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Numerical evaluation of the hysteretic behavior of concentrically braced frames and buckling restrained brace frame systems

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Numerical evaluation of the hysteretic behavior of concentrically braced frames and buckling restrained brace frame systems

ارزیابی عددی رفتار هیسترتیک سیستم های قاب های مهاربندی همگرا و قاب مهاربندی کمانش تاب

Mohammad Naghavia,⁎, Rohola Rahnavardb,⁎, Robert J. Thomasb,⁎, Mohsen Malekinejadc
a Department of Civil Engineering, Javid Institute for Higher Education of Jiroft, Iran
b Department of Civil and Environmental Engineering, Clarkson University, Potsdam, NY, USA
c Department of Civil Engineering, Islamic Azad University, Sirjan branch, Iran

This paper presents a numerical investigation of buckling restrained brace (BRB) frames (BRBF) and a comparison
with concentrically braced frames (CBF). A simplified core-spring finite element model was used to
model BRB elements. Four types of CBF (X, V, inverted V, and two-story X) and four types of BRBF (diagonal, V,
inverted V, and two-story X) were modeled in ABAQUS. A static nonlinear pushover analysis considering two
cyclic loading protocols showed that the buckling restraint allows the BRB elements to undergo significant
plasticity without forming plastic hinges, thereby dissipating a proportionally larger amount of energy and
delaying yielding in the frame elements. Results indicated dramatic improvements in energy dissipation and
ductility in BRBF models as compared to equivalent CBF models. Seismic response modification factors for BRBF
models also showed greater values over CBF models. Time-history analysis evaluated the performance of CBF
and BRBF under historical earthquake loadings and supported the same conclusions. The best performance was
observed for V, inverted V, and two-story X BRBF configurations; the diagonal BRBF configuration performed
better than equivalent CBF models, but did not perform nearly as well as the other BRBF models.

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    • توسط admin
      Behavior of stiffened and unstiffened steel plate shear walls considering joint properties

      Hong-Chao Guo a,b,n , Ji-Ping Hao c , Yun-He Liu a,b a State Key Laboratory Base of Eco-hydraulic Engineering in Arid Area, Xi′an University of Technology, No.5 Jinhua Road, Xi′an 710048, PR China b Department of Civil Engineering and Architecture, Xi′an University of Technology, No.5 Jinhua Road, Xi′an 710048, PR China c Department of Civil Engineering, Xi′an University of Architecture and Technology, No.13 Yanta Road, Xi′an 710055, PR China

       

      article info Article history: Received 23 April 2015 Received in revised form 24 August 2015 Accepted 7 September 2015 Keywords: Shear wall Stiffener Semi-rigid Energy dissipation Spring element

       

      abstract

      Steel plate shear wall (SPSW) systems have dual characteristics, the frame and infill wall action. The connection flexibility of frame joint not only changes the force and moment distribution, but also increases the lateral displacement and weakens the overall stability in SPSW structure. This paper presents the influence of hinged, rigid and semi-rigid connection joints on the behavior of SPSW structures. The bearing capacity, energy dissipation mechanism, failure mode, stress and deformation development process of the semi-rigid composite frame with steel plate shear walls under different stiffener forms were studied using experimental tests and finite element analysis. It was observed that with stiffeners the specimen yield load increased about 20% on the elastic stage, the ultimate bearing capacity of the diagonal stiffener was about 5% larger than the cross stiffener on the plastic stage, but the overall failure modes were basically the same. Additionally, the quantitative indications of the effect of joint stiffness on load carrying capacity were presented

       

       


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    • توسط admin
      A numerical study of coupled timber walls with slip friction damping devices
      Ashkan Hashemi
      Reza Masoudnia
      Pierre Quenneville
       
      AbstractIn rocking timber structures, the traditional connections such as nailplates may need to be replaced by damping devices to provide the required lateral resistance and dissipate the seismic energy. This study seeks to investigate the seismic behaviour of coupled timber walls with slip friction connections. Slip friction connections present a low damage solution as they do not suffer from stiffness degradation and can be used after a seismic event. The seismic response of the described system is compared to those with equivalent nailplates. Displacement control quasi-static and also dynamic time-history analyses showed that the performance of the systems with friction devices is significantly improved under seismic loading compared to similar systems with equivalent nailplate connections. The systems with nailplates incurred significant inelastic damages while the systems with friction devices exhibited superior performance in terms of strength degradation and absorbed seismic energy. The introduced concept presents a feasible solution for timber structures when a low damage design is targeted.
      Keywords
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    • توسط admin
      COMPARE THE BEHAVIOR FACTOR OF THE ULTIMATE RESISTANCE OF MOMENT FRAME, PLAIN AND PERFORATED STEEL PLATE SHEAR WALLS AND BUCKLING RESTRAINED BRACE AS YIELDING METAL DAMPER

      ABSTRACT:
      Steel moment frame systems, steel plate shear walls and also buckling restrained brace (BRB) are considered as the most widely used seismic resistant systems of the world. Firstly, in this research, in order to validate the finite element models, the tested sample of steel plate shear walls of 4 floors at the University of Alberta, Canada, and the tested sample of buckling restrained brace at the University of Berkeley California, with the software ABAQUS 6.10-1 were used. Then, the obtained results of the test and analysis have been compared. The confirmed models have been used for the analysis of two-dimensional frame of plain and perforated steel plate shear walls with a regular pattern of positing holes in the screen, buckling restrained brace and moment frame of 4 floors.
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    • توسط admin
      Comparison Study on Neural Networks in Damage Detection of Steel Truss Bridge

      Hassan Aghabarati 1 ; Mohsen Tabrizizadeh2

      This paper presents the application of three main Artificial Neural Networks (ANNs) in damage detection of steel bridges. This method has the ability to indicate damage in structural elements due to a localized change of stiffness called damage zone. The changes in structural response is used to identify the states of structural damage. To circumvent the difficulty arising from the non-linear nature of the inverse problem, three neural networks, Multi-Layer Perceptron Neural Network (MLPNN), Radial Basis Function Neural Network (RBFNN) and General Regression Neural Network (GRNN) are employed to simulate damage states of steel bridges. It was observed that the performance of all three networks is well and they have good agreement with actual results performed with Finite Element analysis. The efficiency of GRNN in structural identification is so good, although RBFNN has results close to GRNN and MLPNN results are satisfactory. All networks have good results while there is a little damage in structural members. Generally, results would have more error when damages in structural members extend. The engineering importance of the whole exercise can be appreciated once we realize that the measured input at only a few locations in the structure is needed in the identification process using neural networks.


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