1) Cement-treated soil samples were cured under different consolidation conditions, including single-dimensional and isotropic consolidation, to examine how consolidation pressure and curing time affect peak and residual strength. 2) Tests found that strength increases with higher consolidation pressure and longer curing time due to increased density from consolidation and cement hydration. However, applying consolidation pressure after a delay reduced strength. 3) Isotropic consolidation led to higher volumetric strains and strengths than single-dimensional consolidation due to the higher mean effective stress. Residual strength also increased with higher consolidation pressure during curing.

1. Peak and Residual Strength Characteristics of Cement-Ttreated Soil Samples That Were Cured
under Different Consolidation Conditions
1. Introduction
Because high strength appears within a short period in Gsuch ground that was has been soliildified with cement-base
solidification material acquires strength quickly, so consolidation and strength, which increase along with solidificationit,
are not commonly known commonly and are not reflected to in the design of ground improvements. However, soil
elements are receiveing confining pressure even in cement-treated ground, so it can be considered that consolidation occurs
in the initial stage of construction before consolidation starts and that the undrained shear strength will increase. In the current
method for edvaluating the strength of cement-treasted soil, the influence of the type and state of the soil, the type and
dosage of the stabilizer, and the material age are understood considerably quite welll.deeply; Hhowever, the influence of
overrburden pressure improsed in stute situ after construction is unknown??ignored??.
The authoers examined the unconfined compressive strength of cement-treated soil that was cured in the a state of single-
dimentisonal dimensional consolidation using consolidation and curing equipment that employsuses a split mold as the
consolidation vessel 1)～3). As a result, theyit was clarified that the unconfined compressive strength increases due tounder
the influence of the consolidation pressure applied to the cement-treated soil sample. An Iincrease in density due to
consolidation during the initial material -aginge period before solidification started was detected and, due to the synergetic
effect of it this with the progress of cementation, the strength and deformation characteristics to be exhibited later differ
remarkably from those obtained from curing under the atmospheric pressure.; Iin other words, it was thus found that
solidifying soil exhibitsin the middle of solidification shows the an increased in shear strength due to both actions, an
increased in density thrrhough consolidation, and development of cementation through cement hydration. However, there
were such problems in the experiment that because the shear test is an unconfined compression test, the state of stress and
deformation of the specimen differs from that in the original position, and that the confining pressure was once removed
inat the time of transition from the consolidation process to the shear process1)～3).
In conventional studies as well, tThe shear strength, and the deformation, characteristics and the single-dimensional
compression characteristics of cement-treated soil samples subjected tounder the condition that confining pressure was
applied during curing are have been investigated in conventional studies as well (e.g., Kobayashi & Tatsuoka, Cosoli et
al.， and others). In these studies, the a soil sample was left atalone under the atmospheric pressure or submerged under
water for several hours or several days after it was cement-treatmented until before it was exposed to confining pressure, so
it is necessary to considerpay attention to the fact that cement hydration was in progress within the state where no confining
pressure is was applied. TConcerning this fact, the authors investigated the changes in the unconfined compression strength
whenin the case where loading of overburden pressure on cement-treated soil is delayed using the above- mentioned mold-
type consolidated curing equipment, . Theyand aAs a result, it was found that the values of consoliikdiation settlement
and unconfined compression strength decrease with an increase in the delayed loading of overbuyrden pressure, and
ultimately, they gradually approaching to the vluaes values at the time ofseen with curing under the atmospheric pressure
(Suzuki et al., 2002). This result suggests that the time course after solidification may causeinduce underesttimation of the
shear strength of cement-treated soil to be underestimated. However, whether this effect of delayed loading time applies
similarly toalso appears operates in the same manner on the shear strength exhibited under the action of confining pressure
in the a triaxial compression test has not yet been verified.
On the other handIn contrast, while in-situ cement-treated soil is cured under thein a single-dimensional consolidated state, it
is not alnways clarified by conventional studies have not clarifiedas to how the influence of the differences between the
single-dimensional consolidated state and the isotropic consolidated state influencesappears in the consolidation
characteristics and subsequent strength characteristics of cement-trreated soil when it is cured in a single-dimensional state
(Ghee et al., 2004). Moremover, past exammainations with the unconfined compression tests mainly focusted on
evaluatingon of the peak strength, and did not examineations are have been conducted at all about the influence of
consolidation stress during curing on the residual strength, of which examination is necessary for to study the fealurefailure
of burnerable materials.
In this study, based on the present status as mentioned discussed above, we implemented the an unconfined compresstion
test and a consolidated undrained triaxial test on single-dimenstionally consolidated and isotropically consolidated cement-
treated soil sample based on the above statuss, respectively, and examined mainly three itmes as followsthe following,
based on the test results: 1) influence of the difference in consolidation state during curing on the consolidation and shear
characteristics in the case of cement-treated soil withwhere cementation is in progress, 2) the consolidation and undrained
shear characteristics of cement-treated soil in the case whenre application of isotropic consolidation stress is delayed in the
triaxial test, and 3) the effect of consolidation stress during curing on the residual strength of the cement-treated soil. These
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2. test results are and a discussedtion are described presented in the following sections.
2. Changes in stress state of cement-treated soil in the a laboratory test
Figure. 1 depicts the changes with time in the vertical stress σv that acts on the specimen immediately after solidification in
the a laboratory test 4). Because in-situ soil elements are steered stirred and mixed during construction, it can be considered
that the effective stress is initially zero and then increases up to the full vertical stress σv as consolidation progresses. In the
case of the current laboratory mixing test (an unconfined compression test), while the curing time Tc elapses as indicated by
path OABD in Fig. 1, but σv scarcely acts and the in-situ stress state is not reproduced. Therefore, Yamamoto et al. (2000)
conducimplemented the an unconfined compression test on the a cement-treated soil sample that was curred while being
consolidateding onsingle- dimensionally using a mold-type consolidated curing equipment. Based on the result, they
demonstrtatshowed that the settlement distortsion, (εv), the unconfined compression strength, (qu), and the deformation
modulus, (E50), all increase with an increase in σv． In this test, however, because the overburden pressure is was
removed when removing the specimen was removed from the mold after curing for a specified period, as indicated by path
OCBD in Fig. 1, so there was nooa transition to undrained shear while keeping maintaining the pressure was
maintainedstate during consolidation does not occur. TIn this study, to solve this problem, we cured the a specimen that
was immediately after solidification while subjecting it to isotropic consolidation using triaxial omplesion compression test
equipment and then implemented the undrained shear test. I Here, in the case of conventional triaxial compression tests
(e.g., Cobayashi & Tatsuoka), attention must be paid to ensurethe fact that the cement-treated soil sample is consolidated after
being left alone for a certain period (the delayed loading time ΔT, represented by segment OA) under the atmospheric
pressure or under water after being cement-treated as in path OACD in Fig. 1. The purpose of the triaxial compression test
implemented in this study soughtis was to obtain the undrained shear strength of cement-treated soil that was cured while
being consolidated immediately after being cement-treated as in path OACD in Fig. 1.
Figures. 2(a) and (b) schematically depict the difference in the stress states in during the consolidation process of the
specimens used in the unconfined compression test and triaxial compression test, respectively, and along with Mohr’s stress
circles of for the specimens in the consolidation and shear processes. IFirst, in the consolidation process, while the stress
state of the unconfined compression testis is represented by a stress circle with a diameter of (σc,0), (K0σc,0), and the stress
state of the triaxial compression test is represented by a point of (σc,0). ISecond, in the shear process, because the confining
pressure on the specimen of from the unconfined compression test has once beenis removed before the shear process, so
its Mohr’s stress circle passes through the ??datpum?? point.T; on the other handmeanwhile, because the specimen of
from the triaxial compression test transits to the shear process while keeing maintaining the same stress state as in the
consolidation process, so its Mohr’s stress circle passes through (σc,0). On the other handWe note that, the shear strength
ratio due to consolidation, ΔSu/ΔP, is the gradient of the approximation straight- line approximation of the radius of the
Mohr’s stress circle at the time of failure. TIn this study, we will also discuss the difference in ΔSu/ΔP between the
isotropic consolidation and onainflesingle-dimensional consolidation.
3. Test Method
(1) Soil sample and solidification agent
The soil sample used is was fine-grained quality divided sand mixed with stone that was collected in Yamaguchi City,
Yamaguchi Prefecture (soil particle density of soil particle: :ρs=2.693 g/cm3， maximum grain size: Dmax=4.75 mm，
natural water content: wn=16.3 %， fine fraction content: Fc=18.9 %， maximum void ratioo: emax=1.308，
minimum void ratio: emin=0.697, apparent cohesion: c'=0 kPa， and internal friction angloe: φ'=35.5 °). The
solidification agent used was ordinary Portland cement (OPC) mixedand the dosage was set to a constant 50 kg/m3
constatlty. The procedure used to mix the soil sample and solidification agent complied with the “pPreparation method
for unconsolidated samples of stabilized soil” in JGS0821-2009, and the solidification agent was added in the form of
slurry (water/agent ratio=160%)．The initial water content of the cement-treated soil, w0, was 20.7 % and no separation of
materials was detected at the time when the specimen was preapared.
(2) Consolidated undrained triaxial compression test
This test uses medium-sized triaxial compressiton test equipment of with a hydraulic control system and complies with the
“cConsoldidated undrained triaxial compression test method for soil” in JGS0522-2009. In this test, saturation of the
sample was limited to the load of back pressure (uBP=49 kPa) to minimizemake the time until before the start of
consolidation of the specimen as shorther as possible. and tThe time from solidificaction to the start of consolidation was
set to a constant 50 min, constantly. The test procedures are as described briefly in the following. i) Stieer and mix the soil
sample and a solidificaction agent made in the form of slurry with de-aired water for 10 min using a Hovert mixer. ii) Put
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3. cement-treated soil into the split mold (dia.: 50 mm, height: 100 mm). RIn this case, remove bubbles by tapping the mold.
iii) Smooth the top face of the specimen with a knife. T In this test, because the time until before specimen consolidation of
the specimen is limited, socapping, etc., on the end faces of the specimen are not capped with gypsum is not implemented.
iv) Take outRemove the specimen from the mold, place it on the a pedestal, and assemble the triaxial cell chamber. IBy the
way, it was possible to prepare a self-standing specimen for this sample. v) Start consolidation by applyloading the side and
back pressures so that the specified consolidation pressure is achieved. TIn this case, the drainage conditrion was set to single
drainage only from the top. vi) After consolidationng curing for the timea certain period as specified in Table 1, perform the
shear at an axial strain rate of 0.05 %/min onunder the undrained specimencondition．A In this test, an external
displacement meter was used in this test tofor measurement of the axial strain. Shear was ended at the time when the axial
strain showed that shows the maximum deviator stress was exceeded by 3%. AFurthermore, it was confirmed that a clear
slip line appeared on the specimen at the time when the test was stopped.
(3) Unconfined compression test
A specimen of cement-treated soil was cured while being consolidateding onsinggnle-dimensionally using the mold-
type consolidationng curing equipmewnt that the authoers developed. After the specified consolidation, we conducted the
an uncondefined comprlession test on this the specimen. The specimen had a diameter of 50 mm and a height of 100
mm, and shearing was performed at an axial strain rate of 1.0 %/min． For other details of the test method, refer to
Yamamoto et al. (2000). TIn this case, the unconfined compression test was conducted atunder the constant
-temperature and constant -humidity conditions (temperature: 20 ℃ and relative humidity: 95 %).
(4) Test cases
Table 1 and Table 2 show summarizes the test cases and test results for the triaxial compression test, and Table 2
summarizes those for the uncopnfined compression test, respectively. To examine the influence of consolidation pressure
(isotropic consolidation pressure σr0 in the triaxial compressiton test,: or vertical consolidation pressure σv in the unconfined
compression test), the value of σr0=σv was changed intoset to three cases of 49， 98， and 147 kPa by setting the
delayed loading time ΔT to 0 min and the curing time Tc to 1， 3， and 7 days.; Tto examine the effect of ΔT, the value
of ΔT was changed into four cases ofset to 0, 60, 120, and 240 min by setting σr0=σv=147 kPa and Tc=3 days. IBy the
way, Aamong the symbols shown in the tables, ws denotes the water content of the specimen after being subjected to shear
in the triaxial compression test and wc and ρtc denote the water content and wet density of the specimen after being subjected
to consolidatedion in the unconfined compression test.
4. Test Results and Discussions
(1) OneSingle-dimensional and isotropic consolidation behavior of cement-treated soil
This section describes the influence of differences in the consolidated state during curing on consolidation behavior. Figure.
3 depicts the changes with time in the volumetric strains, εvU and εvT, in during the consolidation process under with
different values of overburden pressures, (σv), and isotropic pressures, (σr0). SHere, subscriptts U and T mean
represents the onsingle-dimensionally consolidated and isotropically consolidated strain states that the specimens that are
used receive in the unconfined test; subscript Tand represents those for the triaxial test receive, respectively．εvU and εvT
are percentages expressions of the quotients obtained by dividing the volumetric variation during consolidation, ΔV, by the
volume of the specimen in the initial stage, V0. However, εvU, εvT, and ΔV arhave positive values when representing
conmtraction and drainage, respectively. The test conditions at this time are delayed loading delay ΔT=0 min and curing
time Tc=3 days. Figure. 3 indicates that the volumetric strain increases with the progress of the time regardless of the stress
state in during the consolidation process and becomes roughly constant around t=100 min for onin the case of single-
dimensional consolidation or within the a range of t=200 to 2000min forin the case of isotropic consolidation. TIt can be
considered that this difference is due tocomes from the difference in drainage distance between specimens. On the other
handStill, such aa separate trend can be observed that in which the volumetric strain tended to increases with increasinge
in consolidation pressure regardless of the consolidating conditions. Furruthermore, the volumetric strain in isotropic
consolidation exceedsis larger than that in onsingle-dimensional consolidation. TIt can be considered that this is
influenced by the fact that the mean effective principlea stress in the isotropic consolidation exceedsis larger than that in
onsingle-dimensional consolidation. Figure. 4 depicts the relationships between the ultimate volumetric strain, εvU*, εvT,
and the curing time, Tc. Because the volumetric variation due to consolidation becomes roughly constant within the range
of 100 to 2000 min and the value of εvU*, and εvT* becomes roughly constant under the same consolidation pressure
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4. even with increasing Tc as described above, the influence of the change in density at an early material age is heldremains
after the curing time has elapsed regardless of the stress state of the specimen in the consolidation process.
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(2) Shear behavior of cement-treated soil samples cured under different consolidation condittiions
This section describes the influence of differences in the consolidation state on shear behavior. Figures. 5(a) to (c) depict the
results of both the unconfined compression and triaxial compression tests in the case where the curing time, Tc, differs. The
vertical axis of the grapth represents the deviator stress, q(=σa-σr); the horizontal axis represents the, axial strain, εa.; σr ，is
the confining pressure; and σc, is the consolidation pressure. In the case of Tc=1 day in Fig. 5(a), q in the triaxial
compression tends to increase monotonously with increasinge in εa and to decrease slightly after passing the peask strength,
qmax．On the other handIn contrast, q in the unconfined compression shows qmax around εa=1% and then decreases. The
value of qmax becoocmes larger with in creasinge in consolidation pressure regardless of whetherin both the uncinfied
unconfined and or triaxial compression test. Furthermore, generally speaking, qmax is larger in the triaxial compressuion
test than in the unconfined compression test．This result is caused by the difference in the stress states of the specimens in
the consolidation process. While the value of the failure strain, εf, is larger in the triaxial comperession test than in the
unconfined compression test, the trend of strain softening is more remarkable in the unconfined compression test. As a
reason, it is possible thatThis may be due to the influences of the axial strain rate as or the presence or absence of confining
pressure in the shear process. In this case, generally speaking, the initial rigidity (i.e., the initial tangent gradient of the q-εa
curve) is larger in the triaxial compression test than in the unconfined compression test. In the case of Tc=3 and 7 days as
shownseen in Figs. 5(b) and (c), respectively, the q-εa curve shows more a remarkable trend of vulnerability with increase
in Tc while the initial rigidity is high and εf is small in both in the unconfined and triaxial compression tests. On the other
handIn contrast, differences in the size of consolidation pressure with increases in Tc appear clearly on the q-εa curve and in
the case of Tc=7 days, qmax of the triaxial compression test increases from 1.3MPa to 2.1MPa and that of the unconfined
compression test increases from 1.0MPa to 1.3MPa while the consolidation pressure increases from 49kPa to 147kPa.
Moreover, it can be seen from the same figure that qres corresponding to approx. imately 80% of qma is remainsing at the
end of the shear in the triaxial compression test．
(3) Strength- increasinge characteristics by with consolidation under different consolidation conditions
Figures. 6(a) to (c) depict Mohr’s total stress circles at the time of faitlure in the triaxial cxompression test and unconfined
compression test. These figures are were prepared according to each curing time, and the result of the triaxial compression
test accompanies the strength parameters in terms of total stress, ccu, φcu, as determined from Mohr-Coulomb’s failure
criterion. Here, while the strength parameters in terms of the effective stress of the soil sample (untreated soil) used in this
study are cd=0 kN/m2 and φd=35.5 °as mentioned above, it is necessary to pay attention to the factnote that strength
parameters are handled in terms of total stress are handled in this section． In the case of Tc=1 day as shown in Fig. 6(a),
when faeilure lines are determined from three Mohr’s stress circles with different consolidation pressures, the values of
ccu=145.6 kP and φcu=39.0 ° can be obtained. The shear strength ratio was estimated from the relationship between the
consolidating pressure and the undrained shear strength, SuT，SuU. Here, the undrained shear strengths in the unconfined
compression and triaxial comprlession tests are denoted by SuT and SuU (=qmax/2), respectively. As a result, the shear strength
ratio in the triaxial compression test is ΔSuT/ΔP=1.36 while that in the unconfined compression test is ΔSuU/ΔP=0.8, so the
shear strength ratio is larger in the triaxial compression test than in the unconfined compression test. This was is the same
also in the case of Tc=3 and 7 days as depicted in Figs. 6(b) and (c). Figure. 7 shows plots the relationship between
ΔSuT/ΔP, ΔSuU/ΔP, and Tc. Such aA trend can be observed that in which the shear strength ratio obtained from both the
unconfined compression and treiaxial compression tests increases with increasinge in the curing time. This indicatesd that
the volumetric variation in the consolidation process in Fig. 4 is roughly constant regardless of the curing time． Thus, the
void ratio of the specimen before shear is constant regardless of the curing time, so it can be considered that this the change in
shear strength ratio is not caused by the increase in density due to consolidation but rather is caused in the development of
cementation with the elapse passage of curing time． Figure. 8 depicts the relationship between the strength parameters in
terms of total stress, ccu, φcu, and Tc. Such aA trend can be observed that in which the internal friction angle, φcu, increases
with an increase in Tc while the value of apparent cohesion, ccu, is keptremains roughly constant. This result suggests that
the strength parameters of the soil themselves (including those in terms of effective stress) may have changed essentially
with the increase in curing time. As a reason for this, it can be conjectured that because the soil sample mainly consists of
coarse-grained aggregate, the hydration product is relatively smaller in size than the soil grain, so cementation is formed on
the surface of soil particles rather than bonding the soil particles, and as a result, the roughness and friction characteristiitcs on
of the surface of the soil particles change, which in turn changes the shear strength characteristicitcs changed.
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5. (4) Influence of the difference in stress state of the specimens in the consolidation process on the peak strength
This section describes the influence of the stress states of the specimens in the consolidation process on the undrained shear
strength. Figure. 9 depicts the relationship between the undrained shear strengths in the triaxctial compression test and the
unconfined compression test, SuT, SuU. A proportionality between SuT and SuU also with a gradient of 1.5 can be
recognized. The same figure shows data quoted from past study results (Ghee et al., 2005). Although the methods for
improving soil and cement differ, it was confirmed that the undrained shear strength of cement-treated soil differs depending
on the consolidation condition during curing. To explore the cause of itthis, we examined the difference between theh
volumetric variations in the unconfined consolidation and that in the triaxial consoliddiation. Figure. 10 depicts the
relationship between the ultimate volumetric strains in the isotropic consolidation and the single-dimensional consolidation,
εvT* and εvU*. A linear relationship was recognized between both valiesthese, except for some dispersion, and it can be
seen that the ultimate volumentric strain under the isotropic consolidation condition is approximately. 1.5 times as large as
that under the single-dimensional consolidation condition. The gradients of the linear relationships were roughly the same
in both aspectwith respect to thes of strength and the density of the specimen. From these results, it can be considered that
the difference in stress state during the consolidation process give has the same level of influence on the ratios of the
consolidation amount and the undrained shear strength.
(5) Influeneuce of delayed loading time on undrained shear strength
This section describes the influence of delayed loading time, ΔT, on the undrained shear strength. As described previously,
delayed loading time can be said defined as the exposure time before application of confining pressure to cement-treated soil,
while during which cementation develops in the cement-treated soil. Such aA trend was clarified by Yamamoto et al.
(2000) that in which the volumentric variation due to overburden pressure dsecreaseds with increases in the delayed
loading time, ΔT, in the single-dimensional consolidation state and then unconfined compression strength, qu, also
decreaseds in the an unconfined pressure test implemented thereafter. However, as described previously, whether or not
this result is also correct under the insotropic consolidation in the triaxial compression test or not has not yet been
verifieddetermined. This means that confining pressure applied after cementation has developed does not cause any
significant change in density in the a specimen of cement-treated soil and, therefore, does not contribute to the any increase
in strength. Figure. 11(a) depicts the relationship between the ultimpate volumetric strain, εvT*，εvU*, and ΔT in the
consolidation process. On the other hand, Figures. 12(a) and (b) depict the relationships between the stress and strain
curves and ΔT as well as the peak strength, qmax, and ΔT, respectively, for different values of ΔT． The ultimate
volumetric strain decreases with increases in the delayed loading time. Furthermore, qmax also decreases with increases in
ΔT and ultimately guraduaalygradually approaches the value of the a specimen of cement-treated soil that was curred in
the a state of unconfined pressure, where no volumetric variation occurs. From the result at this time, it was found that the
undrained shear strength does not increase, even in the state of isotropic consolidation, if the time until before application of
confining prerssure is prolonged. In other words, if the time after solidification until but before application of consolidation
pressure is prolonged, no increase in density occurs in the specimen if consolidation pressure is applied to it, and no
subsequent increase in undrained shear strength will occur. In that case, therefore, it can be considered that it is highly
probable that the undrained shear strength of cement-treated soil is underestimated.
(6) Influence of consolidation stress during curinjg on residual strength
As described previously, in the case of the stabilization of stiff ground, evaluation of residual strength rather than the peak
strength is more important to when considering brittle fracture. Figure. 13 depicts the relationship between the residual
strength, qres, and the initial effective confining pressure, σr0’． Here, for the purpose of evaluating the sterength after the a
brittle fracture in stiff ground materiasl, such as stabilizsed soil, we defined qres in this study as the value of the deviator
stress at the time of stopping the shear test, as described above. At each value of Tc, qres becomes larger with increases in
σr0’. On the othe handIn contrast, qres becomes larger with increases in Tc regardless of the magnitude of σr0’. From this
result, it can be said that the influence of consolidation during curing also appears in the shear strength in the residual state.
Although no clear differences in consolidation pressure during curing were detected in the value of q in the residual state in the
single-dimensional compression test as shown in Fig. 5, it can be considered that this is because the confining pressure did
not act. It was confirmed that a certain level of shear strength is remainsing even in the residual state under the action of
confining pressure.
5．Conclusions
In this study, we examined the undrained shear strength of cement-treated soil samples that were cured in the isontropic
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6. consolidation and single-dimensional consolidation states. The Ffindings obtained are as follows:
(1) The undrained shear strength of the a cement-treated soil sample that was cured in the isotropic consolidation state
increases with increases in consolidation pressure, as in the single-dimensional consolidation state.
(2) The rate of increase in the undrained shear strength due to consolidation differs between the isotropic consolidation state
and the single-dimensional consolidation state. Within the range of curing time of one1 to seven7 days, the rate of
increase in strength in the isotropic consolidation state is larger than that in the single-dimensional consolidation state.
(3) The volumetric variation of cement-treated soil during the consolidation process depends on the stress state of the
specimen, and the volumetric variation in the isotropic consolidation state was aprrox.approximately 1.5 times as large
as that in the single-dimensional consolidation state. Furthermore, the same trend was recognized in the undrained
shear strength. As a reason for itthis, it can be said that the difference in the stress state during consolidation give had the
same level of influence to on the ratios of the consolidation amount and the undrained shear strength.
(4) When the time of loading of confining pressure is delayeds, the volumetric variation during consolidation decreases.
This is true regardless of the stress strate in during the consolidation process． When the loading of confining
pressure is delayeds, the undrained shear strengtrh decreases in the triaxial compression test decreases as it does in the
unconfined compression test and ultimately gradually approaches to the value of cement-treated soil that was cured
without applying confining pressure.
(5) For the above reason, if the test is conducted in a nearly in-situ stress state, the undrained shear strength may be
underestimated, depending on the time from cement treatment to consolidation of the specimen.
(6) It has been clarified that the shear strength in the residual state will be influenced by the state of consolidation during
curing. The larger the consolidation pressure during curing, the larger the residual strength.
End
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