• 한국지반환경공학회 논문집
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• 제14권1호
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• pp.33-42
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• 2013

In this paper, a series of monotonic undrained shear tests were carried out on four kinds of sand-fine mixtures with various fines content. Two kinds of sands (Silica sand V3, V6) and fines (Iwakuni natural clay, Tottori silt) were mixed together in various proportions, while paying attention to the void ratio expressed in terms of sand structure $(F_c{\leq}F_{cth})$. The undrained shear strength of mixtures below the threshold fines content was observed so that as the plastic fines content increases, maximum deviator stress ratio decrease for dense samples while an increase is noted for loose samples. For non-plastic fines, the increase in the amount of fines leads to an increase in density of the soil, which results in an increase in strength. Then, the monotonic shear strength of the mixtures was estimated using the concept of granular void ratio. It was found that the shear strength of mixtures is greatly dependent on the skeleton structure of sand particles.

• 대한토목학회논문집
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• 제38권3호
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• pp.429-438
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• 2018

원추형콘과 T-bar 관입시험기는 점토의 비배수전단강도를 측정하기 위해 널리 사용된다. 축소모형시험의 경우 소형관입시험기가 사용되어야 하지만 경험상관계수에 대해 발표된 자료가 부족하다. 본 연구에서는 소형콘과 소형T-bar 관입시험기의 경험상관계수를 도출하기 위한 시험시스템을 구축하였고, 카올린점토에 대하여 실험을 수행하였다. 직경 350mm의 강재원형챔버를 사용하여 4개의 모형지반을 조성하였고, 각 모형지반은 다른 선행압밀응력에서 압밀하여 비배수전단강도를 조절하였다. 경계면 효과, 관입속도, 직경 및 형상의 영향을 확인하기 위하여 다른 직경을 가진 두 직경의 소형콘(10mm, 16mm)과 직경 10mm T-bar를 이용하여 시험을 수행하였다. 또한 관입시험 후의 시편을 채취하여 비압밀비배수삼축시험을 수행하여 비배수전단강도로 결정하였다. 최종적으로 비배수전단강도와 관입시 선단저항력의 상관관계를 통해 경험상관계수를 산정하였다.

• 한국지반공학회:학술대회논문집
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• 한국지반공학회 2010년도 추계 학술발표회 3차
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• pp.18-23
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• 2010

The estimation of the undrained shear strength $s_u$ for clays using CPT results has been mainly based on the cone factor $N_k$. In this study, a new CPT-based method for the estimation of the undrained shear strength $s_u$ is presented. This aims at reducing uncertainties for the estimation of $s_u$ and enhancing the application of CPT results in more effective manner. For this purpose, a site located at a marine clay deposit is selected and test results from extensive experimental testing program are adopted. The new method defines a direct correlation between the undrained shear strength $s_u$ and the cone resistance $q_t$, excluding the procedure of the overburden pressure correction and therefore undisturbed soil sampling process. In order to verify the new CPT-based method, additional test sites and example sites from literature, which consist of a variety of soil conditions, are selected and examined. It is observed that values of su obtained from the proposed method are in good agreements with measured values of $s_u$ for all the selected verification cases.

• Geomechanics and Engineering
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• 제38권1호
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• pp.93-106
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• 2024

The present paper investigates the spatial variability effect of soil property on the three-dimensional probabilistic characteristics of the bearing capacity factor (i.e., mean and coefficient of variation) of a circular footing resting on clayey soil where both mean and standard deviation of undrained shear strength increases with depth, keeping the coefficient of variation constant. The mean trend of undrained shear strength is defined by introducing the dimensionless strength gradient parameter. The finite difference method along with the random field and Monte Carlo simulation technique, is used to execute the numerical analyses. The lognormal distribution is chosen to generate random fields of the undrained shear strength. In the study, the potential failure of the structure is represented through the failure probability. The influences of different vertical scales of fluctuation, dimensionless strength gradient parameters, and coefficient of variation of undrained shear strength on the probabilistic characteristics of the bearing capacity factor and failure probability of the footing, along with the probability and cumulative density functions, are explored in this study. The variations of failure probability for different factors of safety corresponding to different parameters are also illustrated. The results are presented in non-dimensional form as they might be helpful to the practicing engineers dealing with this type of problem.

• 한국농공학회논문집
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• 제52권3호
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• pp.73-79
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• 2010

In the present study, the loading frequency dependencies of cyclic shear strength and elastic shear modulus of reconstituted clay were examined by performing undrained cyclic triaxial tests and undrained cyclic triaxial tests to determine deformation properties. The result of undrained cyclic triaxial test of reconstituted and saturated clay shows that a faster frequency leads to higher stress amplitude ratio, but when the frequency becomes fast up to a certain point, the stress amplitude ratio will reach its maximum limit and the frequency dependence becomes insignificant. And also, the result of undrained cyclic triaxial deformation test shows a fact that a faster loading frequency leads to higher equivalent shear modules and smaller hysteresis damping ratio, and confirms the frequency dependence of cohesive soil. Meanwhile, the result of the creep test shows that continuing creep is created in the undrained cyclic triaxial test with slow loading frequency rate, and since loading rate becomes slower at the vicinity of the maximum and the minimum deviator stress due to sine wave loading, the vicinity of the maximum and the minimum deviator stress shall be more influenced by creep.

• 한국지반공학회논문집
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• 제19권6호
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• pp.7-14
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• 2003

본 연구에서는 굴패각 혼합토의 전단강도 특성을 파악하고자 해성토에 굴패각 혼합율 0%, 25% 그리고 50%로 달리 한 후 $K_o$ 비배수 삼축압축 실험을 실시하였다. 또한 각 혼합비에 따라 유효 연직압을 200kPa, 300kPa 그리고 400kPa로 적용하였고, 유효 연직압 300kPa에 대해서 전단속도를 세가지로 달리하여 그에 따른 혼합토의 전단강도 특성을 알아보았다. 일련의 실험결과로부터 굴패각 혼합비가 증가할수록 굴패각 입자의 파쇄로 인해 전단강도가 증가함을 볼 수 있었으며, 전단속도는 굴패각 혼합토의 전단강도에 큰 영향을 미치지 못함을 확인하였다. 굴패각 혼합토의 실내실험과 Mayne, Bishop의 경험식을 토대로 비교 분석한 결과 비배수 전단강도는 실험값과 비슷한 경향을 나타내고 있다. 그러나 간극수압계수 예측은 혼합비 0%에서 경험식이 실험값과 보다 과대 평가를 보이고 있다.

• 한국지반공학회:학술대회논문집
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• 한국지반공학회 2008년도 추계 학술발표회
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• pp.1124-1131
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• 2008

Thanks to a new in-situ seismic probe, using bender elements and penetration scheme, a simple linear relationship between undrained shear strength(Cu) and shear wave velocity(Vs) was obtained. This priceless relationship is worthy to be illuminated further in ideal laboratory environment. To avoid sampling disturbance effect, special consolidation cylinders were used to make normally consolidated specimens from kaolinite suspension. The undrained shear strengths of the specimens were measured using unconsolidated undrained triaxial compression tests. Also shear wave velocity measurements were performedprior to shearing the same specimens, using the bender elements installed in the base pedestal and the top cap of the triaxial compression cell. The Cu-Vs relationship is fairly linear and supports the linear trend of clayey silt obtained using field testing. Also the classic density-shear modulus relationship for soft clay proposed by Hardin and Black(1969) was once more verified hereby.

• 한국지반공학회:학술대회논문집
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• 한국지반공학회 2000년도 가을 학술발표회 논문집
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• pp.391-398
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• 2000

The index properties of cohesive soils play an important role to examine entire tendency of soil properties. Especially, the Atterberg limits have a good correlation with compression and shear strength of cohesive soils. However, these values strongly depend on their testing methods. In this study, for Pusan clays the Atterberg limits were peformed under different conditions; for example, four kinds of specimen preparation, two kinds of testing equipment, and four kinds of estimating method. And a laboratory vane test was peformed to compare the undrained shear strength with that of the fall cone test. As experimental results, the value of liquid limit performed for oven-dried sample, followed in ASTM D4318, underestimated by about 10% compared to those of another three methods, irrespective to the used equipments. But the value of plastic limit was not influenced by sample preparation methods and equipments. The liquid limits by one-point methods(Leroueil et al., 1996; Nagaraj et al., 1981) were agreed well with those of different methods. Finally, the undrained shear strength by laboratory vane test was relatively larger than that of fall cone test, and the relationship between both showed a bad trend.

• 한국지반공학회지:지반
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• 제2권3호
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• pp.37-50
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• 1986

해양구조물은 토질특성, 파랑하중, 해석방법 등의 불확정성으로 인해 확률론적인 방법으로 신뢰 도해석을 하는 것이 바람직하다. 축토지반에 설치된 해양구조물의 기초설계에서 가장 큰 불확정성 은 비배수전단강도에 기인한다. 따라서 점토지반의 전단강도 산정에 영향을 끼치는 모든 불확정성 을 조사하여 안정해석에 적용한다. 또한 실내시험과 현장관입계험을 이용한 정토지반의 전단강도 산정방법의 불확정성을 조사하고 북해의 Statfjord B에 위치한 중력식 해양구조물의 활동에 대한 신뢰도해석에 각각 적용한다. 현장관입시험을 이용하여 비배수전단강도를 산정하여 구한 활동에 대한 파괴확률은 실내시험을 이용한 경우보다 크다. 현장관입시험을 이용한 비배수전단강도 산정방법에 큰 불확정성이 존재하는 경험적인 방법으로 결정된 Nk 값의 불확정성에 주로 기인한다.

• 한국지반공학회:학술대회논문집
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• 한국지반공학회 2005년도 춘계 학술발표회 논문집
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• pp.916-923
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• 2005

In this study, to observe aging effect of undrained shear behavior for Nak-Dong River sand, undrained static and cyclic triaxial tests were performed with changing relative density ($D_r$), consolidation stress ratio($K_c$) and consolidation time. As a result of the test, the modulus of elasticity to all samples estimated within elastic zone by the micro strain of about 0.05% in case of static shear behavior increased with the lapse of consolidation time significantly, so aging effect was shown largely. Also strength of phase transformation point(S_{PT}$) and strength of critical stress ratio point($S_{CSR}$) increased with the lapse of consolidation time. Undrained cyclic shear strength($R_f$) obtained from the failure strain 5% increased in proportion to relative density($D_r$) and initial static shear stress($q_{st}$), $R_f$ of consolidated sample for 1,000 minutes increased about 10.6% compared to that for 10 minutes at the loose sand, and $R_f$ increased about 7.0% at the medium sand. In situ application range of $R_f$ to the magnitude of earthquake for Nak-Dong River sand was proposed by using a increasing rate of $R_f$ as being aging effect shown from this test result.