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These main trusses are fixed into the concrete columns as indicated in Fig. 4 and then connected into the roof using longitudinal trusses, with braces between the columns.
V type braces are set on the cantilevered truss beam to increase the overall stiffness.
Use square steel tube in columns, H-beam in girders, upper and lower chords, circular steel tube in bracing.
Concrete beams and columns, upper chords and bottom chords of steel roof truss were simulated with beam element, while the web members and the braces were simulated with truss element [3].
It shows that the steel roof’s uniform distribution of mass and stiffness, and its good behavior of seismic resistance.

Research Advances in Seismic Behaviors of Shear Wall with Opening Liyan Gong1,a ,Jianwei Chen1, b and Youpo Su1,c 1 College of Civil and Architectural Engineering, Hebei United University, Tangshan 063009, China alygong2012@163.com, bheuu2010@163.com, csuyoupo@126.com Keywords: shear wall, opening, seismic performance, prefabricated Abstract.
The problems about seismic behaviors of shear wall with opening which need to be solved urgently were pointed out.
Tests on seismic behavior of two shear walls with single row of steel bars and openings were conducted by professor Wanlin Cao’s team[22-24] (2008~2010).
And the seismic behaviors of the shear wall will be influenced by the frame constraint, the size, the location of opening etc.
More researches about the effects that opening has on seismic behaviors of this composite shear wall are required to popularize and apply this structure.

Ductility and Behaviour Factor of RC Frame - Perforated SPSW Dual Systems Antonio Formisano1,a*, Hadi Monsef Ahmadi1,b and Federico M.
In this paper the non-linear behaviour of dual seismic-resistant structures made of Reinforced Concrete Frames (RCF) and perforated Steel Plate Shear Walls (SPSWs) has been investigated.
However, despite the positive results derived from the use of steel shear panels for improving the seismic behaviour of the investigated RC framed structure, in order to reduce the demands required by steel plates to the RC frame members, it is necessary to study the beneficial effects of openings obtained by drilling the panel surface, as shown in the next Section.
Behaviour factor Fig. 9.
Elnashai, Bracing Systems for Seismic Retrofitting of Steel Frames.

From the discussion above, it may be seen that in order to prevent undesirable diaphragm behavior, the in-plane diaphragm behavior must be understood.
How well do the models match the expected behavior when Poisson’s ratio is 0.33?
Slab-column interaction in moment and braced frames Diamond Shape Model and its Properties As described in the literature, a large diagonal truss carrying force to the columns, but this is not always possible in steel frames.
Beam Axial Force In this study a one-storey two-bay braced frame is considered to investigate the effectiveness of the truss element modelling in capturing beam axial forces.
The braced bay is on the left.

In the past, the effort of the research was focused on the characterization and modelling of isolated CFS members or parts of building, but this cannot be enough for innovative structure, in which the sheathing panels interact with the steel framing providing the bracing effects against seismic actions.
Landolfo, Behaviour factor (q) evaluation the CFS braced structures according to FEMA P695, J.
Landolfo, Experimental investigation of seismic behaviour of low dissipative CFS strap-braced stud walls, J.
Landolfo, Seismic Design Method for CFS Diagonal Strap-Braced Stud Walls: Experimental Validation, J.
Landolfo, Seismic analysis of sheathing-braced cold-formed steel structures, Eng.

Fig.5 Photo of tester Fig.6 The constitutive model of SMA damper Seismic analysis of frame structure installed SMA damper Based on the previous discussion of the design method of the SMA damper, the parameters of frame structure are as follows: the section of beam and column is 0.1×0.1m, board thickness is 0.02m, E ＝3×1010 N/㎡, ρ＝2500㎏/m3, story height and span are 1 meter.
In order to test the passive control effect of super-elastic SMA damper, compare the frame structure installed SMA damper with seismic response of uncontrolled frame structure.
(3) Through the comparison of control effect, it can be drawn that control effect of SMA damper on structure increases with the input seismic energy.
(3) Analysis results of seismic response of frame structure shows that this design can reduce the seismic response effectively.
Study on Behavior, Analytical Methods and Application of Viscoelastic Structure[J].

To assess the effectiveness of SMA braces to reduce the seismic response of reinforced concrete (RC) framed structures, shaking table tests of a 1/3.3-scale, three-story, two-bay RC plane frame, which was designed for low seismicity and low ductility according to the European seismic code, were carried out by Dolce et al. [6].
Their experimental results show that the SMA braces can enhance seismic performances at least comparable to those provided by steel braces, while having an additional self-centering feature.
RC Specimen (Fig. 4(a)) shows obvious yield behavior after the 2nd loading cycle.
Fig. 7 shows hysteretic behavior of a HSMAFD under sinusoidal cyclic displacements of increasing amplitudes with loading frequency of 0.1Hz, 1.0Hz and 2.0Hz, respectively.
Hysteretic behavior of HSMAFD under various loading frequencies and displacement amplitudes Fig. 8.

Compared with the flourishing development of foreign research, domestic research has just started, some scholars using the finite element method have analysed the mechanical behavior of staggered truss frame system,the material of the floor is profiled steel sheeting-concrete, result shows that this kind of structure has some advantages such as flexibility, large space, good mechanical behavior and good seismic behavior[5-8].
The sizes and materials of trusses, frame columns, frame beams and floor slabs are listed in Tab. 1.
In order to improve vertical stiffness and make lateral and vertical stiffness ratio reasonable, longitudinal braces are suggested to be set.
Fig. 10 Development and distribution of vertical plastic hinges These two kinds of conditions both show that plastic hinges all develop from bottom to top, and number is large, this phenomenon indicates that the structure has good seismic behavior.
Lateral stiffness of this system is large, but vertical stiffness is less, longitudinal braces can be set to improve vertical stiffness

Gusset plates designed to behave as pin connections are frequently used in steel braced frames to connect bracing members to beams and columns.
During earthquakes, bracing members and gusset plates are the most active load-resisting elements in the braced frames and experience yielding, buckling and other failure modes.
Although the seismic behavior and design of gusset plate connections in steel braced frames have been main research topics for many years in the field [2-5], the ultimate capacity of gusset plates in terms of rotational ductility and strength has not been fully clarified yet.
(a) (b) (c) Steel brace Gusset plate Steel braced frame Column Beam Plastic hinge Gusset plate Brace M, θ P M, θ P Plastic hinge in brace middle Gusset plate hinge Fig. 1 (a) Typical braced frame; (b) Gusset plate designed as a pin connection; (c) Deformed shape of conventional braces The proposed research investigates the seismic behavior of a gusset plate connection and evaluates its maximum rotation ductility and strength capacity until failure by using an innovative experimental method.
Lehman, A balanced design procedure for special concentrically braced frame connections, J.

It includes the ability to sustain large deformations, and a capacity to absorb energy by a hysteretic behavior [5] .
However, this reinforcement doesn't have significant effect on its carrying capacity, stiffness and ductility
Seismic Behavior of As-Built, ACI-Complying, and CFRP-Repaired Exterior RC Beam-Column Joints.Journal of Composites for Construction, Vol. 15, No. 4, July/August 2011, pp. 522-534
Seismic response of RC frames retrofitted with steel braces or walls.
Seismic behaviour of non-seismically detailed interior beam-wide column joints – Part I: Experimental results.