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These RC framed structures may be suitably retrofitted by using steel braces that exhibit high lateral stiffness and strength [4].
Tensile properties of cement composites In internal bracing method for seismic retrofit of RC framed structures, steel braces are inserted in the empty space enclosed by columns and beams of existing RC frames.
Connections between steel brace members and existing RC frame are important to achieve the required strengthening performance because a braced steel frame is positioned inside existing RC frame.
In this study, the flexural behavior and toughness of sprayable SHCC, which can be cast into the connection between steel brace and RC frame without formwork and exhibits strain-hardening behavior and multiple cracking in the direct tension as shown in Fig. 2, are investigated.
Flexural behavior of SHCC prisms Figure 6.

Table 1 Dimensions and reinforcement of specimen [mm] Dimension Dimensions of frame and rib Reinforcement of frame Reinforcement of rib （Length×Hight×Width） Frame column and beam Rib column and beam Longitudinal bar Stirrup Longitudinal bar Stirrup 1400×1440×100 100 50 4ф6 ф4@100 4ф4 ф2@100 Reaction wall Fix beam Distribution beam Actuator Lateral bracing Figure2 Loading devices Loading devices.All tests were conducted in structure laboratory of Xi’an University of Architecture and Technology.
Many normal cracks on the side of frame column penetrate gradually the entire cross-section of column.
Tension reinforcements in the frame column yield.
Seismic behavior and modeling of high-strength composite concrete-filled steel tube (CFT) beam-column[J].
Inelastic behavior of concrete masonry shear walls [J].

The brackets model experimental results show that tenson joints slip deformation and elastic plastic deformation under the action of earthquake, tenon and tenon joints loosening due to creep, which made stiffness degradation thus than mitigate the seismic effect of the structure.
Shang, Seismic behaviors of southwestern Hunan wooden houses by shaking table test, J.
Performance-based seismic design of wood framed buildings.
Lam, Lateral Performance of Nonsymmetric Diagonal-Braced Wood Shear Walls.
Zandonini, Cycilic behaviour of semi-rigid composite joints.

For the masonry infills considered as effective in the structural behavior it can be advantageous to decouple the masonry infills from the resisting structural frame so that the bare structural frame has a clearer structural behavior without significant interactions with the masonry infills.
The nonlinear behavior of the cross sections located at the ends of beams and columns is represented by a bending moment-curvature piecewise linear law.
For considering plastic and viscoplastic material behavior with local and nonlocal effects and nonlinear kinematic hardening rules see e.g.
The choice of including or not including the effective masonry panels in the modelling of a RC structural frame is related to the comprehension of the behavior of the structure in presence of seismic actions and thus to the evaluation of the effects induced on beams and columns by the presence of the infills.
[23] Stafford-Smith B., Behaviour of square infilled frames, Journal of the Structural Division, vol. 92, n.ST1, pp. 381-403, (1966)

The floor adopts the braced reinforced concrete precast floor system.
Study the damage and plastic strain of the outer frame steel reinforced column and the core tube shear wall.
Complete geometric nonlinearity: power balance equation of the structure is based on the geometry after the structural deformation, “P-∆”effect, nonlinear bulking effect and large deformation effect are carefully considered.
found in the column footing of the outer frame.
Plastic damage of the outside frame column.

The substructure was designed with column pier connected by lateral brace, and height of piers are about 20-30m[3].
Curved bridges have complex dynamic behavior and may experience additional bending moment due to the eccentricity of mass center under the action of earthquake excitation.
Figure 4 shows the failure of column joint of Baihua bridge due to vulnerability of RC frame structures and short of special configuration measure of column and beam joint.
Therefore, how to determine the reasonable stiffness and strength of the block in the high seismic intensity is very important.
(a) Abutment impact damage (b) Deck impact damage (c) Crack of box-girder Fig.14 Damage of bridge superstructure Conclusions RC Curved bridges with different high pier columns usually exhibit complex dynamic behaviors when subjected to vertical and horizontal ground motions simultaneously.

Maximum displacement and relative displacement ratio are used in order to evaluate the inelastic behavior of the structure by the wind.
Table 3 Load Combinations Load combinations Load combination information LC1 WX (X-direction wind load) LC2 WY(Y-direction wind load) LC3 1.2DL + 1.3WX + 1.0LL LC4 1.2DL + 1.3WY + 1.0LL Braced frames are are efficient in resisting lateral loads because they can provide high strength and stiffness.
Table 4 Analysis variables Brace type Wind speed Frame structure with core 30m/s, 40m/s, 50m/s Frame structure with diagonal brace 30m/s, 40m/s, 50m/s Frame structure with X-shape brace 30m/s, 40m/s, 50m/s Frame structure with Chevron brace 30m/s, 40m/s, 50m/s Analytic Results Analytic results on the effect of wind speed from 30m/s to 50m/s on braced frame structures are analyzed after post processing.
Khusru, Structural behavior of steel building with concentric and eccentric bracing: A comparative study, Int.
Hu, Bracing Systems for Seismic and Wind Performance of Tall Buildings, Adv.

Displacement/mm Seismic accelerate/m/s2 Fig. 8 Effect of the stiffness of substructure.
Effect of stiffness of substructure.
Jianheng, Stability of Braced Domes Under Dynamic Loads.
Horizontal Earthquake Loading and Linear/Nonlinear Seismic Behavior of Double Layer Barrel Vaults.
Earthquake Effects on Single-layer Lattice Domes with Supporting Frames.

Figure 6: Idealized bilinear SDOF systems: a) Bare frame; b) Damped brace (Mazza et al. [13]).
In fact, the metal shear panels have very high dissipation capacity and complex hysteretic behavior with stiffness and strength degradation and pinching effect.
a) b) Figure 7: Cyclic behavior.
Mazzolani, Numerical and experimental behaviour of a full-scale RC structure upgraded with steel and aluminium shear panels, Comput.
Vulcano, Design of hysteretic damped braces to improve the seismic performance of steel and RC framed structures, Ingegneria Sismica 31(1) (2014) 5–16

Reasons for this good behavior have been attributed to the high stiffness to strength ratio of steel sections, the contribution of non-structural elements, the short duration of the earthquake shaking, and soil-structure interaction effects.
In this building, sliding occurred at the columns at the base of the structure and in the beam to column connections of the perimeter frame in the 2013 Grassmere earthquake.
Details of the Friction Connections on the Terrace Project (MacRae) g) Rocking frame systems Rocking steel concentrically braced frames with ring spring base hold down systems were also used in the Te Puni Apartment building at Victoria University in Wellington in 2007 and exhibited uplift of some 4 to 6mm in the 2013 Grassmere earthquake.
“Performance, Damage Assessment and Repair of a Multistorey Eccentrically Braced Framed Building following the Christchurch Earthquake Series”, Steel Innovations Conference, Steel Construction New Zealand, Wigram, Christchurch, 21-22 February 2013, Paper 19 [3] HERA., 2013.
Seismic Design of Eccentrically Braced Frames, HERA Publication P:4001:2013