Numerical analysis of deep excavations and prediction of their influence on neighboring buildings
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Cited by 2 publications
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Over the last decades, numerical modelling has gained practical importance in geotechnical engineering as a valuable tool for predicting geotechnical problems. An accurate prediction of ground deformation is achieved if models that account for the pre-failure behaviour of soil are used. In this paper, laboratory results of the consolidated drain (CD) triaxial compression tests and one-dimensional consolidation tests of marine clay were used to determine the hardening soil model (HSM) parameter for use in Plaxis 3D analyses. The parameters investigated for the HSM were stiffness, strength and advanced parameters. The stiffness parameters were secant stiffness in CD triaxial compression test ($$E_{50}^{\text{ref}}$$ E 50 ref ), tangent stiffness for primary oedometer loading test $$(E_{\text{oed}}^{\text{ref}} )$$ ( E oed ref ) , unloading/reloading stiffness $$(E_{\text{ur}}^{\text{ref}}$$ ( E ur ref ) and power for the stress-level dependency of stiffness (m). The strength parameters were effective cohesion ($$c_{\text{ref}}^{\text{'}}$$ c ref ' ), effective angle of internal friction ($$\phi^{\text{'}}$$ ϕ ' ) and angle of dilatancy ($$\psi^{\text{'}}$$ ψ ' ). The advanced parameters were Poisson’s ratio for unloading–reloading (ν) and K0-value for normal consolidation $$\left( {K_{\circ}^{\text{nc}} } \right)$$ K ∘ nc . Furthermore, Plaxis 3D was used to simulate the laboratory results to verify the effectiveness of this study. The results revealed that the stiffness parameters $$E_{50}^{\text{ref}} , E_{\text{oed}}^{\text{ref}} , E_{\text{ur}}^{\text{ref}}$$ E 50 ref , E oed ref , E ur ref and m are equal to 3.4 MPa, 3.6 MPa, 12 MPa and 0.7, respectively, and that the strength parameters $$c_{\text{ref}}^{\text{'}}$$ c ref ' , $$\phi^{\text{'}}$$ ϕ ' , $$\psi^{\text{'}}$$ ψ ' and $$K_{\circ}^{\text{nc}}$$ K ∘ nc are equal to 33 kPa, 17.51°, 1.6° and 0.7, respectively. A final comparison of the laboratory results with the numerical results revealed that they were in accordance, which proved the efficacy of the study.
Over the last decades, numerical modelling has gained practical importance in geotechnical engineering as a valuable tool for predicting geotechnical problems. An accurate prediction of ground deformation is achieved if models that account for the pre-failure behaviour of soil are used. In this paper, laboratory results of the consolidated drain (CD) triaxial compression tests and one-dimensional consolidation tests of marine clay were used to determine the hardening soil model (HSM) parameter for use in Plaxis 3D analyses. The parameters investigated for the HSM were stiffness, strength and advanced parameters. The stiffness parameters were secant stiffness in CD triaxial compression test ($$E_{50}^{\text{ref}}$$ E 50 ref ), tangent stiffness for primary oedometer loading test $$(E_{\text{oed}}^{\text{ref}} )$$ ( E oed ref ) , unloading/reloading stiffness $$(E_{\text{ur}}^{\text{ref}}$$ ( E ur ref ) and power for the stress-level dependency of stiffness (m). The strength parameters were effective cohesion ($$c_{\text{ref}}^{\text{'}}$$ c ref ' ), effective angle of internal friction ($$\phi^{\text{'}}$$ ϕ ' ) and angle of dilatancy ($$\psi^{\text{'}}$$ ψ ' ). The advanced parameters were Poisson’s ratio for unloading–reloading (ν) and K0-value for normal consolidation $$\left( {K_{\circ}^{\text{nc}} } \right)$$ K ∘ nc . Furthermore, Plaxis 3D was used to simulate the laboratory results to verify the effectiveness of this study. The results revealed that the stiffness parameters $$E_{50}^{\text{ref}} , E_{\text{oed}}^{\text{ref}} , E_{\text{ur}}^{\text{ref}}$$ E 50 ref , E oed ref , E ur ref and m are equal to 3.4 MPa, 3.6 MPa, 12 MPa and 0.7, respectively, and that the strength parameters $$c_{\text{ref}}^{\text{'}}$$ c ref ' , $$\phi^{\text{'}}$$ ϕ ' , $$\psi^{\text{'}}$$ ψ ' and $$K_{\circ}^{\text{nc}}$$ K ∘ nc are equal to 33 kPa, 17.51°, 1.6° and 0.7, respectively. A final comparison of the laboratory results with the numerical results revealed that they were in accordance, which proved the efficacy of the study.
In modern urban planning, in most cases, the construction of buildings and underground structures has a negative impact of new construction on existing buildings. As a rule, the foundations of new buildings are designed with a greater depth of laying compared to existing buildings. As a result of excavation work and subsequent installation of load-bearing structures of underground structures, existing buildings are subjected to uneven subsidence. Cracks may appear in the walls and the serviceability of structural elements may be impaired. Before the geotechnics there is a task to determine the dimensions of the zone of influence of new construction, ie the area where negative processes of stress-strain formation can occur. To comply with the safe operation of existing buildings, there is a need for a reliable forecast of additional deformations of existing buildings and structures, as well as the choice of a rational solution for the protection of the pit. Modeling of the stress-strain state of the retaining wall of the pit with different diameters and changes in the number of rows of piles. Calculations of the stress-strain state of the protective structures together with the soil base were performed using the finite element method for a horizontal load of 1 m.p. retaining wall (the problem of flat deformation). 4 variants of the problem were solved: V1 - retaining wall with piles 13.5 m, 420 mm in diameter, arranged in one row; V2 - retaining wall with piles 13.5 m, 620 mm in diameter, arranged in one row; V3 - retaining wall with piles 13.5 m, 420 mm in diameter, arranged in two rows; V4 - retaining wall with piles 13.5 m, 620 mm in diameter, arranged in two rows; The influence of increasing the diameter of piles in the structure of the retaining wall on the increase of the moment of inertia of the section, which leads to the perception of a greater value of bending moments, is shown. The technical and economic comparison of the pit fencing options is performed. The most rational solution of excavation of the pit in these conditions is revealed.
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