• Korean Institute of Interior Design Journal
• /
• v.25 no.6
• /
• pp.32-39
• /
• 2016

The purpose of this study is create a comparative analysis of the characteristics of various materials which were used on the outer wall of F.L.Wright's works. The research results will be summarized as follows: 1) Wright thought that the outer wall was not just a physical object which divides the space of a house but it includes the image of the total exterior form, as well as, the economical factors of the age. 2) He tried to sublimate architectural image of his own style with the change of time because he recognized difficulties and limitations of traditional materials and economic feasibility. 3) He used nature-friendly material like wood and brick which were used in various methods of his natural architectural concept. 4) Some of Wright's early works were acculturated by classical architectural components such as the column to emphasize verticality of architectural form. The columns play a division role in the face of the outer wall creating a dynamic image and this also controls the amount of light that enters inside the house.

• Geotechnical Engineering
• /
• v.13 no.5
• /
• pp.19-34
• /
• 1997

Classical earth pressure theories normally assume that ground condition remains uniform for considerable distance from the wall, and that the movement of the wall is enough to result in the development of an active pressure distribution. In the case of many low gravity walls in cut, constructed, for example, by using gabions or cribs, this is not commonly the case. In strong ground a steep temporary face will be excavated for reasons of economy, and a thin wedge of backfill will be placed behind the wall following its construetion. A designer then has the difficulty of selecting appropriate soil parameters and a reasonable method of calculating the earth pressure on the w리1. This paper starts by reviewing the existing solutions applicable to such geometry. A new silo and a wedge methods are developed for static and dynamic cases, and the results obtained from these are compared with two experimental results which more correctly mod el the geometry and strength of the wall, the fill, and the soil condition. Conclusions are drawn concerning both the magnitute and distribution of earth pressures to be supported by such walls.

• Proceedings of the KSRS Conference
• /
• 2004.10a
• /
• pp.545-548
• /
• 2004

In Japan for protecting the slides of steep sloped areas covering the face of slopes by sprayed mortar became popular since 1970s. But, these mortar walls are getting older now. In this background, this study aims to find ways to develop a diagnostic technique of these faces of slope without physically contacting or destroying them. In doing so, we have used heat infrared imaging processing method and developed a simulation model to predict the weak portion of the wall. The results revealed that, by following the model vacuum of mortar wall can be detected having thickness up to 15cm.

• Proceedings of the Korean Geotechical Society Conference
• /
• 2000.11b
• /
• pp.235-239
• /
• 2000

For the calculation of internal stability, the hypothesis in conventional design is on the basis of two distinct zones, which are 'active zone' and 'passive zone'. This means that there is an abrupt discontinuous transition from active to passive states across a potential failure line. The existence of a discontinuity of this nature appears physically unreasonable, especially from kinematic considerations. A series of pull-out model tests was undertaken from a wall being rotated about the toe to find the strain distribution mobilized from near the wall face into the deep, stable zone through the centre plane. With this finding of transition zone, the objective of study is aiming at identifying the likely effect of this zone in designing method by comparing with the prevailing design method.

• Proceedings of the Korea Concrete Institute Conference
• /
• 2005.05a
• /
• pp.175-178
• /
• 2005

The major object of this paper is to propose a nonlinear finite element analysis(FEA) technique of steel coupling beams-wall connections governed panel shear failure using ABAQUS. Detailed finite element models are created by studying the monotonic load response of the designed steel coupling beams-wall connections. The developed models account for the effect of material inelasticity, concrete cracking, panel shear failure and geometric nonlinearity. In order to verify the proposed FEA model, this study attended experiment considered parameters to the steel beam : face bearing plates, and horizontal ties. And the analytical result attended by the proposed FEA model validated through comparisons with the experimental results. Finally, the study estimated the analytical values compared with ASCE Design Guidelines. At this time, the analysis showed good agreement between the theoretical and experimental results.

• Journal of the Korean Geophysical Society
• /
• v.8 no.1
• /
• pp.39-43
• /
• 2005

For the calculation of internal stability, the hypothesis in conventional design is on the basis of two distinct zones, which are 'active zone' and 'passive zone'. This means that there is an abrupt discontinuous transition from active to passive states across a potential failure line. The existence of a discontinuity of this nature appears physically unreasonable, especially from kinematic considerations. A series of pull-out model tests was undertaken from a wall being rotated about the toe to find the strain istribution mobilized from near the wall face into the deep, stable zone through the centre plane. With this finding of transition zone, the objective of study is aiming at identifying the likely effect of this zone in designing method by comparing with the prevailing design method.

• Geomechanics and Engineering
• /
• v.14 no.5
• /
• pp.459-466
• /
• 2018

By conducting uniaxial loading cycle tests on the coal rock with outburst proneness, the dilatation characteristics at different loading rates were investigated. Under uniaxial loading and unloading, the lateral deformation of coal rock increased obviously before failure, leading to coal dilatation. Moreover, the post-unloading recovery of the lateral deformation was rather small, suggesting the onset of an accelerated failure. As the loading rate increased further, the ratio of the stress at the dilatation critical point to peak-intensity increased gradually, and the pre-peak volumetric deformation decreased with more severe post-peak damage. Based on the laboratory test results, the lateral deformation of the coals at different depths in the #1302 isolated coal pillars, Yangcheng Coal Mine, was monitored using wall rock displacement meter. The field monitoring result indicates that the coal lateral displacement went through various distinct stages: the lateral displacement of the coals at the depth of 2-6 m went through an "initial increase-stabilize-step up-plateau" series. When the coal wall of the working face was 24-18 m away from the measuring point, the coals in this region entered the accelerated failure stage; as the working face continued advancing, the lateral displacement of the coals at the depth over 6 m increased steadily, i.e., the coals in this region were in the stable failure stage.

• Journal of the Korean GEO-environmental Society
• /
• v.13 no.8
• /
• pp.35-43
• /
• 2012

Construction of sheet pile retaining walls in urban and coastal regions has resulted in sheet pile walls in close proximity to laterally loaded pile foundations. However, there is currently little information available in the literature to assist engineers for quantifying the response of sheet pile walls. This study provides a quantitative method for estimating sheet pile wall response due to loads imposed from a nearby laterally loaded pile. Three dimensional finite element analyses using commercial software, ABAQUS, were performed to assess the response of a sheet pile wall and nearby laterally loaded pile. The soils were modeled using Drucker-Prager constitutive model with associated flow rule, and the sheet pile wall and pile foundation were assumed to behave linear elastic. Four parameters were investigated: sheet pile wall bending stiffness, distance from the pile face to the wall, excavation depth in front of the sheet pile wall, and elastic modulus of the soil. Results from the analyses have been used to develop preliminary design charts and simple equations for estimating the maximum horizontal displacement and maximum bending moment in the sheet pile wall.

• KIEAE Journal
• /
• v.8 no.2
• /
• pp.87-92
• /
• 2008

Underground building constructions are recently more important because the ratio of underground area is increasing in the huge and high-rise building construction projects. For reducing the total building construction periods, it is required to reduce not only the over-ground structural work periods but also the underground structural work periods. Therefore, this study is proposed the non-supporting system forms for single face walls in underground building construction by one of the methods for reducing the underground structural work periods and investigated the applicability of the non-supporting system forms by analyzing the case-study in civil construction project. In regard of construction duration, the results of analyzing the case-study showed that the non-supporting system forms are better than the euro forms with soldier system for single face walls in underground building construction. In addition, it is showed that the cost of these two forms is similar and usage the working space and safety in non-supporting system forms are better that those of the euro forms with soldier system, too.

• Structural Engineering and Mechanics
• /
• v.83 no.4
• /
• pp.465-473
• /
• 2022

In this research, a numerical study has been provided for examining the nonlinear stability behaviors of sandwich beams having a cellular core and two face sheets made of nanocomposites. The nonlinear stability behaviors of the sandwich beam having geometrically perfect/imperfect shapes have been studied when it is subjected to a compressive buckling load. The nanocomposite face sheets are made of epoxy reinforced by graphene oxide powders (GOPs). Also, the core has the shape of a honeycomb with regular configuration. Using finite element method based on a higher-order deformation beam element, the system of equations of motions have been solved to derive the stability curves. Several parameters such as face sheet thickness, core wall thickness, graphene oxide amount and boundary conditions have remarkable influences on stability curves of geometrically perfect/imperfect sandwich beams.