The Effects of Applied Axial Stress on Lateral Bearing-Load Capacity for Fully Grouted Reinforced Concrete Masonry Shear Walls

Abstract:

Ten full-scale fully grouted reinforced concrete masonry shear walls were tested under force-displacement controlled reversed cyclic lateral loads simulating seismic effects. Relevant experimental phenomena and data indicated four walls failing in shear failure and the other six walls failing in flexure to evaluate seismic performance under compress, flexure and shear combined action. The paper mainly examinates lateral bearing-load capacity through two parameters: initial crack and ultimate strength under different failure modes. Through experimental analysis it can be concluded that the shear strength at the initial crack and ultimate load improved with the increased applied axial stress, and the increment of the shear strength was different in shear failure and flexural failure modes. Meanwhile, the ratio of the initial crack load to ultimate load on shear mechanism was from 0.57 to0.59,which was more stable than that(from 0.52 to 0.66)on flexural mechanism. In other words, the applied axial stress have more significant influence on flexural failure walls than shear ones.

• Periodical: Applied Mechanics and Materials (Volumes 166-169)
• Pages: 2900-2905
• DOI: https://doi.org/10.4028/www.scientific.net/AMM.166-169.2900
• Online since: May 2012
• Authors: Y. Zhao, Feng Lai Wang, Fei Zhu
• Keywords: Axial Stress, Low Cyclic Loading, Shear Resistance, Ully Grouted Reinforced Concrete Masonry Shear Walls

References

[1] Mayes, R. L., Omote, Y., and Clough, R. W.. Cyclic shear tests on masonry piers. Vol. 1: Test results. Report No. UCB/EERC-76/8, Earthquake Engineering Research Center, Univ. of California, Berkeley, Calif, 1976.

[2] Chen, Shi-Wen J., Hidalgo, P. A., Mayes, R. L.et al. Cyclic loading tests of masonry single piers, vol. 2: Height to width ratio of 1." Report No. UCB/EERC-78/28, Earthquake Engineering Research Center, Univ. of California, Berkeley, Calif,1978.

[3] Shing, P. B., Noland,,J.L. , Klamerus, E. et al.: Journal of Structure Engineering.,1989,115(9), 2204–2225.

[4] Shing, P. B., Schuller, M., and Hoskere, V. S.: Journal of Structure Engineering., 1990,116(3), 619–640.

[5] Priestley, M. J. N.: Bulletin of the New Zealand National Society for Earthquake Engineering, 1977,10(1), 1–16.

[6] Priestley, M. J. N., and Elder, D.: Bulletin of the New Zealand National Society for Earthquake Engineering, 1982, 15(1).

[7] Voon, K. C., and Ingham, J. M.: Journal of Structure Engineering., 2006,132(3), 400–408.

[8] Voon, K. C., and Ingham, J. M.: Journal of Structure Engineering., 2007,133(5), 706–713.

[9] Marwan T. Shedid, Robert G.Drysdale,Wael W.El-Dakhakhni.: Journal of Structural Engineering, 2008,134(11): 1754-1767.

[10] Marwan T.Shedid, Wael W.El-Dakhakhni, et al.: Journal of Structural Engineering, 2009,134( 11): 2032-2044.

[11] Marwan T.Shedid, Wael W. El-Dakhakhni. et al.: Journal of Structural Engineering, 2010,24(1):4-18.

[12] Hong-bin Jiang. Research on the Seismic Behavior of the High-Rise Structure with Reinforced Concrete Block Masonry. PH.D. Harbin Institute of Technology,2000,1-56.(In Chinese)

[13] Wei-jun Yang, Chu-xian Shi. : Building Structure.2001,31(9):25-27 .(In Chinese)

[14] Wei-rong Lv.The Research on the Basic Mechanics Performances of Masonry and Seismic Behaviors of Reinforced Concrete Masonry Shear Wall of Tall Buildings. PH.D. Hunan University,2007:45-47.(In Chinese)

[15] Feng-lai Wang, Xiang-xun Xu: Building Structure,2009,39(6)：98-101.(In Chinese)