Seismic Performance Analysis Of Reinforced Concrete Side Bunker Structure In Thermal Power Plant

Thermal power plant of reinforced concrete side bunker structure is a new architecture with more good application prospects, which can provide a greater lateral stiffness to the structure, and can dramatically reduce the total project cost when compared with steel side bunker structure. However, due to the upper portion rigidity of the structure increases, the vertical stiffness ratio of the structure increases too large. And the seismic responses are likely to be more significant than the steel side bunker structure system. Therefore, the seismic performance research of reinforced concrete side bunker structural system should be carried out necessarily.Due to the particularity and complexity of this structure system, it is necessary to use nonlinear time history analysis method to carry out meticulous research on its seismic performance. This paper takes a thermal power plant of reinforced concrete side bunker structure as engineering background, using nonlinear time history analysis method to analysis the seismic response of the structure. The main work include the following aspects:(1) Based on ABAQUS finite element analysis software, solid and rod elements are selected to simulate the concrete and steel of beams, columns and shear walls in the structure choose, and concrete damage plasticity model is selected to simulate the constitutive model. In order to meet the accuracy engineering requirements and decrease the workload of computer, the loads of the floor are coupled to the corresponding beams by point mass,thereby a spatial structure model of reinforced concrete side bunker is established.(2) The cycle comparison results of the analysis model with PKPM model prove the validity of the structural model. The dynamic characteristics of the structural model analysis shows the sudden size change of eccentric shear wall lead to the obvious coupling of translational and torsional vibrations of the lower order modes.(3) A appropriate acceleration time history curve is selected to carry out the elastoplastic analysis of the structure. And elastoplastic response of the structure was assessed according to the results of the energy response. The analysis show that the shear at the bottom and elastoplastic interlayer displacement angle of the structure meet the relevant regulatory requirements when suffered from different earthquake. The value of compression damage, tensile damage of the concrete structural member and plastic deformation of steel bars are selected to determine the real weak parts of the structure according to the El-Centro earthquake. The results show that the first floor appears to be the weak layer.(4) Finally, some recommendations are given to optimize this structure: Strengthen the weak parts of the structure partly, such as increase the cross-sectional dimension of beam and column of the first floor; As far as possible to adjust rigidity of the structure, such as reduce the size of shear walls and other measures to reduce the vertical stiffness ratio.In short, the spatial structure model should be used to fine analysis seismic performance of this special structure, and reasonable measures based on the results of analysis should be taken to improve its seismic performance. Attention should be paied to seismic concept design of such structures. Reasonable structural system and measures should be taken to guarantee the seismic performance of the structure effectively.