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Equation for Maximum Ground Surface Settlement due to Bored Tunnelling in Cohesive and Cohesionless Soils Obtained by Numerical Simulations

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Abstract

Estimation of tunnelling-induced surface settlements requires empirical, analytical, or finite element analysis methods to be applied. Tunnelling method and construction sequence highly influence the surface settlements and require appropriate consideration in the analyses. In this research, the effect of single tunnel construction in soft clays, stiff clays, loose sand, and dense sand was simulated using Plaxis 2D finite element software. The results were interpreted to obtain maximum settlement at the ground surface. The effect of varying tunnelling depth, diameter, and volume loss on the maximum ground surface settlement and the location of inflection point along the ground surface settlement curve was investigated. Based on the results obtained, a set of equations for maximum surface settlement and inflection point were developed that provides a method of evaluation for maximum surface settlement and inflection point variation with respect to the tunnel diameter, depth, and volume loss. The multivariable prediction equation for maximum surface settlement is validated to be very successful overall for tunnelling in most soils, and the analyses were calibrated using field data from various tunnelling projects presented in the literature.

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Modified from Möller [42])

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Abbreviations

\({N}_{C}\) :

Collapse stability number

\({S}_{\mathrm{max},\mathrm{ field}}\) :

Field maximum settlement

\({S}_{\mathrm{max}}\) :

Maximum settlement

\({S}_{v(y)}\) :

Vertical settlement

\({V}_{L,c}\) :

Consolidation volume loss

\({V}_{L,f}\) :

Tunnel face volume loss

\({V}_{L,s}\) :

Volume loss along the shield

\({V}_{L,t}\) :

Volume loss at tail

\({V}_{L}\) :

Volume loss

\({V}_{\mathrm{cons}}\) :

Consolidation settlement volume

\({V}_{s,t}\) :

Grouting pressure surface settlement

\({c}_{u}\) :

Undrained cohesion

\({p}_{c}\) :

Initial recorded tunnel face pressure displacements

\({p}_{f}\) :

Support collapse pressure

\({u}_{j}\) :

Consolidation settlement

\({\gamma }_{n}\) :

Soil unit weight

\({\sigma }_{T}\) :

TBM face pressure

\({\sigma }_{s}\) :

Soil surcharge

\({\sigma }_{v,o}^{^{\prime}}\) :

Initial effective vertical stress

\({\sigma }_{v}^{^{\prime}}\) :

Effective vertical stress

\(C\) :

Depth to tunnel crown

\(D\) :

Tunnel diameter

\(DS\) :

Dense sand

\(\mathrm{EPBM}\) :

Earth pressure balance machine

\(K\) :

Trough width parameter

\(\mathrm{LF}\) :

Load factor

\(N\) :

TBM stability ratio

\(R\) :

Tunnel radius

\(\mathrm{SOC}\) :

Soft clay

\(\mathrm{STC}\) :

Stiff clay

\(\mathrm{TBM}\) :

Tunnel boring machine

\(Z\) :

Tunnel depth

\(i\) :

Inflection point

\(p\) :

Applied tunnel face pressure.

\(x\) :

Horizontal distance from tunnel centreline

\(\delta\) :

Average overcut thickness

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  1. Department of Civil Engineering, Eastern Mediterranean University, via Mersin 10, Famagusta, North Cyprus, Turkey

    Hamza Saeed & Eris Uygar

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Saeed, H., Uygar, E. Equation for Maximum Ground Surface Settlement due to Bored Tunnelling in Cohesive and Cohesionless Soils Obtained by Numerical Simulations. Arab J Sci Eng 47, 5139–5165 (2022). https://doi.org/10.1007/s13369-021-06436-3

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