• Journal of Korean Society of Water and Wastewater
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• v.23 no.6
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• pp.789-797
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• 2009

The flow in the beginning lateral sewer can be characterized as intermittent and unsteady, and a moment maximum flow energy is required to transport fecal solids in the sewer. It is thus difficult to design to satisfy a minimum velocity criteria (0.6m/s), because of the substantially lower discharge in the beginning lateral sewer. This study is the result of a field survey, and aims to determine a design criteria for the minimum slope to prevent sediment in a lateral sewer. The survey performed on the two flat small catchments in Goyang-si consisting of D400mm hume-pipe, aimed to understand the manner in which the scope of a sewer slope has an effect on sediment in the beginning lateral sewer. The survey showed that the sewer slope below 3‰ had sedimentation of 88.7%, while the sewer slope of 3~6‰ had sedimentation of 47.8%. In addition, the minimum design slope was estimated to refer to the result of hydraulic experiments from Public Works Research Institute in Japan. Analysis showed that the D400mm hume pipe should be installed with a slope of 6.5‰ to prevent sediment in the beginning lateral sewer. For future installations, the study results showed that a D300mm plastic pipe requires a minimum slope of 3.5‰, and a D250mm plastic pipe requires a minimum slope of 3.3‰ in the beginning lateral sewer.

• Journal of the Korean Geotechnical Society
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• v.24 no.11
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• pp.5-16
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• 2008

Field monitoring data of nine sites were investigated to suggest an evaluation method on lateral movement of the quaywall on soft grounds. It was found that in order to evaluate the lateral movement of quaywalls with foundation piles such as the landing pier, the safety factor of slope should be applied with consideration of the stabilizing effect of the piles. If the required safety factor of slope is greater than 1.6 in slope stability analysis with consideration of the stabilizing effect of the piles, the quaywalls are considered to be safe against lateral movement. On the other hand, for the gravity-type quaywalls such as the caisson type quaywall, the required safety factor of slope should be greater than 1.3.

• Geotechnical Engineering
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• v.13 no.6
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• pp.45-60
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• 1997

In this research the behavior of a new type of a single pile under lateral loading and against slope sliding is studied. Especially, the section of a new pile is determined throughout experiments, and the single pile behavior under lateral loading and the effect of improvement in slope stability by using new type of pile (gear-shaped) were studied. As a result, it is known that maximum deflection of gear-shaped pile is far smaller than that of traditional PC circular pile for the same lateral loading. And lateral load of gear-shaped pile at allowable deflection was bigger than that of PC circular pile. From the comparison between two hypes of piles, it can be seen that the degree of improvement of safety factor in slope was higher in gear-shaped pile than that of PC pile under the same condition, and it results in the reduction of the number of stabilizing piles in a slope.

• Proceedings of the Korean Society of Tribologists and Lubrication Engineers Conference
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• 2001.06a
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• pp.36-41
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• 2001

In this work, the changes in the friction force(lateral force) with respect to nanoscale geometric variation were investigated using an Atomic Force Microscope and a Lateral Force Microscope. It could be concluded that the changes in the friction force correspond well to the slope change rather than the surface slope itself, and that the influence of slope change on the frictional behavior is dependent on the magnitude of the slope and the torsional stiffness of the cantilever. Also, the nominal friction force is found to be more significantly affected by the material and the physical-chemical state of the surface rather than by nanoscale geometric steps. However, the change in nanoscale geometric details of the surface cause instantaneous change and slight variation in the friction signal.

• Proceedings of the Korea Committee for Ocean Resources and Engineering Conference
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• 2001.05a
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• pp.228-233
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• 2001

In this case study, under conideration of field situations, such as increase of water level, height increment of the marine structure, dredging and backfill, the stability analysis of sliding and lateral flow of the marine structure in OOOharbor was carried out, and foundation reinforcement methods was presented. based on the results of site investigation, the stability analysis of slope sliding and lateral flow was performed as following. In section BH-1, 2, the analysis was performed in two cases that the marine structure was heightened and filled, and not heightened and filled. In section BH-1, 4, heightened and filled. The analysis results showed that the stabilities of slope sliding and lateral flow in section BH-1, 2, 3, 4 were unstable. After additional reinforcements with Deep Mortar Pile, the stabilities in section BH-1, 2, 3, 4 were evaluated as efficiently large.

• Journal of Ocean Engineering and Technology
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• v.16 no.6
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• pp.44-48
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• 2002

In lateral ground flow, slope stability, and land slide problems, H-piles have often been used, on 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 occur in the ground, just around H-piles. In this study, some model experiments were performed to check the lateral forces determined from theoretical equations, using several pile widths, heights and various interval ratios between H-piles for sand specimens. The solution of the theoretical equation, derived from previous studies, showed reasonable characteristics for constants of soil, as well as for the interval, widths, and heights of H-Pile.

• Geotechnical Engineering
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• v.7 no.2
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• pp.67-82
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• 1991

When bridge abutments are constructed on pile foundations in unstable slope, horizontal deflections may be developed in the piles and the abutments due to lateral soil movements arisen from backfills. In most of the above mentioned cases, the piles are situated in a soft layer where lateral earth pressures are developed between the piles and the soils. The undesirable lateral earth pressures decreases the stability of the piles. However, the piles may have a preventive effect against lateral soil movements and improve the stability of the slope. For the stability problem of such slope containing piles in a row, two kinds of analyses for the slope-stability and the pile-stability have to be performed. The whole stability of bridge abutments on pile foundation can be obtained only by the stabilization for both the slope and the piles. A reasonable analytical method for the bridge abutments on pile foundation was established in this study By use of the analytical method for an example, several factors which influence affect the stability of bridge abutment were investigated. Finally, for the bridge abutment subjected to lateral deflections damage, the fixity condition of pile head was investigated.

• 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.

• Geomechanics and Engineering
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• v.23 no.5
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• pp.481-491
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• 2020

Piles installed in row(s) are used as an effective technique to improve the stability of soil slopes. The analysis of pile-stabilized slopes require a reliable prediction of lateral resistance offered by the piles. In this work, an analytical solution is developed to estimate the lateral resistance offered by the stabilizing piles in sand and c - 𝜙 soil slopes considering soil arching phenomenon. The soil arching in both horizontal direction (between the neighboring piles) and vertical direction (in the active wedge in front of the pile row) are studied and their effects are incorporated in the proposed model. The shape of soil arch is assumed to be circular and principal stress trajectories are defined separately for both modes of arching. Experimental and numerical studies found in literature were used to validate the proposed method. A detailed parametric analysis was performed to study the influence of pile diameter, center-to-center spacing, slope angle and angle of internal friction on the lateral pile resistance.

• The Journal of the Korea Contents Association
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• v.10 no.2
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• pp.268-276
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• 2010

This study was to investigate the knee joint flexion angle and the foot pressure during climbing with different slope. The 24 healthy subjects were participated. And foot pressure was investigated using Parotec system. The knee joint flexion angle were filmed to using a video camera on each slope($0^{\circ},\;3^{\circ},\;6{\circ},\;9^{\circ}$). And knee joint angle was investigated by Dartfish. The data were analyzed ANOVAs. In conclusion, there was significantly different that knee joint flexion angle related on each slope angle. In foot pressure, there was significantly different in lateral heel area(1 cell), medial midfoot area(9 cell), medial forefoot area(15, 16 cell) of left foot, and in lateral heel area(3 cell) of right foot. There was significantly different of foot pressure in lateral and medial heel when knee joint flexion angle is between $10^{\circ}$ and $20^{\circ}$. There was change of gait cycle according to walking slop angle increasing, and the initial contact phase was shorter, the foot pressure in lateral heel was lower.