Cyclic behavior and failure mechanism of self-centering energy dissipation braces with pre-pressed combination disc springs

2016 ◽  
Vol 46 (7) ◽  
pp. 1065-1080 ◽  
Author(s):  
Long-He Xu ◽  
Xiao-Wei Fan ◽  
Zhong-Xian Li
Keyword(s):  
Energy Dissipation ◽  
Failure Mechanism ◽  
Cyclic Behavior

Research on the Joint of Concrete-Filled Steel Tubular Column and Steel Beam

2013 ◽  
Vol 351-352 ◽  
pp. 174-178
Author(s):  
Ying Zi Yin ◽  
Yan Zhang
Keyword(s):  
Energy Dissipation ◽  
Failure Mechanism ◽  
Compression Ratio ◽  
Seismic Behavior ◽  
Strength Degradation ◽  
Steel Beam ◽  
Failure Characteristics ◽  
Static Test ◽  
Axial Compression Ratio ◽  
Energy Dissipation Capacity

With the pseudo-static test of 4 concrete-filled square steel tubular column and steel beam joint with outer stiffened ring, this paper discusses the failure characteristics, failure mechanism and seismic behavior of joints under different axial compression ratio. The analysis of the testing results shows: when reached the ultimate strength, the strength degradation and stiffness degradation of joints are slowly and the ductility is also good, the energy dissipation capacity of joints is much better.

scholarly journals Experimental Comparison Study on Cyclic Behavior of Coupled Shear Walls with Two-Level-Yielding Steel Coupling Beam and RC Coupling Beam

2018 ◽  
Author(s):  
Guoqiang LI ◽  
Mengde PANG ◽  
Feifei Sun ◽  
Liulian LI ◽  
Jianyun SUN
Keyword(s):  
Energy Dissipation ◽  
Lateral Displacement ◽  
Shear Walls ◽  
Shear Wall ◽  
Cyclic Behavior ◽  
Experimental Comparison ◽  
Coupling Beam ◽  
Coupling Beams ◽  
Coupled Shear Wall ◽  
Steel Coupling Beam

Coupled shear walls are widely used in high rise buildings, since they can not only provide efficient lateral stiffness but also behave outstanding energy dissipation ability especially for earthquake-resistance. Traditionally, the coupling beams are made of reinforced concrete, which are prone to shear failure due to low aspect ratio and greatly reduce the efficiency and ability of energy dissipation.  For overcoming the shortcoming of concrete reinforced coupling beams (RCB), an innovative steel coupling beams called two-level-yielding steel coupling beam (TYSCB) is invented to balance the demand of stiffness and energy dissipation for coupled shear walls. TYSCBs are made of two parallel steel beams with yielding at two different levels.  To verify and investigate the aseismic behaviour improvement of TYSCB-coupled shear walls, two 1/3 scale, 10-storey coupled shear wall specimens with TYSCB and RCB were tested under both gravity and lateral displacement reversals. These two specimens were designed with the same bearing capacity, thus to be easier to compare. The experimental TYSCB specimen demonstrated more robust cyclic performance. Both specimens reached 1% lateral drift, however, the TYSCB-coupled shear wall showed minimal strength degradation. Additionally, a larger amount of energy was dissipated during each test of the TYSCB specimen, compared with the RCB specimen. Based on the experimental results, design recommendations are provided.

scholarly journals The Effects of Plaster Thicknesses on Cyclic Behavior of Infill Walls with Different Materials

2020 ◽  
Author(s):  
Mehmet Emin Arslan ◽  
Elif Ağcakoca ◽  
Merve Şentürk
Keyword(s):  
Energy Dissipation ◽  
Cyclic Behavior ◽  
Dissipated Energy ◽  
Cyclic Loads ◽  
Reinforced Concrete Structure ◽  
Backbone Curve ◽  
Infill Walls ◽  
Load Carrying ◽  
Materials Used ◽  
Set Up

Reinforced concrete structure systems are usually designed as frame or shear wall-frame systems. It is possible to reduce the deformation and displacement in the system by increasing the structural stiffness. Besides, large displacements on the floors caused by horizontal load are damped by the cracks in these walls. The present paper aims to examine the effects of materials used in the wall construction as well as thickness of the plaster on the behavior of infill walls under cyclic loads. In order to investigate the above mentioned effects, three Infill walls that were produced from three different materials namely, horizontal hollow bricks, pumice blocks and aerated concrete blocks were tested in three setups (without plaster, with 1 cm plaster and 2.5 cm plaster on it). In order to determine pure wall contribution, the infill walls were placed in a steel frame test set-up which was hinged from all four corners and were then exposed to cyclic loads taking into account the displacement controlled loading protocol proposed in FEMA 461. Right after applying the plaster to the infill walls, load carrying and energy dissipation capacities of the walls were examined comparatively. Load-displacement, backbone curve and cumulative dissipated energy curves of each infill walls are generated using the data collected from the experiments and the infill walls behaviors are graphically explained. Test results showed that existence and thickness of plaster significantly affected cyclic behavior of the test walls by increasing energy dissipation capacities and load carrying capacities.

Experimental Study on Seismic Behaviors of Improved Composite Steel Staggered Truss Structures

2012 ◽  
Vol 166-169 ◽  
pp. 1383-1386
Author(s):  
Hong Dong Ran ◽  
Wen Xv ◽  
Ming Zhou Su
Keyword(s):  
Experimental Study ◽  
Energy Dissipation ◽  
Failure Mechanism ◽  
Stress Measurement ◽  
Plastic Hinge ◽  
Steel Structure ◽  
Steel Structures ◽  
Hysteretic Behavior ◽  
Truss Structures ◽  
Seismic Behaviors

According to the poorly seismic behaviors of composite staggered trusses system, an improved composite staggered trusses system was proposed. Based on the experimental study of a 1/3 scale improved composite staggered truss frame steel structure model under cyclic loading, the seismic behaviors and failure mechanism was studied, and the seismic behaviors was evaluated by the hysteretic behavior, ductility, energy dissipation and rigidity degeneration. The study showed that the improved composite staggered truss steel structures had the advantages in bearing capacity, ductility, deformability and energy dissipation, but the lateral rigidity was weak and non-uniform along its vertical layout. The stress measurement showed that the plastic hinge formed in the web members of the truss firstly, then, in the chord members of the truss, and finally the plastic hinges formed in the column, earthquake energy mostly dissipated by the truss members, the failure mechanism of the improved composite staggered truss steel structures was the beam hinges failure mechanism.

Cyclic behavior of seesaw energy dissipation system with steel slit dampers

2016 ◽  
Vol 117 ◽  
pp. 24-34 ◽  
Author(s):  
Hiroshi Tagawa ◽  
Teruaki Yamanishi ◽  
Akira Takaki ◽  
Ricky W.K. Chan
Keyword(s):  
Energy Dissipation ◽  
Cyclic Behavior ◽  
Energy Dissipation System ◽  
Dissipation System

Damage Parameter Assessment for Energy Based Fatigue Life Prediction Methods

2012 ◽  
Author(s):  
Casey M. Holycross ◽  
John N. Wertz ◽  
Todd Letcher ◽  
M.-H. Herman Shen ◽  
Onome E. Scott-Emuakpor ◽  
...  
Keyword(s):  
Fatigue Life ◽  
Energy Dissipation ◽  
Strain Energy ◽  
Life Prediction ◽  
Low Cycle Fatigue ◽  
Cyclic Strain ◽  
Damage Parameter ◽  
Fatigue Life Prediction ◽  
Cyclic Behavior ◽  
Fracture Processes

An energy-based method used to predict fatigue life and critical life of various materials has been previously developed, correlating strain energy dissipated during monotonic fracture to total cyclic strain energy dissipation in fatigue fracture. This method is based on the assumption that the monotonic strain energy and total hysteretic strain energy to fracture is equivalent. The fracture processes of monotonic and cyclic failure modes can be of stark contrast, with ductile and brittle fracture dominating each respectively. This study proposes that a more appropriate damage parameter for predicting fatigue life may be to use low cycle fatigue (LCF) strain energy rather than monotonic energy. Thus, the new damage parameter would capture similar fracture processes and cyclic behavior. Round tensile specimens machined from commercially supplied Al 6061-T6511 were tested to acquire LCF failure data in fully reversed loading at various alternating stresses. Results are compared to both monotonic and cyclic strain energy dissipation to determine if LCF strain energy dissipation is a more suitable damage parameter for fatigue life prediction.

scholarly journals Cyclic Responses of Two-Side-Connected Precast-Reinforced Concrete Infill Panels with Different Slit Types

Buildings ◽  
2021 ◽  
Vol 12 (1) ◽  
pp. 16
Author(s):  
Guohua Sun ◽  
Fei Li ◽  
Qiyou Zhou
Keyword(s):  
Reinforced Concrete ◽  
Energy Dissipation ◽  
Failure Mode ◽  
Damping Ratio ◽  
Concrete Strength ◽  
Plastic Hinge ◽  
Cyclic Behavior ◽  
Lateral Stiffness ◽  
Lateral Strength ◽  
Energy Dissipation Capacity

This study aimed to study the cyclic behavior of two-side-connected precast-reinforced concrete infill panel (RCIP). A total of four RCIP specimens with different slit types and height-to-span ratios modeled at a one-third scale were tested subjected to cyclic lateral loads. The failure mode, hysteretic behavior, lateral strength, stiffness degradation, ductility, and energy dissipation capacity of each RCIP specimen were determined and analyzed. The specimens experienced a similar damage process, which involved concrete cracking, steel rebar yielding, concrete crushing, and plastic hinge formation. All the specimens showed pinched hysteretic curves, resulting in a small energy dissipation capacity and a maximum equivalent viscous damping ratio lower than 0.2. The specimens with penetrated slits experienced ductile failure, in which flexural hinges developed at both slit wall ends. The application of penetrated slits decreased the initial stiffness and lateral load-bearing capacity of the RC panel but increased the deformation capacity, the average ultimate drift ratios ranged from 1.41% to 1.99%, and the lowest average ductility ratio reached 2.48. The specimens with high-strength concrete resulted in a small slip no more than 1 mm between the RC panel and steel beam, and the channel shear connectors ensured that the RC infill panel developed a reliable assembly with the surrounding steel components. However, specimens with concealed vertical slits (CVSs) and concealed hollow slits (CHSs) achieved significantly higher lateral stiffness and lateral strength values. Generally, the specimens exhibited two-stage mechanical features. The concrete in the CVSs and CHSs was crushed, and flexural plastic hinges developed at both ends of the slit walls during the second stage. With increasing concrete strength, the initial lateral stiffness and lateral strength values of the RCIP specimens increased. With an increasing height-to-span ratio, the lateral stiffness and strength of the RC panels with slits decreased, but the failure mode remained unchanged.

scholarly journals Seismic Evaluation of New Steel Infill Panels for Steel Shear Walls

2021 ◽  
Vol 7 (4) ◽  
pp. 633-648
Author(s):  
Ali Joharchi ◽  
Siti Aminah Osman ◽  
Mohd Yazmil Md Yatim ◽  
Mohammad Ansari
Keyword(s):  
Energy Dissipation ◽  
Ultimate Load ◽  
Shear Walls ◽  
Shear Wall ◽  
Cyclic Behavior ◽  
Lower Amount ◽  
Seismic Evaluation ◽  
Steel Plate Shear Wall ◽  
Infill Panels ◽  
Energy Dissipation Capacity

Corrugated Steel Shear Wall (CSSW) is an efficient shear wall system, which has higher energy dissipation capacity, ductility and stiffness when compared to the Steel Plate Shear Wall (SPSW) with flat infill plate. Despite of these advantages, the ultimate load of CSSW is lower than that of SPSW. Various studies conducted to improve the cyclic behavior of CSSW revealed that increasing corrugation angle might enhance energy dissipation capacity and toughness of CSSWs. However, the ultimate load of CSSW was not improved by increasing the corrugation angle. Thus, the current study proposed new corrugated infill panel schemes to improve the ultimate load of CSSWs. To this end, Finite Element (FE) models were established using ABAQUS/Standard and verified with the experimental results from previous researches. The corrugation angle of the proposed plates was found based on a numerical investigation on seven CSSW FE models with the corrugation angle ranges from 30° to 120°. The FE results revealed that the model with the corrugation angle of 120 achieved highest ultimate load, energy dissipation capacity and toughness amongst the CSSW models. In addition, the ultimate loads, energy dissipation capacities and toughness of the proposed infill plates were up to 11.8%, 53.9% and 8.8% respectively higher than those of CSSW model with the corrugation angle of 120°. Furthermore, the proposed infill plates use up to 13.4% lower amount of steel compared to the corrugated plate with the corrugation angle of 120. Doi: 10.28991/cej-2021-03091678 Full Text: PDF

scholarly journals Parametric Analysis on the Circular CFST Column and RBS Steel Beam Joints

Materials ◽  
2019 ◽  
Vol 12 (9) ◽  
pp. 1535 ◽  
Author(s):  
Rui Li ◽  
Yang Yu ◽  
Bijan Samali ◽  
Chengyu Li
Keyword(s):  
Energy Dissipation ◽  
Orthogonal Experiment ◽  
Cyclic Behavior ◽  
Model Parameters ◽  
Strength Deterioration ◽  
Seismic Properties ◽  
Reduced Beam Section ◽  
Parametric Studies ◽  
Cfst Columns ◽  
Cut Depth

This research analyzes the results of parametric studies of concrete-filled steel tubular (CFST) columns to the reduced beam section (RBS) beam joint with through diaphragm, using ANSYS. Several indices that are able to characterize the cyclic behavior of the composite joints are investigated, including the stiffness degradation, strength deterioration, stress distribution, and energy dissipation capacity. Four main model parameters, including the distance from the diaphragm edge to the cut start, the cut length, the cut depth, and inner diameter of through diaphragm, are analyzed via comparative studies to investigate their impacts on seismic properties of the joint. Finally, the orthogonal experiment is conducted to study the effects of these parameters on the strength and energy dissipation, the results of which are capable of achieving optimal seismic behavior of the joints.

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