Cyclic test was conducted by two kinds of specimens : single panel and double panels. Cyclic test results, which were equivalent to static test results, showed that maximum load was 45.42kN, allowable shear load was 6.3kN/m. Furthermore the accumulated energy dissipation capability for double panels was as 2.3 times as that for single panel. From performance of structural tests, the allowable shear load for panels was suggested to be at least 6.1kN/m.

Structural insulated panels, structurally performed panels consisting of a plastic insulation bonded between two structural panel facings, are one of emerging products with a viewpoint of its energy and construction efficiencies. These components are applicable to fabricated wood structures. In Korea, there are few technical documents regulated structural performance and engineering criteria in domestic market. This study was conducted to identify fundamental performance of both monotonic load and quasi static cyclic load for SIPs in shear wall application. Static test results showed that maximum load was 44.3kN, allowable shear load was 6.1kN/m, shear stiffness was 1.23 M N/m, and ductility ratio was 3.6. Cyclic test was conducted by two kinds of specimens : single panel and double panels. Cyclic test results, which were equivalent to static test results, showed that maximum load was 45.42kN, allowable shear load was 6.3kN/m. Furthermore the accumulated energy dissipation capability for double panels was as 2.3 times as that for single panel. From performance of structural tests, it was recommended that the allowable shear load for panels was at least 6.1kN/m.

The concrete-filled tube (CFT) column has the excellent structural performance. But it is difficult to connect with column and beam because of closed section. Its Solution, 2 members of ㄷchennel in which Internal diaphragm is installed were welded beforehand and the method of making Rectangular Steel Tube was proposed. According to upside and downside junction shape, Internal diaphragm suggested as symmetric specimen and asymmetric specimen. The upper and lower diaphragm of the Symmetric specimen used the same horizontal and The upper diaphragm of the Asymmetric specimen used the horizontal plate and the lower diaphragm used the vertically plate. In this research, 4 T-shape column to beam steps connections were tested with cyclic loading experiment in order to evaluate the structural capability of the offered connection. Symmetric specimens be a failure in 0.03rad from beam flange. And Asymmetric specimens be a failure in 0.05rad from column interface. The comparison results of All specimens shown similar to energy absorption capacity in 0.02rad.

The construction of a moment connection for a rectangular hollow section (RHS) column and a H-shaped beam is difficult because the RHS is a closed section. When a inner diaphragm is used for such a connection, in general, it is installed after cutting the HSS columns, which results in increased construction work. This paper suggests a new fabrication method to overcome such problems: An inner diaphragm is welded to inside a C-shaped section first, and then a column is fabricated by welding two C-shaped sections. This fabrication method is superior to a classic method in terms of constructibility. An experimental and a numerical study using Ansys 9.0 were performed in order to compare the strength of connections with respect to the presence of concrete, the corner shape of diaphragm, and the axis of loading. The experimental results including initial stiffness and ultimate loads are reported and the analytical results including load transfer mechanism, degree of stress concentration, and strain distribution are also reported.

Structure Insulated Panel (SIP) is an wooden structure material with which structure and insulation functions are satisfied. Hence, it would be a cost-effective model to implement low energy house which has higher insulation and structure performance and which the wall thickness is able to be reduced. In this study, performance of thermal insulation and fire resistance were evaluated in order to verify applicability to low energy house. Fire resistance test is performed on vertical load bearing members for partitions, and the test results satisfy one hour of fire resistance condition according to KS F 2257. The members include two layers of fireproof gypsum board with thicknesses of 12.5mm attached to SIP. Thermal insulation performance is satisfied with the 2012 standard (0.225W/㎡·K). As the performance of resistance and thermal insulation are satisfied, SIP is expected to be applied to low energy building materials. In the future, the structural safety will be confirmed by structural performance and seismic performance test and the guidelines for distribution will be drawn up.

Structural insulated panels, which are structurally performed panels consisting of a plastic insulation bonded between two structural panel facings are one of emerging products with a viewpoint of its energy and construction efficiencies. These components are applicable to fabricated wood structures. By now, there are few technical documents regulated structural performance and engineering criteria in domestic market. This study was conducted to suggest fundamental reports such as racking resistance, axial capacity, transverse load capacity, and lintel load capacity for SIPs. Test results showed that maximum load was 44.3kN, allowable load was 14.7kN for racking resistance, and that maximum load was 137.6kN, allowable load was 37.4kN/m for axial compression capacity. For transverse load capacity, test results showed 10.3kN/㎡ of maximum load, 3.4kN/㎡ of allowable load. For lintel load capacity for SIPs dependent to lengths, allowable loads were 20.4kN for 600㎜ long lintel, 23.9kN for 1,200㎜ long lintel, 19.3kN for 1,800㎜ long lintel, and 2,400㎜ long lintel had 14.1kN of allowable load. In the near future, when the allowable load for wall application is established, SIPs is considered to substitute the existent post-and-lintel construction to bearing wall structure.

This study is related to evaluate the performance of structural insulated panels. This panel are composed of exterior structural member with insulated materials simultaneously. The test to evaluate the transverse capacity and lintel capacity was performed according to ASTM E-72 and KS F2273. The test result shows the panels are applicable to the required load sufficiently.

This study is related to evaluate the performance of structural insulated panels. This panel plays a role as structural member and insulation simultaneously. This study is focused to test the racking shear capacity and axial compression capacity based on ASTM E-72 and KS F2273. The test result shows the panels are applicable to the required load sufficiently.

The Composite structures such as CFT(Concrete Filled Steel Tube) have many advantages compared to the H shape columns, concrete columns. But, CFT columns were reinforced difficult which was members with closed section. When beams size were different around the columns in buildings of various form, the construction was complex that diaphragm was overlapped or inclined. In this study, structural performance comparison of horizontal diaphragm and vertical plates was conducted.

The seismic design range for the national public facilities and power plant is expanded such as it becomes the earthquake Disaster Relief Act with the finance since 2008 as the seismic design concept is highly regarded, etc. The reinforcement of the brace is essential for the seismic performance security of the structure which is unable to be satisfied the current seismic design criteria. The tension brace in which the slenderness ratio is big was designed to the unique lateral force resistive element. And the buckling is generated in the first stage and it is unable to exhibit the structural capability. In this research, the buckling strength improvement the reinforcing method of the suggested tension brace tries to be verified through the experiment.

Rehabilitation of existing steel structure attached to a steel because cross-section is generally raising. But when the area of reinforcement increases, also increases the weight of steel can cause degradation of the operations. In addition, welding process cause discomfort which due to the interference of other process. To replace the existing method, there are researches and applications for civil steel structures on the outside. In this study, bond performance of FRP and Steel were tested to reinforce steel structures by using AFRP as well as CFRP.

The purpose of this study is to analyze flexural strengthening capacity of steel structures using composite materials through the experiment. Until now, A Flexural capacity reinforcing method of steel beams has been used by steel plate appending. The conventional method due to the increase in weight of the reinforcement reduces operation efficiency and welding process cause discomfort which due to the interference of other process. But, the specific gravity of AFRP(Aramid Fiber Reinforced Plastic) strip used as reinforcement in this study is less approximately 20% than steel(SS400) and tensile strength of AFRP is s higher approximately 4 times than steel(SS400). In overseas, CFRP(Carbon Fiber Reinforced Plastic) was used with civil steel structures but, it is difficult to find examples of applying AFRP. In this paper, A experiments were carried out as a variable(development length and thickness of AFRP and CFRP) for flexural strengthening of steel structures.

고력볼트의 초기 체결력은 미끄럼표면조건에 따라, 일정시간이 경과될 때까지, 축력저하가 발생한다. 이 연구는 미 끄럼접합부 표면에 도장이 되어있는 경우, 도장의 크리프현상에 따른 축력저하에 관한 예측 모델을 찾는 것이다. 이 실험연구 범위는 무기질 아연 프라이머로 도포된 볼트접합부의 장기축력저하에 한정한다. 실험에 적용된 볼트종 류는 다크로 도포된 토크쉬어 볼트이다. 대상 표면의 도막 두께는 각각 96, 168, 226㎛ 이었다. 도막두께가 증가될 수록, 초기 체결이후 축력이완율은 도막의 크리프 때문에 10%에서 18%로 증가되었다. 장기축력예측을 위한 정량적 인 모델은 도막두께에 따른 크리프 스트레인과 경과된 시간사이에 회귀분석 결과로 얻어진다. 이 실험연구를 통해 미끄럼표면 도막의 크리프 거동특성을 알 수 있다면, 일정시간 경과후 고력볼트 체결력은 초기 체결력으로부터 구 할 수 있다. 본 실험결과를 근거로 각 도막두께에 대한 장기축력이완이후의 고력볼트 체결력에 관한 정량적인 수식 을 제안하였다.

공항철도 1단계 개통 전 시운전 중 직통열차가 무정차 정거장인 화물청사역을 통과할때 발생된 열차풍으로 인하여 마감재인 천장판이 마치 파도처럼 출렁이다가 떨어지는 현상이 발생되었다. 이 현상을 처리하기 위해 화물청사역에 풍압 및 풍속에 대한 측정시험을 실시하여 직통열차 무정차 통과로 발생된 열차풍이 건축마감재에 미치는 현상을 조사하고 발생된 열차풍에 대한 지하정거장내 이동 경로를 파악하였다. 또한 홍대입구정거장 축소모형을 제작하여 모형열차를 운행 열차주행실험을 실시하였다. 이 결과를 분석 종합 평가하여 공항철도 2단계 지하역사에 반영하여 쾌적한 지하 환경을 조성하고 앞으로 직통열차가 계획되거나 계획 예정인 지하정거장에 적용하여 직통열차 통과로 발생된 열차풍을 최소화하는 방안을 제시하였다.

In this study, We evaluated structural performance of SRC Column using square steel tube. the parameter is a pre-axial load for inner CFT column. ABAQUS 6.9.3 was used for analysis. The results from this study show that the pre-axial load for inner CFT column does not affect to structural performance of the SRC column using square steel tube. And, a experimental test is needed to investigate the results of this study.

We evaluated structural performance of Frame for uniformly distributed load to micro piles which was arranged in a line. We predicted behavior and load distribution with Abaqus which is general finite analysis program. And Structrual experiment was conducted using full scale test model.

The Axial compression tests were conducted on FRP strengthened circular CFT short clumns with the test parameters of D/t ratio and the number of FRP sheet ply. The ultimate strength design formula were proposed by applying ACI 440 code for FRP strengthened circular CFT columns.

The purpose of this study is to deliberate on design application for a structure of beam with partially restrained composite connection to CFT column. It was intended to apply an economic and stable component by adjusting stiffness ratio of column connection through partially restrained composite connection. As a result of the review of stability of the structure, it was confirmed that in case of a low-rise building as a moment frame, it could be resisted without brace, as stiffness was increased when taking advantage of partial restrained composite connection by composite action.

This study aimed at construction of text and graphic database for moment-rotation curves of partially restrained composite beam-to-column connections. key words The M-θ data or figures under monotonic or cyclic tests are made as text files. Also, Eurocode 3 classification is added to the M-θ curve to verify as semi-rigid connections. For structural analysis, linear rotational stiffeness or nonlinear M-θ curves are transformed three-parameter power model. Although this database has some limitation, it will be used for further PRCC researches and tests.

The object of this study is to develop a computer program that can help practical engineers to calculate sectional modulus and plastic moments of full composite girders with deck plates under positive and negative bending moments. The sectional modulus are equivalent moments of inertia for elastic analysis and plastic section modulus for plastic analysis. Results of Hwang's research are used to verify this developed program. AIK, KBC 2005 and 2009 are used to define effective widths of RC slab and to calculate positive plastic moments. For calculating negative plastic moments, this study proposed stress blocks and their equations. The developed program will be added about partial shear interactions and deflections of composite girders and finally proposed as GUI environment.