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The goal of the retrofit design of FVDs is to improve the building’s seismic behavior that focuses on avoiding collapse under a basic-safety, level-2 earthquake (BSE-2E).
In this paper, a case study building: a 35-story steel moment-resisting frame incorporating pre-Northridge welded beam-to-column connections was selected.
Parameters needed for simulation include the damping constant C, damping exponent a and brace stiffness K.
Fully stressed design of passive controllers in frames structures for seismic loading, Struct.
Seismic retrofit of a high-rise steel moment-resisting frame using fluid viscous dampers.

Dynamic analysis represents the behavior of the structure during seismic event and dynamic characteristics of the structure.
Static analysis is focused on the effect of horizontal wind loads, dynamic analysis on the seismic loads.
First, it was chosen monolithic reinforced concrete wall system in an alternative with frame system with stiffening core.
This phenomenon takes effect during the initiation of construction, when the foundation gap is lightened.
Adding extra bracing walls we obtained design situation, which is identical to the first version - wall system.

This research proposes some first evaluations on the dynamic behaviour of pultruded FRPs (Fiber Reinforced Polymers) strut and tie spatial structure for seismic protection of historical building heritage.
Basing on the experimental results the dissipative capacity has been evaluated through the calculation of the behaviour factor q.
The analysis was carried out considering some typological variations to investigate the variability of the behaviour factor q.
Except for the first mode, the independent behaviour of the two structures can be seen.
Russo, Free vibrations of a pultruded GFRP frame with different rotational stiffnesses of bolted joints, Mech.

The factor considered the effect of higher modes whose contributions are not calculated.
Research on Working Behavior of Highrise Structure with Rigid Outriggers[J].
Behaviors of outriggers in frame-tube structural system of concrete filled steel tube (CFST) tall buildings [J].
Mechanical Performance and Design Suggestions of Outrigger Braced Tall Building Structures[J], Building Structures, 2008(02):111~115, (in Chinese); [9] Anil K.
Frames[J].

Hysteretic Behavior and Energy Dissipation Capacity.
Hysteretic Behavior of the specimens can be analyzed by the shape of the hysteretic loops.
The later behavior of them is stable and this is good for being used in the seismic zones
(4) The composite SPSWs with CFT columns, which still present stable seismic behavior at a drift of 1/100, exhibit higher seismic energy dissipation capacity.
The entire seismic behavior of the shear walls with mid-thickness steel plate, which load-carrying capacity and stiffness are between the shear walls with thin steel plate and the shear wall with thick steel plate, is the best among the six specimens

Large displacements lead to large effects and overturning moment.
Research on Working Behavior of Highrise Structure with Rigid Outriggers[J].
Behaviors of outriggers in frame-tube structural system of concrete filled steel tube (CFST) tall buildings [J].
Mechanical Performance and Design Suggestions of Outrigger Braced Tall Building Structures[J], Building Structures, 2008(02):111~115, (in Chinese); [8] Liang Xingwen Huangyajie.
Frames[J].

Introduction Buckling-Restrained Brace (BRB) is also called Unbonded Brace, Buckling-Inhibited Brace, Non-Buckling Brace, Yield Brace and so on.
Fig.1 The construction of common BRB Fig.2 Compressive behavior and Force-Displacement curve of BRB The Triple Steel Tube Buckling-Restrained Brace (TST-BRB) was invented by Manabu, Tadaharu, et, al. in 2005.
Tab.3 showed the comparison on hysteretic behavior and bearing capacity of specimens with different number of notch.
Tab.5 Initial stiffness and stiffness after yield of the specimens with different depth of notch Stiffness TB-8 TB-9 TB-1 TB-10 TB-11 TB-12 Initial stiffness(kN/mm) 149.93 149.16 147.23 144.76 141.68 137.61 Stiffness after yield(kN/mm) 2.90 2.88 2.85 2.81 2.76 2.64 Tab.6 showed the comparison on hysteretic behavior and bearing capacity of specimens with different depth of notch.
Design and Application of Buckling- Restrained Brace Frame.

Meanwhile architrave bundle wrapped in cloth and other contact with the ground columns and beams connected with components turn into a light and strong body ductile frame structure , this system has a rigid frame structure with soft dual characteristics , to convey the world China's " firmness and flexibility , softness "in philosophy.
Some scholars of ancient building seismic performance tenon nodes are studying , and the establishment of four beam 4 column space model of ancient timber buildings tenon connections, low cyclic loading tests carried out to analyze the architecture of seismic parameters and resilience model .
Dougong not only act as a " shock absorber " role, but also connects Dougong various horizontal member and this is a ring-shaped layer of strong integrity , " just drive " , according to " abler " the principle of the transfer seismic forces evenly to the lower frame layer consisting of columns and Fang , greatly improving the security of the entire structure.
Is also one of the most prominent ancient Chinese traditional architectural image features a large roof, the whole roof ( especially Dianding veranda , Shanding , etc. ) require a large number of complex structures and components , with its self- weight frame column online at strengthening the overall timber frame stability , to improve the seismic capacity of the building also made ​​no small contribution.
(in chinese) [3] Hongpeng Ge,in:Experimental study on seismic behavior of Chinese ancient wooden buildings withstrengthened mortise-tenon [D] ,edtied by Xi′an: Xi′an University of Architecture and Technology, 2004.

Thirty one pares of box inclined braces connect main arch rib and steady arch ribs and sixteen cross braces connect both steady arch ribs.
The side piers and upright columns are designed to be spliced by steel plates.
(5) Through shake table test and finite element analysis, the aseismic behavior of the bridge specimen is proved to be good under frequency earthquakes.
During seismic design of this kind of CFST arch bridge it's better to consider the seismic excitation with spatial variation including traveling wave effect.
-Y., Experimental and theoretical study on softening and pinching effects of bridge column, Soil Dynamics and Earthquake Engineering, Vol. 21(1), 75-81. (2001) B.

Tecchio, 80, 80125, Naples, Italy aantoform@unina.it, bfmm@unina.it Keywords: Aluminium alloys, Perforated shear walls, Seismic protection devices, Non-linear behaviour, Parametric analysis.
The beam-to-column frame connections are modelled by HINGE connectors.
In conclusion, the aluminium panels showed a large dissipative behaviour with hysteretic curves afflicted by negligible pinching effects.
De Matteis, Numerical evaluation of the hysteretic performance of pure aluminium shear panels, The 5th International Conference on Behaviour of Steel Structures in Seismic Areas (STESSA ‘06), Yokohama, Japan, 2006
Mazzolani, Full-scale test on existing RC frame reinforced with slender shear steel plates, Proc. of the 5th International Conference on Behaviour of Steel Structures in Seismic Areas - Stessa 2006, pp. 827-834, 2006