Bolt-Grout Interactions in Elastoplastic Rock Mass Using Coupled FEM-FDM Techniques

Deb, Debasis; Das, Kamal

doi:10.1155/2010/149810

Cited by 8 publications

(2 citation statements)

References 12 publications

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“…the solutions for SH wave or for P, SV and Rayleigh waves [2][3][4][5][6][7][8]. However, the complexity of practical problems limits the application of analytical method, it is necessary to develop more efficient methods, which include the finite element method (FEM) [9][10][11][12][13][14][15][16][17][18], the finite difference method (FDM) [19][20][21][22] and boundary element method (BEM) [22][23][24][25]. In addition, it is worth mentioning that that the shaking table tests [27][28][29][30][31][32] also provide the beneficial engineering experiences for the seismic damage of tunnel.…”

Section: Introductionmentioning

confidence: 99%

Seismic response analysis of tunnel with cavity behind lining

Wang¹,

Wang²,

Zhang³

et al. 2022

J. vibroeng.

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For the seismic safety of tunnels with cavity behind lining, based on the finite element method, the viscoelastic artificial boundaries are introduced to study the influence of the location of cavity behind lining on the seismic response of tunnel structure under vertically incident SV wave. The analysis results show that the cavity behind the lining has a significant effect on the seismic response of tunnel structure, and the appearance of cavity behind lining will significantly change the dynamic characteristics of tunnel structure; when the incidence frequency of wave is close to the natural vibration frequency of tunnel structure, the lining stress has the largest amplification when the cavity appears behind the vault; Regardless of the cavity location, the maximum of lining stresses always appears at the arched foot, and the vault stress has the largest amplification; Under the Taft wave, the maximum stress 1.642 MPa of lining without cavity appears at the arched foot, and the minimum 0.118MPa at the arched waist, the stress amplification at the vault can reach about 760 %, which is unfavorable to tunnels. In addition, the soil property also has a great influence on the tunnel; the layered site will lead to the obvious change of the seismic wave, hence the geological data should be collected in detail in the seismic design of tunnel. Meanwhile it is proposed that the PE material can be filled back into the cavities behind the tunnel lining to reduce the earthquake damage of tunnels.

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Section: Introductionmentioning

confidence: 99%

Seismic response analysis of tunnel with cavity behind lining

Wang¹,

Wang²,

Zhang³

et al. 2022

J. vibroeng.

View full text Add to dashboard Cite

show abstract

“…Various bond-slip relationships have been presented and applied in numerical methods (Ivanović and Neilson 2009;Nie et al 2014aNie et al , 2014bHe et al 2014;Deb and Das 2010Nemcik et al 2014;Ma et al 2016) and analytical studies (Li and Stillborg 1999;Ren et al 2010;Martin et al 2011a;Ma et al 2013Ma et al , 2014. Ivanović and Neilson (2009) proposed a lumped parameter model for fully grouted rockbolts, in which the bilinear and trilinear bond-slip relationships were implemented.…”

Section: Introductionmentioning

confidence: 99%