The Actual Volume Loss of Soil Coefficient for Tunnels in Cohesive and Rock Soils

The rapid development of underground spaces presents the challenge of obtaining realistic predictions of additional deformations during tunneling works. The obtained results must adequately reflect the need for deformation control and implementation of emergency measures. Insufficient or, conversely, overestimated results can lead to accidents or a lack of economic efficiency of the project. When assessing the impact, it is necessary to take into account the volume loss of soil coefficient (C_ref), a parameter influencing the calculated values. However, its magnitude, as presented in the current normative documentation, is significantly overstated, which leads to an increase in additional calculated settlements of buildings and an enlargement of the calculated influence zone. In this study, using the construction of a new branch line of the Moscow Metro as an example, the authors performed a back analysis to adjust the volume loss of soil coefficient for tunnels with a diameter of 6 m in dispersion soils, as well as in cases where the face consists of multiple soil types, including rock soils. It is worth noting that the calculated volume loss of soil coefficient is a normalized parameter that takes into account the shield obliquity and the radial gap, while ensuring the stability of the face. Additionally, a comparison was made between the maximum additional displacements of the monitoring object and the pressure balance at the considered point. Based on the research findings, recommendations have been provided for determining the magnitude of the parameter in planar designs: C_ref is equal to 1.2 for sand and 0.7 for clay. The analysis results of the correlation between additional displacements and the pressure balance showed that insufficient pressure balance leads to face instability of the soil and, consequently, exceeds the predicted values. In this study, the authors have published a summary table of volume loss of soil coefficients, which serves as a successful tool for prediction when combined with a well-selected pressure balance value. Additionally, recommendations are provided for assigning and considering the working condition coefficient

A.Z. TER-MARTIROSYAN¹, Doctor of Sciences (Engineering), Vice-Rector (This email address is being protected from spambots. You need JavaScript enabled to view it.);
R.H. CHERKESOV², General Director (This email address is being protected from spambots. You need JavaScript enabled to view it.);
I.O. ISAEV², Director of Scientific and Technical Activities (This email address is being protected from spambots. You need JavaScript enabled to view it.);
V.V. RUD¹, postgraduate of department of Soil Mechanics and Geotechnics

¹ National Research Moscow State University of Civil Engineering (26, Yaroslavskoe Highway, Moscow, 129337, Russian Federation)
² LLC Institute “Mosinzhproekt” (4/1, Sverchkov Lane, Moscow, 101000, Russian Federation)

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