Seismic Damage Model for Steel Reinforced High Strength and High Performance Concrete Frame Joints

Abstract:

Based on damage mechanics and failure model, a seismic damage model applying to steel reinforced high strength and high performance concrete frame joints is put forward, which takes deformation and cumulative damage into account. The damage performance of five tentative frame joints is compared and analyzed according to deformation and dissipated hysteretic energy under different loading levels, and the main influence factors on damage performance are established. The damage indexes of tentative frame joints are calculated, and the influence of strength grade of concrete and axial compression ratio on damage performance is discussed. The results indicate that the general damage is controlled by the damage of concrete in the earlier stage of loading, and by the damage of shape steel and stirrup in the later stage of loading; joints with lower axial compression ratio and lower concrete strength grade possess better hysteretic energy performance. Damage analysis provides an available means for the research of steel reinforced high strength and high performance concrete frame joints under seismic load. The damage model presented can be a reference for seismic damage analysis of the structure, prediction of earthquake damage in future, estimation of economic loss and repair after earthquake.

• Periodical: Key Engineering Materials (Volumes 348-349)
• Pages: 837-840
• DOI: https://doi.org/10.4028/www.scientific.net/KEM.348-349.837
• Online since: September 2007
• Authors: Shan Suo Zheng, Lei Zheng, Lei Li, Shun Li Che, Liang Zhang
• Keywords: Analysis Model, Frame Joint, High-Performance Concrete (HPC), Seismic Damage, Steel Reinforced High-strength Concrete

References

[1] Park. Y. J., Ang. A. H. S: Mechanistic seismic damage model for reinforced concrete. Journal of Structural Engineering, ASCE, Vol. 111, No. 4 (1985), pp.740-756.

[2] Ou Jinping, He Zheng: Seismic damage performance based design of reinforced concrete structures. Earthquake Engineering and Engineering Vibration, China, Vol. 19, No. 1 (1999), pp.21-30.

[3] Fajfar.P.: Equivalent ductility factors taking into account low-cycle. Engineering and Structure Dynamics, Vol. 21, No. 2 (1992), pp.837-848.

DOI: 10.1002/eqe.4290211001

[4] Panagiotakos T. B., Fandis M. N.: Deformation for reinforced concrete buildings. ACI Structural Journal, Vol. 98, No. 2 (2001), pp.135-147.

[5] Bai Guoliang, Qin Fuhua: Principle and design of composite structures of steel and concrete. Science and Technology Press, Shanghai, China (2000) 0 20 40 60.

0.

2.

4.

6.

8.

[1] 0 damage value deformation(mm) J-1, n=0. 10 J-2, n=0. 19 J-3, n=0. 28 0 20 40 60.

0.

2.

4.

6.

8.

[1] 0 damage value deformation(mm) J-2, fc=78. 49MPa J-4, fc=68. 25MPa J-5, fc=95. 07MPa.