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They can develop Shape Memory Effect (SME) as well as Pseudo-Elastic (PE) behavior [5, 6].
Simplified modeling of the PE behavior.
Seismic behavior of superelastic shape memory alloy spring in base isolation system of the multi-story steel frame. 
Earthquake performance of steel frames with nitinol braces.
Use of SMA bars to enhance the seismic performance of SMA-braced RC frames.

Moreover，the magnification effect of the lower structure about seismic load can not be ignored when designing and analyzing.
Table4 The axial force of some typical members[kN] Seismic load model brace Column Column Conner Column Conner Column Top of main entrance bottom of main entrance bottom middle X direction model 1 15.09 4.32 -15.6 1.33 -1.94 model 2 37.7 31.33 -89.3 -86.8 -9.12 Y direction model 1 -0.22 0.25 0.37 0.29 -0.76 model 2 23.28 24.13 30.57 29.38 3.58 Z direction model 1 0.21 -0.59 0.79 0.61 0.45 model 2 0.65 2.53 1.3 -1.39 0.91 Therefore, the integrated model is better.
The displacement and internal force increase greatly compared with the calculation results obtained from the single steel structure model; the magnifying effect of lower supporting frame should not be ignored. 5) In the analysis of strong earthquake, seismic response of upper steel structure reduces while lower concrete structure isolation function to earthquake increases when taking the plastic characteristic of concrete structure into consideration.
Earthquake resistance behavior analysis and research of the coincident structural steel top roof and bottom structures of the theatre of Henan Provincial Art Centre.
Prestressed system analysis and study on seismic behavior of large cantilevered steel roof structure.

In the paper, based on two different 3D models considering or ignoring the stiffness of infilled walls (SIW), a numerical investigation is presented on the structural behaviors of the SST system utilizing the soft ware ETABS.
Nevertheless, few investigation has been carried out about the effect of infilled wall stiffness for SST system RC slabs.
Steel column section：H60030016x35 ~ H6003001217, steel edge beam section (along X direction): HM350250914, steel truss top & bottom chords section: HM20015069, diagonal & vertical web members section: HW1251256.59~ HW2002001212. the brace to column foot that is adopted for odd number frame panel: HW2502501414 ~ HW4004001828, steel material yield strength : 235Mpa [6].
Conclusions The investgation shows that the SST system is different with the other normal structure system: steel frame and steel frame-shear wall system, the stiffness of the SST system along the Y direction is much more stronger than the X direction, the effect of the SIW make the SST system’s dynamical behaviors changed observably.
Kim, “Inelastic Behavior of Staggered Truss Systems”, Structural Design of Tall and Special Buildings, Vol.16,(2007), p.85-105

For the masonry infills considered as effective in the structural behavior it can be advantageous to decouple the masonry infills from the resisting structural frame so that the bare structural frame has a clearer structural behavior without significant interactions with the masonry infills.
The nonlinear behavior of the cross sections located at the ends of beams and columns is represented by a bending moment-curvature piecewise linear law.
For considering plastic and viscoplastic material behavior with local and nonlocal effects and nonlinear kinematic hardening rules see e.g.
The choice of including or not including the effective masonry panels in the modelling of a RC structural frame is related to the comprehension of the behavior of the structure in presence of seismic actions and thus to the evaluation of the effects induced on beams and columns by the presence of the infills.
[23] Stafford-Smith B., Behaviour of square infilled frames, Journal of the Structural Division, vol. 92, n.ST1, pp. 381-403, (1966)

The connection between the columns and base is assumed as fully fixed support.
The double IPE 180 standard sections are assumed for all columns.
(A) Steel moment frame (B) Base-isolated frame Vertical stiffness: 178 104 kgf/cm Initial shear stiffness: 178 102 kgf/cm Shear yield force: 181 102 kgf Results and Discussion.
Acceleration response graphs of structures Summary In this paper the behavior of three dimensional steel frames with base isolator under seismic load has been studied through the FEM technique.
The Seismic Design Hand Book

As a result of these unique characteristics, flag-shape load-deformation responses are typically exhibited by SE SMA elements, and based on such behavior, a variety of seismic resistant devices and members, including dampers, braces, beam-to-column connections, base isolators, and concrete members, have been proposed [3-13].
Fig. 1 Details of SMA ring springs Typical cyclic behavior.
This behavior is attributed to the friction effect over the taper face.
Zhu, Shake table test and numerical study of self-centering steel frame with SMA braces, Earthq.
Luo, Self-centering eccentrically braced frames using shape memory alloy bolts and post-tensioned tendons, J.

With the increase of structural storey, the effect of high order mode on seismic behavior is more and more obvious and the deviation of calculation results derived from pushover is bigger and bigger.
Introduction The steel frame-steel plate shear wall structure is an innovative lateral load-resisting system capable of effectively bracing a building against both wind and earthquake forces, which is suitable for high seismic intensity areas.
Therefore, seismic behavior evaluation of this system becomes a hotspot of research [1,2].
Fig. 1 Structural layout Both pushover analysis and IDA can be used to evaluate the seismic behavior of structure, and the biggest difference between the two methods is that effect of multi-order modes on structural performance isn’t considered when the static pushover analysis is used, but is considered by IDA which is essentially non-linear dynamic time-history analysis.
The bending moment, shear load and torque of each rod are released in order to realize that the rod is articulated with the surrounding frame beam and column.

A shaking table test of a scaled model was conducted under different earthquake waves to investigate the structural behavior.
The scaled structure model shaking table test was carried out to investigate the behavior of the structure under seismic wave.
For this reason, dampers are employed to brace the columns rotating along with the structure.
The behavior was compared between the model structures with and without dampers under the loading case of the peak excitation was 110gal.
These results are drawn under the target analysis CRST frame structure and the optimize plan can be designed considering the tested and simulated behavior of the dampers.

A 2D building frame has been modelled for a case study and its behaviour under 100-year, 500-year and 2500-year return period earthquake events has been summarised.
In tests on buckling restrained braces (BRBs), which are used in braced frames in areas of high seismicity, Tsai et al. [8] experimented with four different types of debonding layers and it was shown that self-adhesive chloroprene rubber with a thickness of 2 mm was very effective in reducing the ratio of the maximum compression to the maximum tension, i.e. the β value, during fully reversed cyclic loading.
However, the behaviour of the structures incorporating these RBRFs under 2 concecutive earthquakes has not been studied.
This research will observe the behaviour, in terms of inter-story and residual drifts, of a composite moment-resisting frame (MRF) utilising the RBRFs under two consecutive earthquake events.
[19] Oktavianus, Y, Goldsworthy, HM, and Gad, EF, Behaviour of headed anchor blind bolts embedded in concrete filled circular hollow section column, Australian Earthquake Engineering Society, Lorne, Victoria, Australia, 2014

This specimen is planned to exhibit the overall flexural behavior.
All longitudinal rebars in the columns broke at the drift angle of R=5.0% under shear-sliding and flexural behaviors.
The behavior of this specimen was mixed of shear sliding at the base and overall flexural behavior.
Conclusions 1) Three fundamental mechanisms, such as overall flexural behavior, shear-punching (direct shear) failure at the top of retrofitted frame, and shear-sliding behavior at the base, were verified experimentally.
Kobayashi: Capacity-based Analytical Evaluations of Retrofitted RC Frames, -A New Hybrid Connection for Installation of Steel Braced Frame inside a RC Frame (Part 2)-, Journal of Structural and Construction Engineering, Architectural Institute of Japan (AIJ), Vol. 74, No. 651 (May, 2010), pp. 987-996