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(a) (b) (c) Fig. 7 Behavior of Specimen 1: (a) hysteresis behavior; (b) local buckling at beam 2 right end; (c) fracture of beam 2 right end Specimen 2: Retrofitted frame Figure 8 shows the overall behavior of the retrofitted frame.
Figure 9(b) shows the hysteretic behaviors of the tension rod that connected the interior column and beam 2.
This effect contributed the stable behavior of the steel frame to large deformation.
Moon, Seismic behavior and retrofit of steel moment connections considering slab effects, journal of Structural Engineering, 26(2004) 1993-2005
Warnitchai, Seismic Design and Behavior of Ductile Knee-Braced Moment Frames, Journal of Structural Engineering, 2011,137(5): 579-588 [6] Sheng-Jin Chen, Y.C.

A behavior factor expresses the range of non-linear response reduction.
Effects of earthquake have been defined on the basis of method of Design Response Spectrum with the application of behavior factor 3.2.
Comparison of model stiffness with effect of virtual lateral force, operating in the column head parallel to the frame level has been defined as the effectiveness criterion.
Rigidities of two partial parts have been specified for each material combination - Pure Frame Stiffness PFS and Pure Bracing Stiffness PBS.
Engelhart “Seismic eccentrically braced frames”, Journal of Constructional Steel Research, Vol. 10, No.

Definitely the FM5 frame featured an unstable behavior, as the proof that vertical loads greatly affect the horizontal load-displacement behavior of MRF.
Behavior under cyclic loads.
Behaviour of Steel Structures in Seismic Areas, Yokohama.
Yamada, Seismic imput and damage of steel moment frames, in Behaviour of steel structures in seismic areas, STESSA 97, Kyoto (1997) [11] V.V.
Mitani, Inelastic behaviour of full scale steel frames, Bull.

The outrigger-braced system is regarded as one of the most effective ways for increasing structural stiffness and has been widely used in tall building structures especially frame-core tube structures [1].
Through software ANSYS, the seismic behavior of Wuhan International Securities Mansion which had three-outriggers was analyzed by Wang et al
Parameter Study of Outrigger-braced Tall Building Structures.
Analysis of High-rise Braced Frames with Outriggers.
Preliminary Analysis of High-rise Braced Frames with Facade Riggers.

Whether pinned, semi-rigid or rigid behavior is developed primarily depends on the insert (or overlap) length Lin.
• What effect does the adjacent framing have on the end fixity provided by stiff gussets?
Adjacent Framing While transverse and torsional bracing may be required to prevent beam lateral-torsional, column or frame instability, the adjacent framing must also satisfy BRB stability requirements if the design relies upon end fixity.
Lanning, Using buckling-restrained braces on long-span bridges near seismic faults, PhD Dissertation, University of California, San Diego (2014)
Tagawa, Behavior characteristics of buckling-restrained braces using round steel bar cores and double steel tubes, J.

The paper concludes with the evaluation of the equivalent q-behaviour factor of both the protected and the un-protected frames.
The main objective is to provide useful design information about the seismic behavior that these structural typologies are able to supply to the frames in which they are arranged.
Similarly, in Fig. 2b, the the structural schemes of the obtained braced frames are depicted.
Behavior Factor Evaluation The performed incremental dynamic analyses were also used to define, for both types of frames, the relative values of the q-behavior factors to be used for the conventional reduction of the seismic forces during the implementation of linear static or dynamic analyses.
Hysteretic behaviour of bracing-type pure aluminium shear panels by experimental tests (2011) Earthquake Engineering and Structural Dynamics, 40 (10), pp. 1143-1162

A further uncertainty associated to concentric braced macromodels is represented by the impossibility to predict the additional shear demand transferred to the ends of beams and columns because of interaction with infills in contact regions.
Hence an assessment of seismic capacity made by diagonal braced macromodels may lead to large overestimations if nodal regions are not equipped with adequate seismic detailing.
Stafford Smith, Behaviour of the square infilled frames, Struct Div (ASCE), 92-1 (1966) 381-403
Fiore, Appraisal of masonry infill walls effect in the seismic response of RC framed buildings: a case study, Eng Struct, 34 (2012) 514–26
Crisafulli, Seismic behaviour of reinforced concrete structures with masonry infills, PhD Thesis, University of Canterbury, New Zealand, 1997

In this project, the design method based on seismic behavior is adopted.
About seismic grade: frames are grade 2, shear walls are grade 1, inclined columns and those beams and columns intersecting with inclined columns are grade 1; 2.
Braces and columns is on the same condition with frame beams, having plastic hinges at the bottom end but need not repair before put into use.
The results of the calculation above show that, part of members (braces, columns and frame beams) have reached their yield point.
Coupling beams, frame and braces which develop plastic hinges can dissipate seismic energy, and need some repair after earthquake. 4) It is concluded from all parts above that Kelamayi Exhibition Building can meet the requirement in seismic design code, and also can meet the requirement of the fixed aseismic behavior indexed.

Experimental studies on seismic behaviour of shape steel concrete short-leg shear walls.
Seismic behaviour and design of composite steel plate shear walls.
The axial load behavior of composite walling.
An experimental study on the seismic behaviour of RC coupled shear walls with concealed bracings of different styles.
Experimental study on seismic behaviour of short pier shears walls with different forms of concealed bracings.

The present work proposes and analyses the solution for seismic behaviour of GFRP (Glass Fiber Reinforced Polymers) applications to evaluate the performances respect to dynamic actions considering the global effect on historical structures.
To analyse the dynamic behaviour of GFRP structures in this work has been evaluated the stiffening effects of the braced systems, the different rotational stiffness of joint and the comparison with similar solutions built through traditional material.
The rotational stiffness of semi-rigid internal node of 3D frame was calculated as average value of Eurocode 3 interval - considering the beam length equal to 4961mm - braced 100.66≤Kφ≤1610 with Kφ = 755 kNm/rad and unbraced 100.66≤Kφ≤5033 with Kφ = 2466 kNm/rad.
Table 1. 3D frame braced and unbraced, first frequency External joint Int. joint Kφ (kNm/rad) BRACED UNBRACED Figure 1.
The relationship between the braced and unbraced configurations shows a similar behaviour for the Clamped external joint and the increment of displacement values - of the unbraced configuration compared to the braced configuration – equal to 20% and 40%, respectively.