• Proceedings of the Korea Concrete Institute Conference
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• 2010.05a
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• pp.113-114
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• 2010

In this study, the earthquake damage evaluation of a R/C frame building is carried out based on the method proposed in Part I. Using the proposed method, the earthquake damage of building system based on non-linear required strength spectrum can be effectively evaluated without using the detailed seismic evaluation methods, including non-linear dynamic analyses, capacity spectrum method, etc.

• Computational Structural Engineering
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• v.10 no.1
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• pp.70-74
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• 1997

LGSF Housing의 설계는 기존의 2*4 목조주택의 설계방법을 그대로 수용하되 박판의 강재를 사용한다는 특성에 따라 부재의 좌굴특성을 고려하는 점에서 큰 차이가 있다고 볼 수 있다. 따라서 부재의 허용내력은 부재의 형상에 따라 그 좌굴모드가 결정되고 각 모드 중 최소의 값이 부재의 최종 허용내력으로 결정된다. 이와 같은 성상을 살펴볼 때 LGSF Housing은 사용되는 자재의 단면형상 개발에 따라 그 내력의 증진을 기대할 수 있으며, 이에 대한 연구의 필요성이 크다고 볼 수 있다. 또한, 스틸하우스는 공장에서 제작된 스터드의 현장조립에 의하여 시공되므로 이들 부재간의 접합방법에 큰 영향을 받게 된다. 기존 외국의 시공사례를 살펴보면 부재간의 접합은 주로 핸드건 등에 의한 스크류를 사용한 접합방법이 이용된다. 따라서, 이러한 접합방법의 내력평가방법도 해결되어야 할 문제점으로 볼 수 있다. 이러한 제반 문제점 등이 해결된다면 LGSF Housing은 건설공기의 단축을 기할 수 있고, 시공의 신속.편리성을 도모할 수 있으며, 자원의 재활용이 가능하고 향후 벽체 패널의 공장생산 등을 통한 공업화 건축이 가능하다는 점 등을 고려할 때 국내 저층구조물의 설계에 새로운 방향을 제시할 수 있을 것으로 기대된다.

• Journal of Korean Society of Steel Construction
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• v.28 no.3
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• pp.151-162
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• 2016

This study developed the shape of low depth new shape high performance hybrid composite beam which is taken strengths and compensated the defect of composite beam and hybrid beam. Also, this study performed the monotonic test to evaluate the bending performance of Low depth shape by creating 12 bending specimens. Bending performance test result showed that capacity of the beam was increased stably. Also, it is possible to apply the existing evaluation equation(KBC 2009) of composite beam. Mechanical properties and structural performance of materials are considered when high-strength steel ($F_y=650MPa$) is applied to the bottom plate.

• Journal of the Earthquake Engineering Society of Korea
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• v.15 no.4
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• pp.23-31
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• 2011

To investigate the performance of apartment buildings which were built in the 1990s and which have RC bearing wall systems with coupling beams, construction drawings of 13 buildings were collected and analyzed. To evaluate the seismic performance, FEMA 356 and FEMA 440 were selected as guidelines. For the demand curve, the seismic design spectrum in KBC 2009 is used. For each building, the performance points for life safety and the collapse prevention state are calculated. It was found that 9 out of 13 buildings (about 70%) showed damage more severe than the collapse prevention level at the performance point and more damage could be seen at the coupling beams than the walls. However, the story drift limit of FEMA 356 was satisfied for all buildings. Through the analysis of performance points, it was shown that the spectral acceleration has an inverse relationship with the natural period.

• Journal of the Korea Concrete Institute
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• v.19 no.5
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• pp.529-537
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• 2007

The purpose of this study is to discuss how strength and ductility of each system in low-rise reinforced concrete buildings composed of extremely brittle, shear and flexural failure lateral-load resisting systems have influence on seismic capacities of the overall system, which is based on nonlinear seismic response analyses of single-degree-of-freedom structural systems. In order to simulate the triple lateral-load resisting system, structures are idealized as a parallel combination of two modified origin-oriented hysteretic models and a degrading trilinear hysteretic model that fail primarily in extremely brittle, shear and flexure, respectively. Stiffness properties of three models are varied in terms of story shear coefficients, and structures are subjected to various ground motion components. By analyzing these systems, interaction curves of demand strengths of the triple system for various levels of ductility factors are finally derived for practical purposes. The result indicates that demand strength levels derived can be used as a basic information for seismic evaluation and design criteria of low-rise reinforced concrete buildings having the triple lateral-load resisting system.

• Journal of the Korea institute for structural maintenance and inspection
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• v.15 no.3
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• pp.106-115
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• 2011

This study proposed a new methodology for seismic capacity evaluation of low-rise reinforced concrete (RC) buildings based on non-linear required spectrum. In order to verify the reliability of the proposed method, relationships between results obtained using the proposed method and the non-linear dynamic analyses were investigated. Compared with the seismic protection index (Es=0.6) defined in the Japanese Standard, the applicability of the method was also estimated. Research results indicate that the method proposed in this study compares reasonably well with the detailed evaluation methods. Using the seismic evaluation method developed in this study, the seismic capacity category and earthquake damage degree of low-rise RC buildings corresponding to a specific earthquake level can be effectively estimated.

• Journal of Korean Society of Steel Construction
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• v.13 no.3
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• pp.223-232
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• 2001

Column tests subjected to compressive loading were carried out for the estimation of compression buckling strength of steel plate SM570 in beam-column member under high axial load. It was found that the maximum strength of column member was determined by local buckling when satisfied with a limit of width-to-thickness ratio in current steel structure design specifications, but decreased suddenly by local buckling before the maximum strength in case of not satisfying with that ratio. Also, the compression buckling strength of SM570 plate was higher than the design specification value of 4$4.1tonf/cm^2$.

• Journal of Korean Society of Steel Construction
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• v.20 no.4
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• pp.483-491
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• 2008

There has been much focus on the strong axis steel moment connections after the Northridge earthquake in 1994. However, research studieson the seismic behavior of weak axis moment connections could be hardly found despite the fact that these connection details have been frequently used as seismic details of MRF in Korea. Therefore, the objective of this research is to provide better knowledge on the seismic behavior of weak-axis steel moment connections, which can be widely applicable to many structures with similar characteristics. For this purpose, an experimental program was designed and performed with twotypes of weak-axis steel moment connections, namely the bracket type and WUF-B type, based on the survey of existing field data and literatures. Using the experimental results obtained from the quasi-static cyclic testing of these specimens, structural performances of the joints such as hysteretic curves, maximum strength capacities and the strain of reinforced bars were investigated. From the test results, the bracket-type connection was shown to have more than a 5% story drift capacity, compared with the WUF-B type connection's 4%. These specimens were also shown to have higher strength capacities than the nominal design strength. The bracket-type connection showed a slow strength degradation after maximum strength was researched. However,the WUF-B type connection showed a rapid strength degradation that caused brittle behavior.

• Journal of Korean Society of Steel Construction
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• v.21 no.5
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• pp.443-450
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• 2009

This paper describes the experimental study that was conducted on the temperature characteristic and bending capacity of a steel-plate-reinforced concrete-wall module (SC module). The steel plate ratio and temperature loading parameters were tested, and the influence of these parameters on the moment-curvature relationship and on the bending strength of the SC module was investigated. The fundamental-structure characteristic result of every SC module that assumed practical use was investigated. In this study, the bending and flexural characteristics of SC structures were evaluated to verify the yielding and ultimate strength of the SC beam under thermal-loading conditions.

• Journal of Korean Society of Steel Construction
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• v.17 no.5 s.78
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• pp.581-591
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• 2005

This paper proposes a design formulae that evaluates the design strength of T-joints made of cold-formed square hollow steel sections with longitudinal branch plate. The T-joints had a configuration that a branch member used to longitudinal plate to the main chord in the plane. This study focused on the branch plate T-joints governed by the main chord flange failure mode among the experimental results. Based on the test results of the longitudinal branch plate T-joint in the square hollow sections, the ultimate strength on the T-joints was defined as 1.5 times the load at 1% B the strength of joints that governed the serviceability in control for $16.7{\leq}2\gamma(B/T){\leq}31.3$ and $0.20{\leq}{\beta}(b1/B){\leq}0.75$. Existing yield line models for normal T-joints were investigated to be the main chord flange failure for the branch plate T-joint, and this proposal design formula was based on the theory of the yield line model. Finally, the value of the finite element method compared with the value of the test and theory for the T-joints verified the validity of the design formulae.