• 한국전산구조공학회:학술대회논문집
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• 한국전산구조공학회 1995년도 가을 학술발표회 논문집
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• pp.68-75
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• 1995

In recent year, column member is used for square hollow section(5.H.5) and beam member is used for H-section. But 5.H.5 column has vulnerability because of low flexural stiffness between column and beam connection joints. To reinforce this vulnerability, 5.H.5 column filled with concrete and concrete slab connection compounded with H-beam is developed in many ways. In this paper, modelling of predicting behavior of various types of connections is studied using finite element method. k order to simulate the actual behavior, a three-dimensional modelling is used. A simple efficient contact algorithm with a new gap element is employed to simulate the interaction between 5.H.5 column and concrete, The modelling result$ are compared with the experimental results.

• Steel and Composite Structures
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• 제47권3호
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• pp.375-382
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• 2023

The H-shaped steel beam is popular due to its ease of manufacturing and connection to the column. This profile, which is used as a shallow beam, needs the high weak-axis bending stiffness and torsional stiffness to meet the overall stability. Achieving the local beam flange stability, bearing capacity, bending stiffness, and torsional requirements need a great thickness and width of the beam flange, which causes, which will cause more uneconomical structural design. So, the box-section beam is the ideal alternative. However, the current design specifications do not have design rules for the bolt-and-welded connection of the box-section beam and box-section column. The paper proposes a novel bolt-and-welded connection of the box-section beams and box-section columns based on a high-rise structural design scheme. Three connection models, BASE, WBF, and RBS, are analyzed under cyclic loading in ABAQUS software. The failure modes, hysteresis response, bearing capacity, ductility, plastic rotation angle, energy dissipation, and stiffness degradation of all models are determined and compared. Compared with the other two models, the model WBF exhibited excellent seismic performance, ductility, and plastic rotation ability. Finally, model WBF was chosen as the connection scheme used in the project design.

• 한국강구조학회 논문집
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• 제17권6호통권79호
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• pp.717-726
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• 2005

본 연구에서는 중심 축하중을 받는 H형강 기둥의 베이스플레이트의 지압응력의 분포와 설계에 대하여 조사하였다. 일반적으로 강구조 기둥의 베이스플레이트는 지압응력이 등분포하다고 가정하고 그 크기와 두께를 결정한다. 그러나 중심 축하중이 적으면 베이스플레이트의 크기도 작아지고 두께도 얇아지며 지압응력은 등분포하게 되지 않으며 기둥단면의 하부에 집중된다. 본 연구에서는 실험적 방법과 해석적 방법으로 지압응력의 분포에 대하여 조사하고 그 결과를 이용하여 설계법을 검토하였다. 7개의 H형강 기둥 베이스플레이트 시험체를 제작하여 실험을 수행하였다. 또한 유한요소해석프로그램인 ANSYS를 이용하여 베이스플레이트의 지압응력의 분포를 해석하였다. 연구결과 지압응력은 기둥단면의 하부에 집중되고 등분포하지 않아 강구조 한계상태 설계기준에서의 등분포한 지압응력의 가정은 적정치 않았다.

• 한국전산구조공학회:학술대회논문집
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• 한국전산구조공학회 1996년도 가을 학술발표회 논문집
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• pp.230-238
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• 1996

Recently, square hollow section (S.H.S) is frequently used for column and H-section for beam of steel building structures. The connection between S.H.S column and H-beam is found to weaken the rotational restraint of the joint. Several types of detail to overcome the problem have been suggested for the connection between concrete filled S.H.S column and concrete composited H-bean In this paper, modelling technique to monitor the behavior of the connections is proposed. Then, Drucker-Prager yield criteria is introduced to simulate yield behavior of in-fill concrete while Von-Mises was used in earlier works. Gap-elements are also introduced to simulate the interaction between S.H.S columns and the in-fill concrete as in privious papers. axial forces are applied to S.H.S columns and made to vary in intensity and eccentricity.

• 대한금속재료학회지
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• 제49권9호
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• pp.671-677
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• 2011

Steel columns used in steel buildings are inclined to lose their strength when exposed to severe fire conditions, so fire resistance is required in most countries to protect against loss of life and building collapses. In Korea, the fire resistance of columns can be obtained by the fire test defined in KS F 2257-1, 7. The fire resistance of a steel column should be evaluated in terms of the column's conditions, such as various section types (H-section, hollow-section), the column's length and boundary conditions, and whether it is fixed or hinged. However, fire testing of steel columns is usually conducted on one standard-sized H-section over 3,000 mm, and the result is used as the column's fire resistance. This is not a reasonable way to ensure that a building can withstand fire conditions. In this study, to evaluate the possibility of calculating the fire resistance of steel columns with material properties of high tensile strength of SS 400, both load-bearing fire tests and calculation of steel temperatures were carried out. The results of temperature calculation were very similar to those obtained by fire test.

• 한국지진공학회:학술대회논문집
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• 한국지진공학회 2005년도 학술발표회 논문집
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• pp.300-307
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• 2005

Steel Reinforced Concrete (SRC) composite column has several advantage such as excellent durability, rapid construction, reduction of column section. Due to these aspect, applications of SRC columns to bridge piers are continuously increasing. For the design of relatively large SRC columns for bridge piers, it is necessary to check the current design provisions which were based on small section having higher steel ratio. In this study, seven concrete encased composite columns were fabricated and static tests were performed. Embedded steel members were a H-shape rolled beam and a partially filled steel tube. Based on the test results, the ultimate strength according to section details and local behavior were estimated. For the analysis of inelastic behavior of the SRC column, the cracked section stiffness of the columns was evaluated and compared with calculations. The stiffness of the cracked section showed that 25% of the initial value and this stiffness reduction occurred at 85% of the ultimate load in the experiments.

• 한국강구조학회 논문집
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• 제11권4호통권41호
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• pp.385-395
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• 1999

철골구조물에 각형강관기둥과 H형강보가 많이 사용되는 추세에 있다. 각형강관기둥과 H형강보의 접합부는 그 회전강성이 약한 것으로 알려져 있다. 그러한 약점을 보완하기 위해서 콘크리트 충전된 각형강관과 H형강보 접합부에 대한 많은 고안이 이루어지고 있다. 그런데 이렇게 고안된 모든 접합부 모델에 대해서 실험을 행할 수는 없으므로 수치해석 모델링과 수치해석에 의해 그 강도를 규명해야 한다. 본 논문에서는 유한요소 모델링기법을 연구하고 접합부의 강성을 좌우하는 여러요소 즉 콘크리트 강도, 각형강관두께, 축력의 크기 및 편심위치 등을 변화시켜 접합부 강성변화에 어떤 영향을 미치는지 살펴보았다.

• 한국건축시공학회:학술대회논문집
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• 한국건축시공학회 2003년도 학술.기술논문발표회
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• pp.139-142
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• 2003

Traditionally, the thickness of fire protection materials of structural elements such as beam and column have been decided by fire test using the predominant steel section of $H-300{\times}300{\times}10{\times}15$ for column and $H-400{\times}200{\times}8{\times}13$ for beam in Korea. But this way of determination of fire protection thickness yields very unduly results. Because the temperature-increment rate of structural steel elements depends mainly on magnitude of their cross-areas. In general, the thicker size of cross-areas for structural elements, the lower temperature shows up. It had already proved that the fire protection thickness only depends on the size of cross-areas and the fire protection method for three-fide or four-side exposed conditions in European countries, the United State of America and so on. To demonstrate there would be differences among various cross-areas for structural elements, we conducted several fire tests with full-scale specimens of beams and columns. For the determination of critical temperature for steel section when the fire resistant performance is needed to be decided, we conducted with a loaded fire test for beam and column, respectively. The small column in 1.0 meter length and beam in 1.5 meter length were used in order to deprive the rational fire protection thickness of structural elements such as beam and column, respectively. After test, we could obtain there were significant temperature lass between higher cross-areas and lower cross-areas. The critical temperature of steel as a criterion is used 538$^{\circ}C$ for column and 593$^{\circ}C$ for beam which is from ASTM E 119 because we don't make provisions as critical temperature by elements. We could consider that the best way of determination of fire protection thickness is using the following multi-regression equation which was deprived from several fire tests using the concept of section factor, FR(column) = 0.17 +5191.49t A/Hp + 40.77t, FR(beam) = 0.25 +6899.31t A/Hp + 32.60t(where, FR means fire resistant time, t means thickness, A means cross-area and Hp means heated parameter).

• 한국강구조학회 논문집
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• 제26권4호
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• pp.263-275
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• 2014

본 연구에서는 SRC 기둥-H형단면과 U형단면으로 구성된 합성보 접합부에 관해서 반복가력실험을 실시하였다. 합성보에 관한 핵심요소는 H형단면과 U형단면 간 용접접합부의 구조적 성능이다. 이 두 부재 접합부의 성능을 향상시키기 위해서는 수직스티프너와 사다리꼴 스티프너가 필요하다. 접합부의 반복적인 성능을 평가하기 위해서 5개의 실대형 실험체를 계획하였으며, 실험변수는 H형단면의 크기($H-500{\times}200{\times}10{\times}16$, $H-600{\times}200{\times}11{\times}17$), 스티프너와 상부근의 유무 및 용접접근공(WAH)의 유무 등이다. 실험결과, H-500 시리즈 및 H-600 시리즈 보가 있는 실험체의 회전각은 각각 4%와 3%로 나타났으며, 이는 특수모멘트골조와 중간모멘트골조에 요구되는 값이다. 실험결과는 스티프너와 상부근이 있는 실험체의 변형능력이 그렇지 않은 실험체에 비해서 우수한 결과를 보였다. 끝으로, 실험체의 에너지소산능력과 변형도 분포를 요약하였다.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 1997년도 가을 학술발표회 논문집
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• pp.587-596
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• 1997

This study is concerning the structural behavior of reinforced concrete filled tubular column to steel H-beam connections with outer diaphram by simplified connection type. The important parameters of this study are the cross-section shape of tubular column and the spacing of hoop (60mm, 30mm, 20mm) and the concrete filled or not. The experimental results are summarized for the strength and displacement of each specimen.