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Below the top of the podium, the steel braced frame around the atrium forms an outer steel trussed tube to support vertical and lateral loads from the cantilevering podium.
Loads are transferred down to the foundations by the main tower structure and a braced column zone surrounding the atrium.
Together, these columns and braces make up the Outer Trussed Tube.
For the behavior of key members under level 2 earthquake, an elastic response spectrum analysis is undertaken using level 2 design spectrum.
There is no plastic behaviour occurred in steel and bars of outer steel-reinforced concrete columns.

Study on Mechanical Behavior of the Key Components of High-Level Transfer Frame-Shear Wall Structure with Viscous Dampers Congxiao Wu 1, a, Yun Zhou 1,b , Xuesong Deng 1,c and Congyong Wu 2,d 1 School of Civil Engineering, Guangzhou University, Guangzhou 510006,P.R.China 2Architecture Design Institute of Guangzhou University, GuangZhou, 510405,P.R.China awu-congxiao@163.com, bzhydxs@163.com, cDeng2593@163.com,dWucongyong@163.com Keywords: Energy Dissipation; High-Level Transfer; Transfer Beam; Mechanical Behavior Abstract.
Based on the limited demand of transfer beam sectional dimension of tall building structure with transfer story in Technical Specification for Concrete Structures of Tall Building, a high-level transfer frame-shear structure with viscous dampers is presented for simulating the mechanical behavior of the key components effect with consideration the transfer beam depth with 1/6, 1/8 and 1/10 calculation span.
In order to prove the seismic performance of the new system, Nonlinear time history analysis under frequently occurred earthquake and rarely occurred earthquake of the high-level transfer structure with viscous dampers, buckling-restrained braces, lead-viscoelastic dampers or steel-lead viscoelastic dampers are conducted, and the results show that the proposed structural scheme is feasible, and the original structural seismic behavior could be obviously improved on account of the adoption of the system[4][5].
In the paper, a high-level transfer frame-shear structure with viscous dampers is studied for simulating the mechanical behavior of the key components effect with consideration the different transfer beam depth.
(3) The internal forces of frame-support column are not influenced to change the transfer beam depth

Fig. 1 Staggered- truss system Approximately, steel consumption of SST system is less than that of the steel beam-column frame system and others by 40%~50%.
Steel column section：H6003001635 ~ H6003001217; steel edge beam section (along X direction): HM350250914, steel truss top & bottom chords section: HM20015069, diagonal & vertical web members section: HW1251256.5x9~ HW2002001212. the brace to column foot that is adopted for odd number frame panel: HW2502501414 ~ HW4004001828, steel material yield strength : 235Mpa [7].
The top point deformation and storey drift have the similar values for different steel truss-column framessince they work together just like a 2D-frame under the one way seismic load HIST1AY, as shown in Fig. 9 and Fig. 10.
The effect of the SIW changes the SST system’s dynamical behaviors observably.
Kim, “Inelastic Behavior of Staggered Truss Systems”, Structural Design of Tall and Special Buildings, Vol.16,(2007), p.85-105

It can be seen that the structure has a rational arrangement for structural elements and has a good seismic behavior.
Then, the seismic behavior of the structure is studied through the dynamic elasto-plastic analysis method and static elasto-plastic analysis method under rare earthquake.
The four corner columns of the inner frame tube use steel box column while other columns use flat cross section or I-section steel column.
Hence, In order to improve the lateral stiffness of the lower levels of the structure, column bracings are all located around the inner frame tube below the fifth floor.
Each index of the main tower meets the requirements of the code, which means the structural arrangement is reasonable and has a good seismic behavior.

Previous investigations show that shear wall structure and frame-shear wall structures perform better seismic behavior to prevent collapse and alleviate earthquake damage than pure frame structures in severe earthquake[2,3].
Seismic behavior of conventional Shear Walls In the performance-based seismic design methodology, the certain seismic behavior is required for the structures under different earthquake level.
Slit shear walls can help raise the seismic behavior of the low shear walls.
Walls framed with concrete-filled steel tubular columns, steel reinforced concrete columns, and reinforced concrete (RC) columns.
Seismic Behavior of Cold-Formed Thin-Walled Steel Reinforced Concrete Shear Walls[D].

Schafer, Lateral stiffness and strength of sheathing braced cold-formed steel stud walls, Eng.
Nejat, Inelastic behavior of cold-formed braced walls under monotonic and cyclic loading, Int.
Landolfo, Experimental investigation of seismic behaviour of low dissipative CFS strap-braced stud walls, J.
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.

A steel structural typology that satisfies the stated objective, is the eccentrically braced frame (EBF) which can be considered as the judicious compromise between large stiffness braced structures and high ductility of moment resisting frames (MRFs).
The contact property in terms of Normal and Tangential Behavior is defined considering ‘Hard Contact’ and ‘Penalty’ friction, respectively.
Dual high-strength steel eccentrically braced frames with removable links.
Re-centring dual eccentrically braced frames with removable links.
Numerical simulation of bolted links removal in eccentrically braced frames.

The application of the Steel materials in large-span cantilever composite structure Nan Geng1.a 1College of Architecture and Civil Engineering of Taiyuan University of Technology ,Taiyuan 030024,China; a15034114160@163.com Keywords: Large-span cantilever, Behaviour analysis, Glass curtain wall, Steel materials Abstract.
The part of concrete structure column size is 8.4m×8.4m,plane size is 42m×42m.
Vertical regularity: level stiffness ratio of the first is less than the second 95%, the lateral stiffness of is irregular[2] .
In order to control displacement and stress of the steel ratio of the cantilever beam end , increase a root braced steel beam supporting to three layer beam-column junction.In order to increase the steel braced safety reserve, when designing brace of stress ratio control below 0.4.To increase torsional rigidity of top cantilever beam, increased level support in the plane of 7, 9 axis diagonal brace.
Design load combinations consider varieties of combinations among constant load, live load, wind load, X to the earthquake action, Y to the earthquake effect, and vertical seismic action.

Visible, studying buildings of seismic capacity has important practical significance and application value. 2 Disadvantages frame structure seismic performance Frame structure is load-bearing system by rigidly connected to the beams and columns or articulated structure composed of common resistance that occurs during the use of horizontal loads and vertical loads from the beams and columns composed frame.
Frame structure due to rely mainly on the beams, columns absorb seismic energy and seismic line of defense is relatively simple, which is the main drawback of the frame structure, thus limiting the height of the frame structure built.
People have the idea of improving the overall structure of the force, adopting shear walls or steel braces to improve the seismic performance of frame structure, formed a double frame structure as the main lateral force resisting structures such as shear frame structure, the supporting frame structure and so on.
Frame-seismic behavior of multi-ribbed composite slab structure system for supporting ribbed plates can do a perimeter wall, and can be used as interior wall, layout flexibility, construction speed, low cost, energy saving and environmental protection.
[5] Ding Tang,Qianfeng Yao, Meng Guo, Energy framework _ ribbed composite wall structure and framework for comparative analysis of seismic behavior of infilled, Beijing Jiaotong University, 2011,35 (4) :93-98.

The inelastic effects can be reduced substantially using passive seismic protection systems in the form of supplemental damping devices [1,2,3,4].
Hence, development of new true negative stiffness devices is necessary to shift the yielding behavior from the structural system to ANSS/NSD.
The behavior of the structure with NSD will not be altered for |u|<.
In the initial phase 2nd and 3rd floors of the frame are braced.
Sivaselvan-Reinhorn model [12] is used to capture the hysteretic behavior.