scholarly journals Analysis of the Shear Behavior of Stubby Y-Type Perfobond Rib Shear Connectors for a Composite Frame Structure

Materials ◽  
2017 ◽  
Vol 10 (11) ◽  
pp. 1340 ◽  
Author(s):  
Sang-Hyo Kim ◽  
Kun-Soo Kim ◽  
Do-Hoon Lee ◽  
Jun-Seung Park ◽  
Oneil Han
Keyword(s):  
Shear Behavior ◽  
Frame Structure ◽  
Shear Connectors ◽  
Composite Frame ◽  
Composite Frame Structure

scholarly journals Research on the Mechanical Characteristics of H-section Steel Frame under the Action of Thermo Mechanical Coupling

2021 ◽  
Vol 233 ◽  
pp. 03022
Author(s):  
Yucheng LI ◽  
Wei WANG ◽  
Xing WANG
Keyword(s):  
High Temperature ◽  
Plastic Strain ◽  
Mechanical Characteristics ◽  
Simulation Software ◽  
Frame Structure ◽  
Concentrated Load ◽  
Composite Frame ◽  
Fire Environment ◽  
Full Cross Section ◽  
Composite Frame Structure

The research on the mechanical characteristics of concrete-filled steel tubular composite frame under high temperature fire environment is one of the research hotspots. In this paper, the finite element simulation software is used to analyze the concrete-filled steel tubular composite frame structure. The failure mode of the flexural deformation of the composite frame structure under high temperature fire environment is introduced. The simulation results of the deformation and displacement of the single-layer single span and two-layer two-span composite frame structure are deeply studied, including the different temperature field, structural field, structural field of each beam and column The results show that: with the temperature rising, the horizontal plastic strain, vertical displacement and local plastic region of beam and column are redistributed and changed in high temperature fire environment, and the flexural effect of two-story two-span concrete-filled steel tubular composite frame under different fire positions is analyzed. The results show that: with the temperature rising, the horizontal plastic strain at the concentrated load is not the results show that the deflection and deformation redistribution are obvious, and the deflection and deformation redistribution are obvious at the joint points of beams and columns. Finally, a mechanism is formed and destroyed. The flexure effect of mode 1 is larger than that of condition 2, which indicates that the flexural effect of two-story two span CFST composite frame under full cross-section fire is larger than that of condition 2 It should be better. The research results can provide reference value for the reinforcement and repair of CFST composite frame under high temperature fire.

Seismic fragility analysis of two-story ultra-high ductile cementitious composites frame without steel reinforcement

2020 ◽  
Vol 23 (11) ◽  
pp. 2373-2387
Author(s):  
Fangyuan Dong ◽  
Jiangtao Yu ◽  
Kaili Zhan ◽  
Zhanhong Li
Keyword(s):  
Seismic Vulnerability ◽  
High Performance Concrete ◽  
Steel Reinforcement ◽  
Frame Structure ◽  
Seismic Fragility ◽  
Cementitious Composites ◽  
Cementitious Composite ◽  
Major Earthquake ◽  
Composite Frame ◽  
Composite Frame Structure

This article numerically studies the seismic vulnerability of the frame structure made of ultra-high ductile cementitious composites without longitudinal and transverse reinforcement. A non-linear finite element model is established with the help of Open System for Earthquake Engineering Simulation and calibrated by shaking table test results on an ultra-high ductile cementitious composite-RC frame whose seismic vulnerable parts were replaced by ultra-high ductile cementitious composites without steel reinforcement. Subsequently, an analysis on the structural seismic vulnerability is performed on pure ultra-high ductile cementitious composite frame structure based on the incremental dynamic analysis method. Finally, a seismic vulnerability matrix of the ultra-high ductile cementitious composite frame under various structural limit states is obtained from seismic fragility curves. Under the major earthquake of magnitude 7.5, the probability of ultra-high ductile cementitious composite frame structure under basically intact, slight damage, moderate damage, serious damage, and collapse is 14.2%, 48.1%, 31.7%, 5.3%, and 0.7%, respectively. The achieved results also demonstrate that the ultra-high ductile cementitious composite frame can satisfy the objectivity of “No collapsed under major earthquake” at least for major earthquakes of magnitude 8. It is demonstrated that the ultra-high ductile cementitious composite frame satisfies three-level performance objectivity stipulated in GB 50011-2010 and, thus, preliminarily verifying the feasibility for constructing structures just using high-performance concrete.

scholarly journals Experimental Study on the Progressive Collapse Resistance of Two-Storey Half-Scale Fabricated Reinforced Concrete Column-Steel Beam Composite Frame Structure

2021 ◽  
Vol 2021 ◽  
pp. 1-14
Author(s):  
Youquan Liu ◽  
Jingang Xiong ◽  
Jiancong Wen
Keyword(s):  
High Speed ◽  
Progressive Collapse ◽  
Experimental Results ◽  
Frame Structure ◽  
Amplification Coefficient ◽  
Space Frame ◽  
Composite Frame ◽  
Weak Part ◽  
Collapse Resistance ◽  
Composite Frame Structure

Progressive collapse behavior of case-in-place concrete and steel frame structures has been extensively investigated over the past years. However, studies on progressive collapse resistance and characteristics of prefabricated RCS composite frame structure (space frame) are limited. In this study, a half-scale prefabricated RCS space frame structure (two-storey, 1 × 2-bay) was designed and manufactured and then tested through the sudden failure of the long-side central column. The weakened part of failure column was rapidly pulled out using vehicle traction force, and displacement was obtained with a dynamic data acquisition instrument supplemented by high-speed camera to record the deformation process of the structure. Additionally, the remaining structure displacement variation and the beam-to-column connections of fem model under progressive collapse were simulated using SAP2000. The FEA results were compared with the experimental results to verify the effectiveness of the numerical analysis. Experimental results demonstrated that the prefabricated RCS composite frame structure designed in accordance with Chinese building codes shows improved resistance to progressive collapse. The dynamic effect demonstrates no significant influence on the prefabricated RCS composite frame structure, and the suggested dynamic amplification coefficient is 1.28. Steel plates (A, B, and C) of the beam-to-column connection are the weak part of the structural failure, and appropriate measures should be applied to strengthen the steel plate of the beam-to-column connection when the prefabricated RCS composite frame structure is designed to resist progressive collapse. SAP2000 FEM program verified that the numerical simulation results are basically consistent with the experimental results.

scholarly journals Analysis of the Shear Behavior of Stubby Y-Type Perfobond Rib Shear Connectors for Composite Frame Structure

2017 ◽  
Author(s):  
Sang-Hyo Kim ◽  
Oneil Han ◽  
Kun-Soo Kim ◽  
Do-Hoon Lee ◽  
Jun-Seung Park
Keyword(s):  
Frame Structure ◽  
Building Structures ◽  
Shear Connectors ◽  
Composite Frames ◽  
Composite Frame ◽  
Composite Bridges ◽  
Bridge Structures ◽  
Design Loads ◽  
Push Out ◽  
Strength And Ductility

Shear connectors are used in steel beam–concrete slabs of composite frame and bridge structures to transfer shear force according to design loads. The existing Y-type perfobond rib shear connectors are designed for girder slabs of composite bridges. Therefore, the rib and transverse rebars of the conventional Y-type perfobond rib shear connectors are extremely large for the composite frames of building structures. We performed push-out tests of stubby Y-type perfobond rib shear connectors for composite frames. These shear connectors have relatively small ribs than conventional Y-type perfobond rib shear connectors. To confirm the shear resistance of these stubby shear connectors, we performed an experiment by using transverse rebars D13 and D16. The results indicate that these shear connectors have suitable shear strength and ductility for application in composite frame structures. The shear strengths obtained using D13 and D16 were not significantly different. However, the ductility of the shear connectors with D16 was 45.1% higher than that of the shear connectors with D13.

Design, manufacture and analysis of a thermoplastic composite frame structure for mass transit

2007 ◽  
Vol 80 (1) ◽  
pp. 105-116 ◽  
Author(s):  
Haibin Ning ◽  
Uday Vaidya ◽  
Gregg M. Janowski ◽  
George Husman
Keyword(s):  
Mass Transit ◽  
Thermoplastic Composite ◽  
Frame Structure ◽  
Composite Frame ◽  
Composite Frame Structure

Theoretical Study on the Influence of Welding Collar on the Shear Behavior of Stud Shear Connectors

2021 ◽  
Vol 25 (4) ◽  
pp. 1353-1368
Author(s):  
Yulin Zhan ◽  
Siji Lu ◽  
Yuanbiao Zheng ◽  
Haijun Jiang ◽  
Shaohui Xiong
Keyword(s):  
Theoretical Study ◽  
Shear Behavior ◽  
Shear Connectors

Column Moment Demands from Orthogonal Beam Twisting

2018 ◽  
Vol 763 ◽  
pp. 259-269
Author(s):  
George Webb ◽  
Kanyakon Kosinanonth ◽  
Tushar Chaudhari ◽  
Saeid Alizadeh ◽  
Gregory A. MacRae
Keyword(s):  
Lateral Displacement ◽  
Frame Structure ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Element Analysis ◽  
Soft Storey ◽  
Simply Supported ◽  
Composite Frame ◽  
Explicit Consideration ◽  
Column Joint

Beam column joint subassemblies in steel moment frames often have simply-supported gravity beams framing into the joint in the perpendicular direction. When these subassemblies undergo lateral displacement, moments enter the column from the beams. Some of these moments are directly applied from the in-plane beam and slab stresses as they contact the column, and additional moments occur as the slab causes the perpendicular simply supported beams to twist. In most design codes around the world, no explicit consideration of these moments is performed even though they may increase the likelihood of column yielding and a soft-storey mechanism. This paper quantifies the magnitude of these perpendicular beam twisting moments in typical subassemblies using inelastic finite element analysis. It is shown that for beam-column-joint-slab subassemblies where the primary and secondary beams are fully welded to the column, the addition of slab effects significantly increases the total stiffness and strength of the composite frame structure. In addition to this, it is also shown the twisting moment demand of the secondary beams increased the frames strength by approximately 2% for an imposed drift of 5% for the subassembly investigated when no gap was provided between slab and the column. It was also shown the twisting moment demand of the secondary beams increased the frames strength by approximately 10% for a maximum imposed drift of 5% for the subassembly investigated when a gap was provided between the slab and the column.

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