衬砌背后空洞对隧道地震响应影响的振动台试验研究

doi:10.13722/j.cnki.jrme.2019.0547

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Abstract A large shaking table model test was carried out to investigate the dynamic response of the tunnel lining with a void behind the crown，and the test results were discussed based on the acceleration response characteristics，strain response characteristics and damage patterns of the tunnel lining under vertical ground motions. Combining with the Fourier spectrum and the frequency transfer function，the spectrum characteristics of the lining structure were demonstrated. The results show that the vertical ground motion mainly affects the crown，arch springing and invert of the lining with or without voids. The voids increase the peak value of the acceleration response of the tunnel while have no influence on the characteristic of the acceleration response. The larger the input peak ground motion is，the more significant the effect of voids on the acceleration response of the lining structure is. The existence of voids does not change the spectral characteristics of the structural response. The main frequency component of the lining structure is excited under earthquake action，and the 1st and 2nd dominant frequencies at the lining reflect the seismic properties of model soil and lining structure respectively. The void behind the crown changes the stress states of the crown and arch springing of the lining. For the lining without voids，large tension strains appear at the crown and invert while large compression strains occur at the arch springing. In the case of the lining with voids，however，large tension strains appear at the crown，arch springing and invert.

Key words： tunnel engineering dynamic responses frequency transfer functions void shaking table tests

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	Articles by authors
	YAN Gaoming1
	SHEN Yusheng1
	XIN Chunlei2
	3
	GAO Bo1
	ZHOU Pengfa1
	ZHANG Xi1
	YANG Jiaqi1

Cite this article:

YAN Gaoming1,SHEN Yusheng1,XIN Chunlei2, et al. Shaking table test research of the influence of voids on seismic#br# responses of tunnel structures[J]. , 2019, 38(12): 2491-2501.

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http://www.rockmech.org/EN/10.13722/j.cnki.jrme.2019.0547 OR http://www.rockmech.org/EN/Y2019/V38/I12/2491

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