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The insufficient horizontal stiffness of the frame and the masonry infills led to significant lateral drifts and buckling in the steel components, especially in the columns.
Beam and columns have been modeled as steel frame elements with fibers, with a behaviour represented by the Menegotto-Pinto constitutive law [19], assuming fy = 235 N/mm2, E= 210000 N/mm2 and b = 0.02.
Their formulation is based on a physically reasonable representation of the structural behaviour of the infilled frame.
Damage distribution in the infills (red dots = failure conditions) The effects of the infill panels on the seismic behaviour of the buildings is evident, especially in the X-direction, where the infill panels were actually subjected to the highest damage level.
The results of the modal response of the structure have emphasized the significant effects of the masonry infills on the global dynamic behaviour of the structure.

Normal stress (considering the influence of the shear lag of the frange plate): Normal stress of the elementary theory of beam: then,the Shear lag coefficient : The function of corner column is providing the connection between web framework and flange framework so as to let structure can bear spatial stress; the function of middle column is providing tremendous Resistance moment so as to bear overturning moment;strengthened story can force outside column to participant in the process of the overall bending of structure,to adjust the internal forces distribution of corner column and flange column,to weaken the Sheer Lag Effect ,to reinforce the spatial mechanical behavior of structure,so as to control the lateral deformation of structure.
Define axial stress of corner column divided by the average axial stress of column as flange as the evaluation target of shear-lag effect­the coefficient X of the stress concentration of corner column.the more the X,the serious the Sheer Lag Effect and vice versa.X also reflect the extent of floor­warping of tube frames under vertical load.
This indicates that increase strengthened stories’flexural stiffness can weaken Sheer Lag Effect,this effect is reasonably remarkable;but when the the radio of strengthened story’ flexural stiffness and middle column’ axial rigidity reach approximate 1.4㎡,it is not obvious to weaking Sheer Lag Effect if only increase strengthened stories’flexural stiffness.
Behavior of Multi-Outrigger Braced TallBuildings.
ACI Special Publication SP-63，1980 [3]ATC．Seismic Evaluation and Retmfit of Concrete Buildings[R]．Applied Technology council，Redwood City，California,1996

CFST columns have the advantages of high load-bearing capacity, good seismic behavior and fast construction [8].
The seismic behavior of RC shear walls with CFST columns and walls with concealed steel trusses and CFST columns have been studied by our project group, and the results show that their seismic behavior are good for tall buildings [9,10].
(4) The steel-plate reinforced concrete shear wall with rectangular CFST columns has good seismic behavior.
Experimental research on the seismic behavior of concrete-filled steel tubular frame.
Seismic behaviors of shear wall with concrete filled round steel tube columns and concealed bracing.

Mechanical model of re-centring SMA damper SMA Damper Behavior.
Fig.2 (b) shows that the behavior of Multi-Linear element is nonlinear, but it is elastic.
Column network dimension, storey height, frame beam and secondary beam of two models are 4.2 m×6.6m, 3.6 m, 200mm×600mm and 200mm×400mm respectively, and section of frame column of M1 and M3 are 300mm×300mm and 500mm×500mm respectively.
Parameters of Energy Dissipating Group The working principle of energy dissipating group is same as that of common metal damper, so the factors affecting its damping effect including[8]: (1) the ratio B/D of initial stiffness of energy components and stiffness of brace; (2) the ratio SR of initial stiffness of component consisted of brace and energy dissipating group and stiffness of corresponding structural layer; (3) the ratio β of yield displacement of energy components and yield displacement of corresponding structural layer; (4) the ratio α of the second stiffness and initial stiffness of energy components.
(2) Damping effect of bear shear of each model under different seismic waves decreases linearly as α increases.

Therefore, the semi-rigid behaviour of the beam-column connections is associated with deformation mechanisms that occur at the SLS, but which also affects the global behaviour and stability analysis of precast frames at the ULS.
However, the semi-rigid behaviour of beam-column connections affects the moment redistribution and the first order displacements along the precast concrete framed structures, which in its turn affects the second order effects.
Therefore, the study on the structural behaviour of beam-column connections is essential to provide a safe design method for the precast frames.
All connections showed ductile behaviour.
“Typical beam-column connections behaviour with continuity bars for precast concrete frames“.

A piece of gable wall appeared inclined cracks, and a end shear brace faulted.
To sum up, the seismic performances of brick columns have mang effects on the workshops.
The reason is the brick walls have larger lateral stiffness to resist shear in-plane.
The Wood and steel rebar only consider these linear elastic behavior[6].
Damage characteristics and seismic analysis of single-story brick bent frame column industrial buildings in LuShan Ms7.0 earthquake[J].

Limited research has been done to simulate the collapse behavior of SPSWs.
However, gravity columns are considered to take into account the P-delta effect of the gravity loads.
Sahoo, Modified seismic design of concentrically braced frames considering flexural demand on columns, Earthquake Engineering and Structural Dynamics. 46.10 (2017) 1559–1580
Sahoo, Seismic behaviour of steel plate shear wall systems with staggered web configurations, Earthquake Engineering and Structural Dynamics. (2017) 1–18.
Driver, Seismic behaviour of steel plate shear walls.

In order to research seismic behavior of flat columns under bilateral cyclic loading with different angles, pseudo-static tests are conducted, which includes three 1:2 scaled flat columns.
By observation of the test phenomenon and analysis of the data, the seismic performance of the columns including stiffness, skeleton curves, hysteresis curves, ductility and energy dissipation are obtained.
In practical projects, there are many examples of vertical structural components subjected to bilateral loading, such as corner columns in multi-story or tall frame structural, components in buildings with few longitudinal columns, pipe supports and the water tower braces in earthquake region.
Experimental study on seismic behavior of short pier RC shear walls with different forms of concealed bracings [J].
Study on two-way shear strength of columns in RC frames.

This behaviour provides strength, stiffness and ductility and allows to have an appropriate level of energy dissipation through tension yielding of the web plates.
In the same way, Fig. 6 (b) shows a comparison chart of the nonlinear behaviour of the analysed frame with four infill plates having different thicknesses (1.2 mm, 2 mm, 3.2 mm and 5 mm) to see the effect of this parameter change over the variation of both the ultimate capacity load and the initial lateral stiffness of the structure.
Conclusions A numerical assessment of the inelastic response and behaviour of SPSWs applied to seismic resistance structures has been herein presented.
Mazzolani, Perforated metal shear panels as bracing devices of seismic-resistant structures, Journal of Constructional Steel Research 126 (2016) 37-49
Zhang, Behavior of Steel Plate Shear Wall Connected to Frame Beams Only, International Journal of Steel Structures 11 (4) (2011) 467-479

In the Bhuj earthquake also, some reinforced concrete frame type stagings collapsed in the area of highest shaking intensity near the epicenter and the same type of cracking at brace ends near brace column joint regions developed in some stagings [13].
Failure of brace-column joint of staging due to poor detailing and poor quality of concrete was noticed.
It has been noted that, for tanks of large aspect ratio and falling in the long time period range, flexural behavior is more critical than shear under seismic loads [13].
Housner, The dynamic behavior of water tanks, Bulletin of the Seismological Society of America. 53 (1963), (2) 381-387
Murty, Inelastic Seismic Torsional Behaviour of Elevated Tanks.