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The steel frame is always in the elastic stage under the earthquake, it has stable hysteretic behavior and good energy dissipation capacity.
Extensive research on the reinforced connection made by domestic and foreign experts proved that the reinforced connection has a good energy dissipation capacity and hysteretic behavior.
To study the dynamic characteristics of the steel frame with widen flange connection deeply, we made a half scale specimen of single span and two floor steel frame as shown in Fig.1 which span is 4.5m, storey height is 1.8m refer to storey height of the common civil building, column grid span, beam-column section size and loading of hydraulic-servo actuator according to [3, 4], and studied the effects of reinforced connection to the seismic performance of the overall frame by exerting dynamic load on specimens.
As shown in Fig.3, ①-② are the numbers of the displacement meter which is used to measure displacements at the beam end, draw P-Δ curve, evaluate the seismic behavior of frame and calculate the deformation of the beam.
The steel frame is always in elastic stage under the seismic load, it has stable hysteretic behavior and good energy dissipation capacity.

On choosing the seismic wave Identifying and choosing the near-field seismic wave The near-field ground motion is typically feathered in its directional effect and fling-step effect.
Then set the damping braces in the lower part of the building, and select the X shape symmetrical arrangement to minimize the additional internal force effect on the beam generated by damping braces under the earthquake.
Table.2 The column axial load ratio Seismic wave Elcentro Chi-chi Artificial wave 0.9142 0.9137 0.9094 From Table.2 we can discover that, the column axial force has decrease by 9% with the help of the damper.
Conclusions This paper focuses on analyzing the structure response towards the earthquake under the various working conditions involving different kinds of pulse seismic waves, as well as has a closed looking into the effect on the base isolated structure made by the near-field multi pulse ground motion, as well as the aseismic behaviors after setting the composite isolated structure.
Earthquake Response of RC Moment Frame Subjected to Near-fault Ground Motions [J].

The wheel is supported by two A-Frame columns, founded in two sides of the terminal building below and stabilised at the spindle level by four cable stays.
Table 1 Section of members Member Type Section Member Type Section A-frame body Φ5000×30mm Main strut capsule support Φ326×8mm A-frame column cap Φ5000×30mm-Φ2000×70mm Portal beam capsule support Φ326×8mm Elevation braces Φ508×12mm Capsule support brace Φ168×5mm Inner chord Φ1120×32mm Main strut capsule support Φ326×8mm Horizontal plan braces Φ406×8mm Hub Φ5000×30mm Diagonal plan brace Φ406×18mm Spindle Φ2800×80mm Outer chord Φ660×25+HW400×400mm Spoke cables Φ7×253mm Stay cables Φ7×199mm Structural analysis Static performance of structure.
In the analysis process A-frame begin to yield firstly, then part outer chord member and horizontal plan braces member also yield.
Strength and stiffness are calculated and assessed.
Seismic Behavior of Skyscraper Wheel Structure in Tianjin Cihai Bridge.

Keywords: Low Cyclic Loading; Y-Joints; Outrigger Truss; Stiffener Plate; Hysteretic Behavior Abstract.
The elastic and plastic characteristics of the Y-joint of frame-core tube structures with steel pipe column and steel pipe outrigger truss is studied in this paper.
It is demanded that when the length of the brace ( outrigger truss ) is over than 8 times of its diameter and the length of the chord ( column ) is over than 6 times of its diameter, the effect of the Y-joint characteristic for the choosing of the length is very small[5, 6].
The steel uses bilinear stress relationship [8, 9], after the yield of the material, the second stiffness is 0.01.
Seismic Behavior of Steel Beam-Column Moment Connections with Composite Effect [C]//Proceeding of Fourth International Conference on Advances in Steel Strucures, Shanghai, (2005).861-866

A five-story three-dimensional steel frame structure excited by El-Centro seismic accelerations is studied for validating the proposed method.
Introduction Accurate knowledge on structural dynamic loadings would contribute greatly to the successful determination of structural dynamic behaviors.
The outer diameters of the column, beam and brace pipes are 1.6, 1.2 and 0.8cm respecitvely.
The columns and floor beams are modeled as Euler-Bernoulli beams, and the bracings are modeled as truss members with no bending stiffness.
A five-story steel-frame structure was used for the study.

Fig.2 Damage behavior of reinforced ordinary concrete (R/C) and reinforced ECC (R/ECC) without stirrups, shown at10% drift after reverse cyclic loading and load—drift hysteresis loop Application of ECC for damage mitigation Damage Mitigation Using ECC Device.
Cheaper cost is also an advantage compared with conventional strengthening methods, which include installing walls, installing steel framed braces, or installing energy dissipation dampers.
The ECC short columns are supported by stubs.
Whether on-site or precast ECC device, should effectively reduce the seismic effect.
The bottom frame usually be used as shopping malls or restaurants, lead structures become weak, so ECC device installed in the bottom of the side frame column, the devices are modeled as linear members, and then modeled with an elastic-plastic spring at the end of each member.

Systems Description Loading system 1 Structural Frame Systems Basic elements of structural system · Frames; Floor Slab; Beams; Columns · Carrying gravity load, while providing adequate 2 Structural Wall Systems All vertical members are analyzed, design and construction as structural wall, known as shear wall
Step-1: Evaluate the behaviour of shear wall structures i) Lengths and thickness may change, or discontinued, at stages up the height.
Figure 2: 3-D High-rise render view A typical framed structure braced with core wall. a) 3.5m 3.5m 3.5m 3.5m b) Figure 3: Typical Floor Plan with Shear Wall - Frame Building Structure-a) Schematically presents, b) by STRUDS (a structural analysis and design software) Step-2: Analysis of Proportionate system: the system is statically determinate and then categories into ‘structure twist and non twist.
i) Membrane finite element analysis ii) Analogous frame analysis: a) Braced frame analogy; b) axial, shear and bending stiffness; c) Application of analogous frame; d) Conversion of analogous frame forces to wall stresses Step-5: Concrete shear wall: It may be cast-in- place or pre-cast.
The rigid floors stretch these loads to the columns or walls in the building.

Pseudo-dynamic test and pseudo-static test were carried out to investigate the seismic behavior of the model structure.
The model structure remains intact and the stiffness of the structure keeps invariant under the frequently earthquake because of the large quality and stiffness of the structure.
Furthermore, 2B12 braces are arranged in the node between the tie-column and the ring-beam to improve the cracking load and the ultimate load of the model [11].
The equivalent mass of the model structure at the point of the load effect is given in the pseudo-dynamic test.
The initial lateral stiffness is 113kN/mm in this paper after data processing.

The design spectrum has been determined by assuming a behaviour factor q in the range from 1 to 3.
The ranges considered for ground type and for the behaviour factor reflect the uncertainties relevant, at this stage of the study, to the stiffness of masonry buildings supporting the vault and to the dissipative structural behaviour of the dome members and joints.
The curves have been plotted as a function of the behaviour factor and of the ground type varying within the ranges previously indicated.
The deformed shapes of the vibration modes along one of the horizontal axes have pointed out some interesting aspects of the structural behaviour with regard to seismic actions.
Different ground types and behaviour factor have been considered for the evaluation of seismic actions, in order to assess the influence of the main parameters relevant both to the stiffness of the masonry buildings supporting the vault and to the dissipative structural behaviour of the dome.

Literature review of seismic behavior of composite steel plate shear wall Ning Zhou1,a, Feng Xiong1,b, Qunyi Huang1,c, Qi Ge1 and Jiang Chen1 1College of Architecture and Environment, Sichuan University, Chengdu, China, 610065 asccdzn2009@foxmail.com, bfxiong@scu.edu.cn, ctumuzhizao@163.com Keywords: composite steel plate shear wall, seismic behavior, hysteretic curve, ductility Abstract.
Ductility and energy dissipation capacity of the walls are increased and seismic behavior is improved.
ESPCSW and unilateral steel plate composite shear wall use single steel plate and have the similar behavior.
Man Xu [2] used ANSYS to research the shear resistance behavior of ESPCSWs.
So the seismic behavior still need to be further studied.