Abstract
A reduced-degree-of-freedom (RDOF) model for seismic analysis of predominantly plan-symmetric reinforced concrete (RC) wall–frame buildings is introduced. The RDOF model of the wall–frame building consists of elastic beam–column elements with concentrated plasticity used for simulating cantilever walls and predominantly plan-symmetric RC frame buildings that are represented by the improved fish-bone (IFB) model. In this paper, the capability of the RDOF model is demonstrated for two frame buildings and two wall–frame buildings. The RDOF models were defined directly from the building information model. This is an advantage of RDOF models with respect to single-degree-of-freedom (SDOF) models, while the computational robustness of the RDOF models also makes them attractive for the seismic analysis of building stock. The imposed cyclic displacement analyses conducted for the investigated buildings proved that the condensation of the degrees of freedom for RDOF models was appropriate. Consequently, only minor differences were observed for maximum storey drift IDA curves, maximum storey acceleration IDA curves, and seismic fragility functions for different limit states. However, development is needed to make RDOF models appropriate for preliminary seismic performance assessment of plan-irregular buildings.
Highlights
The simulation of seismic response of buildings is often performed by utilizing conventional multiple-degree-of-freedom (MDOF) models (e.g., [1,2,3])
The RDOF model was defined by combining the improved fish-bone (IFB) model and the elastic beam-column elements with concentrated plasticity, which are used to simulate the reinforced concrete frame and cantilever walls
The condensation of degrees-of-freedom of RDOF models was validated by the imposed cyclic displacement analysis for the frame and wall–frame buildings
Summary
The simulation of seismic response of buildings is often performed by utilizing conventional multiple-degree-of-freedom (MDOF) models (e.g., [1,2,3]). The MDOF models are robust and time-efficient only to a certain number of structural elements This issue is not so evident if the objective is to estimate the seismic response of a single building. If the building (e.g., older reinforced concrete frames) was designed without considering the concept of the strong column – weak beam, i.e., according to the capacity design approach as prescribed in Eurocode 8 provisions [29], the characteristic moments of the IFB beams, MFb,i,h,p, should be estimated with the reduced contribution of the beam strength as proposed by Jamšek and Dolšek [13]. It was found that the plastic mechanism of IFB models of older reinforced concrete frame buildings is significantly better than those simulated by the conventional FB model, where the IFB beams’ characteristic moments were defined with the consideration of the beam-column joints’ maximum moment equilibrium. The weights were assumed to be equal to the corresponding characteristic moments to at least approximately consider that the structural elements with greater strength (e.g., yield and maximum moments) have a more considerable effect on the definition of the IFB columns’ and beams’ characteristic rotations
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