J, , , I,., : . 1 -~ ::;:-r: 1. ~ ;~ :1 rr-- .. -- . . . . , . _ . • I " 'I 1 IIIII ;: 1!!, 'U' 1 I 1 "'"'- ' :IT• ··rtt·:-,--'-- ...... · ···· •'~ •· -~~----. ~ ..... L,_ ~~;...,. f; IIi\ lli , .I · 1-.,.,' 1:: ;:f .. ..;,•r-·•·1-;:~.:... .... ,_l__J__!_J. ~-~.LL ... l.~~
:.o I .·' ! II l ~~I.! I I :;M-Ni~~~+--"~~: :::: ::~: ; ... ~.~i=t .. d±.~ -t~T -.4 I I 1 . ' i i I ! : ' II ' I I I j I IT ; 1 ·" ' L....LJ....: ' ' I : -+>- 1 ,,, 11 1 ., ,,, 1:''''-:-'h'NT~r· :····:····--- --------- ·---~ f'-:.:. CIJ II' III 111 10! lj !JI,Iil[l 1;:'1 '.11 ··---~c-•··'·-- ·· --'--·---~-· c:-.. +~-i-~ Qt . ,,,,I Iii I ,'!!·•!' i ··Ill'! I ::ti'N'··;-···-,··-------· -------- t· ':f·+-:·f·
• 11: :1\i It :111 I I l 1'! 1 i 1;1!1 "- ........ - ..... ;. ·- ----~·--·~-- r·:-'-f -~ ' , ' I I . , I I I '11. • 1ll fT !I . : I ' ~3 · · . . · : : .... _, .[1 ' ! ' II I II ' ill I I i: i ! I'. I Li'' rt-:- . ·. -~-- ~-- . ··- --- .... --·;-· :··c·l ~ ....... :. rH+ 0 I ill II I 't II II '111 I ' ' .•. ---~ ---· ·:-- ... ··--·----~-t ;_ ;; -~-i....W p. 56 ..Ll-). I L! UU .l 1: iII d I' j:: 1 I : ; ! [T_ U. ~ _Lg' -~f-t-._' :~t: :,=~ :~~. ::: ..... ··_ ~~:_:::_:~~ ~ ~-=_ .. ;.:_== L;-_: .t±
• 1-f... ' ' + l_LL: ~ _..._11~ L.L:_- _ _l_j_~ . ' . ' ' ' I ' ' i l I i: I
, ::·; • ~q i:r:~di :'ii -~~~~-:~ -~Q-:~::f·~-~-H~-I lt I I I '' I I i ' I , . -. .. ·- •· '-i-; -t-j -.;-+-t-;--t-+
I ' • · , I ! ! I I' , I · , ··'-+;-,-- - .. - . 'I ! --:-
±4~J::=f:;:~~~~01-t~'~f~ 1-+-l-ii-I-HH-++-H+-H+f+I+I-HI-H+l-I++-H+H+t+~I+I+I-~!+I-H+J.H+H-ft--+-I-I-I-I-H-++-H...J..-H+H-I+I+If+++t-t++H...r..+-r-t-:..!.i+f~~illfrKtH~fdtf± ... i..;'-++~H·+ t-t, 1111:,1,,1,~ lltlflmurrmtrrtrm':''' I' i ·~~ ,,, 'i l''' ,[,• ·_.,; .. _,_-_· __ ,.r._r-_.:_. · ___ -~.' ·•-; _·_· :~Ill llfl 111111' i! II lw/1/llnll :I• I 1 :1 -+:· .-L:..:~ .. L.;:.~t---=:;~_:---_f .. ;~=-~-f-:+-_,rrr
e 54 II II 11 lj '. , l ·I • : ~": -_; .1-:c:-. · · --' ·- ·-t-..:. ..... i.. ...i..Ll.J.. ! I !; ,J; ··; t-;-· ~-·:;·c:·--· ......... f" ~;+T-[-;;'
0.1 1.0 10
Pressure p in tons/sq ft (log scale}
FIGURE 61. fRESSURE-~ONSOLIDATION e-log p UURVE \0 \.>1
55 r'T I I'. t±t''' 1'.1 "''''''ill! it'LI!II.il.!l:lL. :. I I 1 1 OI.TT·m.l..-.l_t_~~.l-'-'--_·._'Jc·.t.··t··t··-tf·-~_-_"·-·ffi:·------·-;-;llik-·-c·_._-.. • ll 11 r-- 1) I•'J'i;iJ ill' II/I j TTIT~:i i! ; I I '··:~ .• ~ .. ;..:L "··· .............. ----· -'-L-~- .LL:.~. ::.,.
I I ' I . i' ' . "I" II " ' . . I I I I I • ' • : • ' : " . . . . : I I . I I I i ' • • I
1 1 ·lll.llil •1 '"''II !'"'·"•''· :~r,r::· .. ~--,_'- .. ···-··-------,. ..... ___ '. ·-r-r·T , .1., 1 :_u '.J.', 1. 1, ,,!111·:' 1 t '''I'''' !I'· •I• 1 +JJ..• l..:.i ... • c. • ~-:-·· --- -~----- ), !I•! i'J.Ylli I I \i!!l!il II•' : I J.. :Iii,' ., i. cs 7 '·I•
1 1 r 1 r_ IT1 TTT' ,,, i'' 1: nrwrm';':;~ , 1 t rlii Til :•t, , . 'll l 1 iillliill 1 111 111 1 11! 11~. T I I I 1 11 ::~~ :~-; "--'
'+ ·.~'''"1!'! "''''l.'if'~' r T '''' !llf·T!iiiT0 W=l9.3% JL I' li:. ~·'· \I ,,,,'I ·1 ' T I ; i I II .. , +,,.-rtf
53fTIT1TT~!!Ti ·. ''' IJ~flf; , 1 11 ,,, .i ii 1:,, 1 i.i~;:. "'Yd=l05.7 p.c.f. • -I.,;· . l.! ' I I • I I 'I I I :iT' I i I Ill' ' i I I I . ' I I I i : '
l::!-S. '·' '·'' :11 ,, !I '" · '' ,, : rt T! 1 i rrr: :G N=25 blows/layer \I T'l"i-...;.... I T I ! ' ' I ill IIi ill I I I T -LL ' ! ·T 'QJ' IJ I! 1-., I lr• !:lr iii! :L; I T iII I j i ,,, t-:m e =.5415, s =95.1%
_L I l • I I ; I" ! I' I . 1;' I: 1: : I I ! 1 I I I .. 1fT' , ; ::, 0 0 1 11 1 '":'''''''1, : 1 11 1 i.li;tt '•I''· e- 4594 s -100d. ' ' '' 1 '~f8..~.:.'1; r I lliTITtrrrrttnW_.-+. t-· , r- ]0 '· 111 1 r': .,,,~f.tT; r ' :TiTTT rrH n++rtm _
l i! I II ill! fj: 1' l'ooo.· _ 1 I 1 ' ; l llT ttJ++rr. C -.0850 lll U .. U: :I!! i '' - L~b.r:~ I i I ! I ' ! ! : r!'tt ttn c
. lliliJ 51 I '<i ......._ [lj l'i t-:-:IQ ....... ,. ·; ·: ·~,·:··j 'ii'iill"iii;i· • II rr I• rT· :.;:;;11 t-...' II 1•1 ~·.·1: lit/ ;ll[~·u .. ~~ .. --.·~P.~_. -.:";-~-:-.:1;1 'T lllli'i"'+'t '.= -,,;r
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FIGURE 73. COI'lil'ACTION EFFORT AND Fil~AL VOID RATIO RELATIONSHIP
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111
VITA
Ma-Tai Matthew Chen was born on October 10, 1937, in Hofei,
Anhwei, China. He received his primary education in ¥~nland China
and his secondary education was received in Hsinchu and Taipei, 7aiwan.
His colledge education was received in National Taiwan University
where he obtained a Bachelor of Science degree in Civil Engineering
in 1959.
After graduation from National Taiwan University, he received
ROTC training and was commissioned a Second Lieutenant in the Republic
of China Air Force as an engineering officer about one and half years.
He and his brother established a small continuation school in
Taipei. He was the chairman and teacher for half year.
He worked in a soil testing laboratory as an assistant engineer
for three years in Hsinchu, Taiwan.
In September of 1964, he came to the United States for further
study. He enrolled in the University of Missouri at Rolla as a
graduate student in Civil Engineering.
Chen is a Christian. He was engaged to Miss Ada Chu in 1964.
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