• Journal of the Korean Geotechnical Society
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• v.28 no.1
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• pp.67-77
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• 2012

In this study, a series of centrifuge shaking-table tests for a $3{\times}3$ group pile and a single pile applied by sinusoidal wave was performed in dry sand for various pile spacings, ranging from three to seven times the pile diameter. A comparison of centrifuge tests of both single pile and group pile showed that the lateral ground response of the group pile was smaller than that of the single pile. In addition, the reduction in subgrade reaction for the group pile increased with decreasing pile spacing. The side piles, that is, the 1st row and 3rd row piles showed identical dynamic p-y behavior and the center pile in the 2nd row caused a lower reduction effect compared with the 1st and 3rd row piles. From the comparison between the p-y curves of the 2nd row piles, it was found that the lateral ground response of the outer pile in the 2nd row was less than that of the center pile in the 2nd row. The p-multipliers for the side piles, for the center pile and for the outer pile ranged from 0.28 to 0.77, from 0.55 to 1.0 and from 0.39 to 0.87, respectively.

• Geotechnical Engineering
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• v.11 no.4
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• pp.111-124
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• 1995

On development of mountaneous or hilly area, stability of cut slope should be provided to prevent undesirable landslides. When piles are used as a countermeasure to stabilize existing landslide, stabilities for both piles and slope should be simultaneously satisfied to obtain the whole stability of the slope reinforced by piles. In order to confirm the effect of stabilizing piles on slope stabilization, it is necessary to investigate the behavior of the slope, in which the piles are installed. In this paper, first, the countermeasures used commonly to control unstable slope in Korea were summerized systematically. Nezt, the behavior of piles and slope soil was investigated by instrumentation installed into a cut slope for an apartment stabilized by a row of piles. Instrumentation could present sufficient effect of piles on slope stabilization Construction works in front of the row of piles affected the displacement of piles and slope. The construction works were divided into four stages, i.e. initial cutting stage of slope, excavation stages for retaining wall and parking space, and construction of retaining wall. As the result of research, the applicability of the proposed design method could be confirmed sufficiently.

• KSCE Journal of Civil and Environmental Engineering Research
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• v.4 no.1
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• pp.59-68
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• 1984

Theoretical equations are derived to estimate the larteral earth pressures acting on piles with various shape of pile section due to lateral soil movements. And also examination of characteristics of the equations and comparison with other equations are carried out. The equations can be derived by calculating the difference between the two earth pressures acting on front and back sides of pile's row under plastic state satisfying Mohr-Coulomb's yield criterion, which is developed on tile soil between two piles among the piles in a row. The theoretical equations can reasonably consider the pile section-shape, the pile interval and the plastic condition in the soils just around piles. Additionally, the factors about soils and piles influencing on the lateral earth pressures are clarified and the high reliability of the equations is proved.

• Geotechnical Engineering
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• v.10 no.2
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• pp.57-68
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• 1994

To find out the most efficient arrangement of root piles reinforcing sandy soil under a strip footing, a series of model tests for the patten A of by R.H. Bassett and N.C. Last are carried out. In the model test, the variables adopted are a pile length, longitudinal spacing, and the number of rows of piles. According to the results, the most efficient longitudinal spacing of piles is six times of a pile diameter. When the pile length exceeds five times of footing width, no further increase of reinforcing effect is observed. In the pattern A, piles of second row exhibit the largest reinforcing effect and the fifth row show no significant reinforcing effect on the soil.

• Journal of the Korean Geotechnical Society
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• v.21 no.1
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• pp.69-80
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• 2005

In order to investigate the stabilizing effect of piles against sliding, a series of model tests were carried out. The model apparatus was designed to perform the model test of slope reinforced by stabilizing piles. The instrumentation system was used to measure the deflection of stabilizing piles during slope failure. The stabilizing effect of the piles in a row with some interval ratio is larger than the isolated pile without interval ratio. Because the prevention force of piles in a row increased due to the soil arching effect between piles during slope failure. Especially, the maximum value of prevention ratio was presented at 0.5 of interval ratio. If the required prevention ratio is 1.1, the interval ratio must be installed from 0.5 to 0.8. Also, the stabilizing effect of piles against sliding is excellent at the interval ratio between 0.5 and 0.8. This value can be proposed as the criterion of the interval ratio between piles against slope failure.

• Journal of the Korean Geotechnical Society
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• v.22 no.10
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• pp.165-172
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• 2006

This study describes a series of model tests on instrumented pile groups embedded in HAP-CHEN sand undergoing lateral movement. We tried to find the effect of group piles dependent on a number of factors, including the position of the pile in a group, the pile spacing, and the pile arrangement. The results of test are as follows. For the group piles, the bending moment profile for each pile is similar in shape to that of single pile, although the magnitude and the position of the maximum bending moment are different. $R_M$ (the ratio of maximum bending moment) and $R_F$ (the ratio of resistance to lateral soil movement) were found to increase with increasing pile spacing. When a pile is in a group under lateral soil movement, RM increased in the order of the middle row, front row, back row, according to the direction of lateral deformation, and the outer pile has a larger RM than the inner pile.

• KSCE Journal of Civil and Environmental Engineering Research
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• v.2 no.1
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• pp.45-52
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• 1982

A theoretical equation is presented to estimate lateral earth pressures acting on piles in a row in cohesive soil. Then. a series of model tests are carried out for various conditions of the piles and the soil to check the validity of the theoretical equation. As a result of the model tests, the validity of an assumption on the plastic state of soil made in the theoretical derivation and the significance of the theoretical values are clarified. And. the experimental and theoretical values give very good agreements for various kinds of soil strength, pile diameters and intervals between piles. Consequently, the theoretical equation can be used to estimate the lateral earth pressures acting on piles in a row when the soil just around piles become a plastic state.

• KSCE Journal of Civil and Environmental Engineering Research
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• v.5 no.2
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• pp.11-18
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• 1985

A row of bored piles has been used in several excavation works to retain the earth. This excavation bracing system has much effect on low-vibration and low-noise during construction. The system is also effective to provide protection to the adjacent existing ground and structures. For the purpose of establishment of a logical design method for the bored piles, first, a theoretical equation to estimate the resistance of piles is derived. Because arching action of soils between piles is considered in the equation, the characteristics of soils and the installation condition of piles would be considered logically from the beginning. Then a method is investigated to decide the interval ratio of piles. According to the method, the interval between piles can be decided from the information of the Peck's stability number, the coefficient of lateral earth pressure and the internal friction angle of soil. Finally, a design method is presented for the bored piles used for excavation work. In the presented design method, such factors as depth of excavation, pile diameter, interval between piles, pile length below bottom of excavation and pile stiffness, can be selected systematically.

• Journal of Ocean Engineering and Technology
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• v.15 no.4
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• pp.86-91
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• 2001

In lateral ground flow, slope stability, and land slide problems, H-piles have been often used for a horizontally deforming ground to prevent the failure of mass of soil in a downward and outward movement of a slope. Here, Theoretical equations are derived to estimate the lateral force, assuming that the Mohr-coulomb's Plastic states occures in the ground just around H-piles. In this study, the mechanism of lateral force acting on passive pile that is in a row, situated in the ground undergoing plastic deformation was discussed, and its theoretical analysis was carried out considering the interval between H-piles. The solution of the theoretical equation derived from here showed resonable characteristic for constants of soil as well as for the interval, widths, and heights of H-pile.

• Journal of the Korean Geotechnical Society
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• v.32 no.1
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• pp.5-18
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• 2016

In this study, we grasped the resistance state of the back ground which had a notable influence on computing the lateral resistance of the laterally loaded pile group in the homogeneous ground by the model test. Resistance state was grasped as the depth of rotation-point, wedge failure angle, and wedge wing angle. The model experiment is performed by varying the width, spacing and number of piles and the relative density of sand in this study. According to the observation of the rear ground surface deformation of the piles in lateral load, rotation point ratio, wedge failure angle, and wedge wing angle of the front row were similar to those of the middle row; however, those of the back row were relatively smaller. The rotation point ratio, wedge failure angle and wedge wing angle of the piles in parallel were the same as those of a single pile. Based on the model test results, equations for estimation of the rotation-point, wedge failure angle, and wedge wing angle are proposed.