• Geomechanics and Engineering
• /
• v.8 no.3
• /
• pp.461-476
• /
• 2015

Rankine's theory of earth pressure cannot be directly employed to c-${\phi}$ soils backfill with a sloping ground subjected to complex loadings. In this paper, an analytical solution for active earth pressures on retaining structures of cohesive backfill with an inclined surface subjected to surcharge, pore water pressure and seismic loadings, are derived on the basis of the lower-bound theorem of limit analysis combined with Rankine's earth pressure theory and the Mohr-Coulomb yield criterion. The generalized active earth pressure coefficients (dimensionless total active thrusts) are presented for use in comprehensive design charts which eliminate the need for tedious and cumbersome graphical diagram process. Charts are developed for rigid earth retaining structures under complex environmental loadings such as the surcharge, pore water pressure and seismic inertia force. An example is presented to illustrate the practical application for the proposed coefficient charts.

• Proceedings of the Korean Geotechical Society Conference
• /
• 1998.03a
• /
• pp.221-230
• /
• 1998

• Proceedings of the Korean Geotechical Society Conference
• /
• 1997.03a
• /
• pp.73-80
• /
• 1997

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

• KSCE Journal of Civil and Environmental Engineering Research
• /
• v.3 no.3
• /
• pp.63-69
• /
• 1983

A theoretical equation is presented to estimate the lateral earth pressures acting on piles in a row in cohesionless soil. Then, a series of model tests are carried out for various kinds of pile diameters and pile intervals, followed by very good agreements between the experimental and theoretical values of the lateral earth pressures on piles. The experimental results prove the validity of an assumption on the plastic condition of soil around piles set up in the theoretical derivation. And also the significance of the theoretical values by the presented theoretical equation is clarified.

• Geotechnical Engineering
• /
• v.6 no.2
• /
• pp.35-46
• /
• 1990

An analytical solution method is described to estimate the developed static and dynamic horizontal earth pressures behind a vertical or inclined rigid wall experiencing outward toranslational movement. The results predicted by the developed method of analysis are compared with chose from the experimental model testg on sandy. The comparisons show good agreements at various stases of wall movement. When the wall i9 inclined with a certain angle in the direction of the supported strand sass, the effects of reduction in developed static and dynamic horizontal earth pressures are also analyzed. Finally, results of analytical parametric study are presented to demonstrate the effects of various parameters, such as wall friction angle and internal strand friction angle.

• Geomechanics and Engineering
• /
• v.1 no.2
• /
• pp.155-168
• /
• 2009

Breakdown pressures obtained from the classic, linear elastic breakdown model are compared with the corresponding pressures obtained using a nonlinear material model. Compression test results obtained on sandstone and siltstone are used for that purpose together with previously formulated nonlinear model which introduces elasticity functions to address nonlinear stress-strain behaviour of rocks exhibiting stress-dependent mechanical properties. Linear and nonlinear collapse pressures are also compared and it is shown that material nonlinearities have significant effect on both breakdown and collapse pressures and on tangential stresses which control breakdown pressure around a borehole. This means that the estimates of ${\sigma}_H$ made using linear models give stress values which are different than the real values in the earth. Thus the importance of a more accurate analysis, such as provided by the nonlinear models, is emphasised. It is shown, however, that the linear elastic model does not necessarily over-predict borehole stresses and the opposite case can be true, depending on rock type and test interpretation.

• KIEAE Journal
• /
• v.9 no.1
• /
• pp.39-45
• /
• 2009

The lateral pressure that functions on the form of the rammed earth method occupies an important part in the construction of the form. The following research constructed testing forms of $800mm{\times}1200mm$, that have the wall thickness of 200mm, 300mm, 400mm and 500mm to measure the lateral pressures according to the wall thicknesses. Research showed that compared to the concrete construction lateral pressures, the form results measured 2.3-8.9 times higher, and rather than thickness of the form, the distance between the rammer and mold and assuring time had direct relation to the lateral pressure of the form.

• Journal of the Korean Geotechnical Society
• /
• v.25 no.5
• /
• pp.39-46
• /
• 2009

In this study, behavior of a rigid continuous wall, earth pressure distribution with construction stage, and axial force of earth anchors were evaluated based on field monitoring data and numerical analysis results. For this purpose, a construction site excavated using the diaphragm wall was selected and full instrumentation system was introduced. From monitoring results, it was found that the values of horizontal displacement of the wall measured from the inclinometers, which were installed within the diaphragm wall were similar to analytical value. The earth pressure increased with excavation progress due to jacking force of the ground anchors installed in previous excavation stages. When the excavation depth reached 60% of the final depth, observed earth pressure distribution was similar to that estimated from Peck's apparent earth pressure distribution. When the excavation depth was around 90% of the final depth, values of observed earth pressure showed middle values between those of Peck's and Tschebotarioffs apparent earth pressures. It was also observed that, when excavation depth is deep, values of the earth pressures from the rigid wall were similar to those estimated from conventional earth pressure distribution shape proposed for flexible walls.

• Proceedings of the Korean Geotechical Society Conference
• /
• 1998.06b
• /
• pp.59-72
• /
• 1998