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REFERENCE LINKING PLATFORM OF KOREA S&T JOURNALS
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Journal of the Korean Geotechnical Society
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Journal DOI :
Korean Geotechical Society
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Volume & Issues
Volume 26, Issue 12 - Dec 2010
Volume 26, Issue 11 - Nov 2010
Volume 26, Issue 10 - Oct 2010
Volume 26, Issue 9 - Sep 2010
Volume 26, Issue 8 - Aug 2010
Volume 26, Issue 7 - Jul 2010
Volume 26, Issue 6 - Jun 2010
Volume 26, Issue 5 - May 2010
Volume 26, Issue 4 - Apr 2010
Volume 26, Issue 3 - Mar 2010
Volume 26, Issue 2 - Feb 2010
Volume 26, Issue 1 - Jan 2010
Selecting the target year
A Study on Model Experiment for Evaluation of Debris Flow's Impact Force Characteristics
Kim, Jin-Hwan ; Lee, Yong-Soo ; Park, Keun-Bo ;
Journal of the Korean Geotechnical Society, volume 26, issue 11, 2010, Pages 5~15
Debris flow is defined as water mixture flow with wide range of large size soil particles such as rock, gravel and sand. Localized heavy rain, derived from abnormal weather, results in the debris flow which generally occurs in summer, especially during and after rainy season and typhoon. This study focuses on the characteristics of impact force of the debris flow with different gravels and gravel mixtures by model experiment. Based on measured experiment results, it is found that the impact force derived by debris flow is mot proportional to the amount of dry material mixture, but depends on the particle size distribution of the debris flow.
Non-linear Finite Strain Consolidation of Ultra-soft Soil Formation Considering Radial Drainage
An, Yong-Hoon ; Kwak, Tae-Hoon ; Lee, Chul-Ho ; Choi, Hang-Seok ; Choi, Eun-Seok ;
Journal of the Korean Geotechnical Society, volume 26, issue 11, 2010, Pages 17~28
Vertical drains are commonly used to accelerate the consolidation process of soft soils, such as dredged materials, because they additionally provide a radial drainage path in a deep soil deposit. In practice, vertical drains are commonly installed in the process of self-weight consolidation of a dredged soil deposit. The absence of an appropriate analysis tool for this situation makes it substantially difficult to estimate self-weight consolidation behavior considering both vertical and radial drainage. In this paper, a new method has been proposed to take into account both vertical and radial drainage conditions during nonlinear finite strain self-weight consolidation of dredged soil deposits. For 1-D nonlinear finite strain consolidation in the vertical direction, the Morris (2002) theory and the PSDDF analysis are adopted, respectively. On the other hand, to consider the radial drainage, Barron's vertical drain theory (1948) is used. The overall average degree of self-weight consolidation of the dredged soil is estimated using the Carillo formula (1942), in which both vertical and radial drainage are assembled together. A series of large-scale self-weight consolidation experiments being equipped with a vertical drain have been carried out to verify the analysis method proposed in this paper. The results of the new analysis method were generally in agreement with those of the experiments.
Reinforcement Effect of Steel-Concrete Composite Group Piles by Numerical Analysis
Chung, Moon-Kyung ; Lee, Si-Hoon ; Lee, Ju-Hyung ; Kwak, Ki-Seok ; Kim, Sung-Ryul ;
Journal of the Korean Geotechnical Society, volume 26, issue 11, 2010, Pages 29~38
The steel pipe of steel-concrete composite piles increases the pile strength and induces the ductile failure by constraining the deformation of the hiller concrete. In this research, the load-movement relations and the reinforcement effect by the outer steel pipe in the steel-concrete composite pile were analyzed by performing three-dimensional numerical analyses, which can simulate the yielding behavior of pile material and the elasto-plastic behavior of soils. The parameters analyzed in the study include three pile materials of steel, concrete and composite, pile diameter, pile distance and loading direction. The results showed that the axial capacity of the composite pile was about 90% larger than that of the steel pipe pile while similar to that of the concrete pile. At the allowable movement criteria, the horizontal capacity of the composite pile was about 50% lager than that of the steel pile and about 22% larger than that of the concrete pile.
Lateral Resistance Analysis of Single Pile Using Strain Wedge Model in Sand
Bae, Jong-Soon ; Kim, Ji-Seong ; Kim, Sung-Ho ;
Journal of the Korean Geotechnical Society, volume 26, issue 11, 2010, Pages 39~46
The magnitude of the lateral resistance that resists the lateral movement of the pile is controlled by the amount of the pile movement and the strength and stiffness of soil. In this paper, we proposed an equation which produces the lateral resistance of the laterally loaded single pile using the strain wedge model of the soil deformation. The results of this equation is compared with results of model test, field test, p-y curve and other methods. It is found that the result of proposed equation is smaller than the result of model test. The results of loading test considerably coincide with those of proposed equation; however, a few of deviations are generated as the displacement of pile head increases. Moreover, coincidences exist between the results of the proposed equation and those of finite difference method.
Hydraulic Characteristics of Busan Clay in the Floodplain of the Nakdong River Delta
Chung, Seong-Gyo ; Lee, Nam-Ki ; Lee, Jeong-Man ; Min, Se-Chan ; Hong, Yang-Pyo ;
Journal of the Korean Geotechnical Society, volume 26, issue 11, 2010, Pages 47~61
To predict the settlement rate of a ground area that incorporates vertical drains, it is desirable to conduct various kinds of advanced field and laboratory tests for hydraulic properties. However, it is urgently needed to appropriately evaluate the hydraulic properties using the results of conventional soil tests which are extensively used for local practice. To achieve this purpose, a number of CPT dissipation test, laboratory permeability and consolidation tests were performed at five sites in the floodplain of the Nakdong River delta, and the test data were comprehensively analyzed. As a result, it is found that the coefficients of horizontal consolidation (
) and permeability (
) of the clay agreed well with those of the CPT-based methods proposed by Baligh and Levadoux (1986). The values of
were in the range of
, each of which slightly increases or decreases with depth, respectively. It was also inferred that these trends seem to reflect the depositional environments of the clay.
Permanent Deformations of Piles in Sand Under Cyclic Lateral Loads
Paik, Kyu-Ho ; Park, Won-Woo ;
Journal of the Korean Geotechnical Society, volume 26, issue 11, 2010, Pages 63~73
Monopiles, used as one foundation option for offshore wind turbines, are usually subjected to great cyclic lateral loads due to wind and wave. In this study, model pile load tests were performed using calibration chamber and three model piles with different pile lengths in order to investigate the behavior of laterally cyclic loaded piles driven into sand. Model test results show that the first loading cycle generates a bigger displacement than the following ones, and the permanent displacement of piles by one loading cycle decreases with increasing the number of cycles. 1-way cyclic loading causes the permanent displacement in the same direction as cyclic loading, whereas 2-way cyclic loading causes the permanent displacement in the reverse direction of initial loading. It is also observed that the permanent displacement of piles due to cyclic lateral loads increases with decreasing relative density of soil and with increasing the magnitude of cyclic loads. However, it is insensitive to the earth pressure ratio of soil and embedded pile length. In addition, based on the model pile load test results, equations for estimation of the permanent lateral displacement and rotation angle of piles due to 1-way cyclic lateral loads are proposed.
Design of Absorption Pipe for Slope Stability
Cho, Hong-Je ; Moon, Jong-Kyu ; Lee, Kwang-Je ;
Journal of the Korean Geotechnical Society, volume 26, issue 11, 2010, Pages 75~87
Incessant rainfalls in unsaturated soil raises pore water pressure and drops shear stress. Controlling pore water pressure in unsaturated soil prevents pressure increase and leads to slope stability. Laboratory experiment of pore water absorption in soil tank has been conducted for pore pressure decrease in soil slope under artifical rainfall supplied in varying rainfall indensities. Soil slope failure triggers the deepening of the wetting front to critical depth accompanied by decrease in matric suction induced by water infilteration. This paper addresses an experimental design for absorption pipe to prevent pore pressure increase in unsaturated soil slope from heavy rain. It is expected that absorption pipe will be widely used in unsaturated soil slope to strengthen slope stability.
Estimation of Critical Height of Embankment to Mobilize Soil Arching in Pile-supported Embankment
Hong, Won-Pyo ; Hong, Seong-Won ;
Journal of the Korean Geotechnical Society, volume 26, issue 11, 2010, Pages 89~98
A method to design a critical height of embankments is presented so as to mobilize fully soil arching in pile-supported embankments. The behavior of the load transfer of embankment weights on pile cap beams was investigated by a series of model tests performed on pile-supported embankments with relatively wide space between cap beams. The model tests explained that the behavior of the load transfer depended very much on the height of embankments, because soil arching could be mobilized in pile-supported embankments only under enough high embankments. The measured vertical loads on cap beams coincided with the predicted ones estimated by the theoretical equations, which have been presented in the previous studies on the basis of load transfer mechanisms according to either the punching shear failure mode during low filling stage or the soil arching failure mode during high filling stage. The mechanism of the load transfer was shifted beyond a critical height of embankment from the punching shear mechanism to the soil arching mechanism. Therefore, in order to mobilize soil arching in pile-supported embankments, the embankments should be designed at least higher than the critical height. A theoretical equation to estimate the critical height could be derived by equalizing the vertical loads estimated by the load transfer mechanisms on the basis of both the punching shear and the soil arching. The derived theoretical equation could predict very well the experimental critical height of embankment.
Back-calculation of Skin Friction Coefficient (
) on a Single Pile by Long-Tenn Field Monitoring
Ko, Jun-Young ; Kim, Young-Ho ; Choi, Yong-Kyu ; Jeong, Sang-Seom ;
Journal of the Korean Geotechnical Society, volume 26, issue 11, 2010, Pages 99~110
A fundamental study of the pile-soil systems subjected to negative skin friction in soft soil was conducted using the long-term field measurements. The emphasis was on the identification of the magnitude and distribution of skin frictions (
coefficients) in bitumen coated and uncoated piles. A skin friction coefficient of instrumented piles is back-calculated by varying degrees of consolidation (U) of surrounding soils. It is shown that the bitumen coated pile is capable of reducing the negative skin friction up to almost 50 to 90 percents. Through comparisons with the existing friction coefficient values (
coefficients), the calculated coefficients are within the appropriate range, and thus we can suggest basic materials to estimate the realistic pile behavior in the short-term and long-term analysis.
Applicability of Steel-Concrete Composite Drilled Shafts by Pile Loading Tests
Lee, Ju-Hyung ; Chung, Moon-Kyung ; Kwak, Ki-Seok ; Kim, Sung-Ryul ;
Journal of the Korean Geotechnical Society, volume 26, issue 11, 2010, Pages 111~123
The steel pipe of steel-concrete composite drilled shafts increases the pile strength and induces the ductile failure by constraining the deformation of the inner concrete. In this research, pile loading tests were performed to analyze the field applicability of a steel-concrete composite drilled shafts. The test ground consisted of 5~7 m thick soil underlying rock mass. The test piles consisted of two steel-concrete composite drilled shafts, which were the concrete filled steel pipe piles with the diameter of 0.508 m, and a concrete pile with the same diameter. The test results showed that the boundary between the upper steel composite section and the lower concrete section was structurally weak and needs to be reinforced by using a inner steel cage. If the boundary is located in deep depth, which is not influenced by lateral load, the allowable strength of the lower concrete section increases, so an economical design can be performed by increasing the design load of steel-concrete composite drilled shafts.