• Title/Summary/Keyword: 보-기둥접합부

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FEA of Beam-Column Connection with Bolted Web (웨브를 볼트로 접합한 보-기둥 접합부의 유한요소해석)

  • Shin, Kyung-Jae;Lim, Bo-Hyuk;Lee, Swoo-Heon;Choi, Sung-Mo
    • Journal of Korean Society of Steel Construction
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    • v.23 no.3
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    • pp.305-316
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    • 2011
  • As the building structures are higher and bigger, the high-performance steels of high strength, toughness, and low yield ratio had been required and developed. In this paper the behavior of the moment connection with bolted web and high strength steel was studied by using the finite-element analysis computer program of ABAQUS. The analysis model is based on the test results and the same cyclic load history was applied at the FE(Finite Element) model until it failed in the test. Through the FEA, several indicators hardly measured from the test were acquired. These indicators related to stress and strain were selected from three plastic rotation stages: 0.003 rad, 0.03 rad, and final failure rotation. Specifically, at the final failure stage, the strain indicators producing the full plastic behavior were suggested as a mechanical property for steel.

Experimental Study on Structural Performance of End-reinforced Steel-beam system(Eco-girder) (단부 보강한 합성보(에코거더)시스템의 구조성능에 관한 실험적 연구)

  • Chae, Heung-Suk;Ryoo, Jae-Yong;Chung, Kyung-Soo;Moon, Young-Min;Choi, Sung-Mo
    • Journal of Korean Society of Steel Construction
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    • v.22 no.6
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    • pp.533-541
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    • 2010
  • H-shaped beams, which are constructed between columns, are used widely as slaves in steel structures. The bending moments that occur on both ends of an H-shaped beam, however, are about twice the bending moment that occurs at the center of the H-shaped beam. Because such beam is designed with maximum bending moment, it is deeper and has smaller spaces. To improve these features, if both ends of an H-shaped beam that have maximum bending moments are merely reinforced, the beams could be designed by the bending moment at the center of the H-shaped beam. To analyze the structural performance of the proposed end-reinforced beams (eco-girders). Four specimens were prepared with the following parameters: end-reinforced steel plate, reinforced bars, and reinforced studs and experimental tests of the specimens were performed.

Analytical Study on the Prying Action Force and Axial Tensile Stiffness of High-Strength Bolts Used in an Unstiffened Extended End-Plate Connection (비보강 확장단부판 접합부에 체결된 고장력볼트의 지레작용력 및 축방향 인장강성에 대한 해석적 연구)

  • Kim, Hee Dong;Yang, Jae Guen;Lee, Hyung Dong
    • Journal of Korean Society of Steel Construction
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    • v.27 no.2
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    • pp.251-260
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    • 2015
  • The end plate connection is applied to beam-column moment connections in various forms. Such end plate connection displays changes in the behavioral characteristics, strength and stiffness, and energy dissipation capacity based on the thickness and length of the end plate, the number and diameter of the high strength bolt, the gauge distance of the high strength bolt, prying action force of the high strength bolt, and dimensions and length of the welds. Accordingly, this study has apprehended the axial tensile stiffness and prying action force of the high strength bolt connected on the tensile side based on the difference in thickness of the end plate, and was conducted to propose an analysis model for the prediction of such variables that affect the operating properties of the end plate. To achieve this, this study has conducted a three-dimensional non-linear finite-element analysis of the unstiffened expanding end plate connection by selecting only the thickness of the end plate as the variable.

Longitudinal Bonding Strength Performance Evaluation of Larch Lumber (낙엽송 소경각재의 종접합 성능평가)

  • Lee, In-Hwan;Pack, Ju-hyun;Song, Da-bin;Hong, Soon-Il
    • Journal of the Korean Wood Science and Technology
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    • v.46 no.1
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    • pp.85-92
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    • 2018
  • In order to use glued built up timber beam as a structural member for post and beam construction, it must be possible to manufacture long-span lumber. In this study, the researchers conducted a performance evaluation for longitudinal bonding of lumber (cross-section $89{\times}120mm$) made from larch. The specimens were prepared in six different forms using the longitudinal bonding method. The bonding strength of these specimens was tested through tensile strength tests and bending strength tests. The tensile strength test result of the longitudinally bonded parts was better than that of the double lap specimens. And, the tensile strength value of the scarf specimen was better than that of the hooked scarf specimen. The tensile strength of the GFRP (Glass Fiber Reinforced Plastic) rod insertion bonding specimen was 3.6 MPa, which was the highest. As for the bending strength test result of the longitudinally bonded part, the average MOR (modulus of rupture) of the specimen where a GFRP rod was inserted and bonded measured 29 MPa, while the specimens of other bonded parts showed a MOR no more than 11 MPa. Toughness destruction was observed in specimens where a GFRP rod was insertion-bonded. The rest of the specimens showed brittle destruction. The average MOR strength of the Rod + Lap specimen was 30.5 MPa, which was the highest among all longitudinally bonded specimens. The bending strength of the Rod + Lap specimens showed an effective strength that was 66% of that of the control group which were not longitudinally bonded.

Development Strengths of High Strength Headed Bars of RC and SFRC Exterior Beam-Column Joint (RC 및 SFRC 외부 보-기둥 접합부에 대한 고강도 확대머리 철근의 정착강도)

  • Duck-Young Jang;Jae-Won Jeong;Kang-Seok Lee;Seung-Hun Kim
    • Journal of the Korea institute for structural maintenance and inspection
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    • v.27 no.6
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    • pp.94-101
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    • 2023
  • In this study, the development performance of the head bars, which is SD700, was experimentally evaluated at the RC (reinforced concrete) or SFRC (steel fiber reinforced concrete external beam-column joint. A total of 10 specimens were tested, and variables such as steel fibers, length of settlement, effective depth of the beam, and stirrups of the column were planned. As a result of the experiment, the specimens showed side-face blowout, concrete breakout, and shear failure depending on the experimental variables. In the RC series experiments with development length as a variable, it was confirmed that the development strength increased by 26.5~42.2% as the development length increased by 25-80%, which was not proportional to the development length. JD-based experiments with twice the effective depth of beams showed concrete breakout failure, reducing the maximum strength by 31.5% to 62% compared to the reference experiment. The S-series experiment, in which the spacing of the shear reinforcement around the enlarged head reinforcement was 1/2 times that of the reference experiment, increased the maximum strength by 8.4 to 9.7%. The concrete compressive strength of SFRC was evaluated to be 29.3% smaller than the concrete compressive strength of RC, but the development strength of SFRC specimens increased by 7.3% to 12.2%. Accordingly it was confirmed that the development performance of the head bar was greatly improved by reinforcing the steel fiber. Considering the results of 92% and 99% of the experimental maximum strength of the experiment arranged with 92% and 110% of the KDS-based settlement length, it is judged that the safety rate needs to be considered even more. In addition, it is required to present a design formula that considers the effective depth of the beam compared to the development length.

Information Delivery Requirements of Steel Structure according the Structural Design Stages using IDM (IDM을 이용한 강구조의 구조설계 단계별 정보전달 요구 분석)

  • Lee, Jae-Cheol
    • Journal of the Korea Academia-Industrial cooperation Society
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    • v.14 no.3
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    • pp.1467-1473
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    • 2013
  • In construction project, it is important to exchange and share the digital information generated by their own professional softwares. So this paper analyzed the information delivery requirements of steel structure according the structural design stages using IDM methodology. For schematic design stage and detailed design stage, the structural design information to share in each design stages is abstracted by defining the PM, ER, and FP. The new ERs and FPs are proposed by defining the new property sets(Psets), suchlike bolt gauge line, weld, scallop, and cope, to complement the structural design information of $IFC2{\times}3$. Finally, the reasonability of the proposed new ERs, FPs are verified by applying them to represent the standard steel connection sample in detailed design stage. As a result, the structural design information of standard steel connection could be stored and managed sufficiently by using the proposed new ERs and FPs.

Analytical Model of Beam-Column Joint for Inelastic Behavior Under Various Loading History (철근콘크리트 보-기둥 접합부 해석모델)

  • 유영찬;서수연;이원호;이리형
    • Magazine of the Korea Concrete Institute
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    • v.6 no.1
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    • pp.120-130
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    • 1994
  • The purpose of this study is to propose the analytical model for the hysteretic behavior of Reinforced Concrete bearn-column joints under various loading history. Discrete line elernents , YVith inelastic rotational spring was adopted to consider the movement of plastic hinging zone influenced by the details of longitudinal reinforcements. Also hysteretic model was constructed by excluding such variables which can not be utilized in dynamic analysis of Reinforced Concrete. structure that it will be adoptable in two-dimensional inelastic frame ardysis with 6-DOF. From the analysis of previous test results, it was found that stiffness deterioration caused by inelastic hysteretic loadings can be predicted by the functron of basic pinching coefficients, ductility ratio.and yield strength ratio of members. Strength degradation coefficients were newly proposed to explain the difference of inelastic behavior of members caused by spacing ratio of transverse steel and sectlon aspect ratio. The energy dissipation capacities calculated using the analytical model proposed in thls paper show a good agreements w~lh test results by an error of 10~20%.

Seismic Response of Exterior RC Column-to-Steel Beam Connections (II. Strength and Deformation) (콘크리트 기둥-강재 보 외부 접합부의 내진성능(II 강도 및 변형))

  • 조순호
    • Proceedings of the Earthquake Engineering Society of Korea Conference
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    • 2000.04a
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    • pp.283-289
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    • 2000
  • The panel shear and bearing strengths determining the seismic resistance of reinforced concrete column-to-steel beam connections are predicted by various methods for four previously tested exterior beam-column joints. The analytical approach to model the joint deformation is also examined. Several analyses incorporating the deformations of panel shear and bearing in the joint are demonstrated using a analyses incorporating the deformations of panel shear and bearing in the joint are demonstrated using a fairly simple connection model in the commercial packages such as Drain2dx and IDARC. The strength prediction results indicated that the ASCE method with the modifcation of the comprssion strut contribution is th most accurate. It is also considered that the analytical model presented including the joint deformation can be used for the overall analysis

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Seismic Response of Exterior RC Column-to-Steel Beam Connections (I. Experiment) (콘크리트 기둥-강재 보 외부 접합부의 내진성능(I. 실험))

  • 조순호
    • Proceedings of the Earthquake Engineering Society of Korea Conference
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    • 2000.04a
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    • pp.275-282
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    • 2000
  • The seismic behavior of moment connections consisting of reinforced concrete columns and steel beams is investigated based on four 2/3 scale tests of exterior beam-column joints subject to reversed cyclic loading. The major test parameters were the number of hoops the isolated concrete contribution and the use of headed studs in the joint regions between columns and beams. Their influence on the seismic response of the connections is presented and compared. Among them the CF3 specimen containing two hoops each in the joint and column regions above and below exhibited the most favourable hysteretic response. This indicates that this type of joint details can be used in the low seismic areas such as Korea.

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Cyclic Test of welding connections for Steel-Plate Concrete Column to H-shaped Steel Girders (강판 콘크리트(SC) 기둥과 H형강 보의 용접 접합부에 대한 반복 이력 실험)

  • Park, Ho Young;Kang, Cheol Kyu;Choi, Byong Jeong
    • Journal of the Earthquake Engineering Society of Korea
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    • v.18 no.1
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    • pp.63-71
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    • 2014
  • This study presents an experimental study of the structural behavior for steel plate-concrete column-to-steel girder connections. Experiments were carried out to investigate the moment-rotation characteristics, failure behavior and ultimate moment capacity of these connections. The results of this experimental study involving three welded moment-resisting connections subjected to cyclic loading are presented. The specimens were fabricated at full scale to evaluate their hysteretic behavior. A description of the test specimens, the details of the joint, the test system and the testing methods are described. The test results showed that the structural behavior of these composite connections was influenced by the connection details.