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Back Analysis on Deep Excavation in the Thick Sand Layer by Hardening Soil Small Model
This paper presented back analyses for 3 deep-basement projects in the thick layer of sand in Ho Chi Minh City, which the basements were constructed by using various methods such as bottom-up, semi-top-down and top-down. The Finite element method (FEM) with the Hardening Soil Small model (HSS) were employed to describe the behavior of soils. The parameters of the HSS model for the thick sand layer were chosen from the correlation between Standard penetration test value N(SPT) and depth z. The correlation was synthesized from the 20 boreholes of the three projects. The main parameters of HSS model including E50, Pref, G0, γ0.7 were varied in back-analysis progress. The results of back-analysis showed that using the values of E50 equal to 2500 N(SPT) (unit in kPa), Pref values were equal to σ3 at the middle of sand layers, shear modulus at very small strains G0 equaled 6000 ρN0.75 (unit in kPa) and shear strain γ0.7 equaled 0.0002, would give a well agreement between results of prediction and measurement.
Back Analysis on Deep Excavation in the Thick Sand Layer by Hardening Soil Small Model
This paper presented back analyses for 3 deep-basement projects in the thick layer of sand in Ho Chi Minh City, which the basements were constructed by using various methods such as bottom-up, semi-top-down and top-down. The Finite element method (FEM) with the Hardening Soil Small model (HSS) were employed to describe the behavior of soils. The parameters of the HSS model for the thick sand layer were chosen from the correlation between Standard penetration test value N(SPT) and depth z. The correlation was synthesized from the 20 boreholes of the three projects. The main parameters of HSS model including E50, Pref, G0, γ0.7 were varied in back-analysis progress. The results of back-analysis showed that using the values of E50 equal to 2500 N(SPT) (unit in kPa), Pref values were equal to σ3 at the middle of sand layers, shear modulus at very small strains G0 equaled 6000 ρN0.75 (unit in kPa) and shear strain γ0.7 equaled 0.0002, would give a well agreement between results of prediction and measurement.
Back Analysis on Deep Excavation in the Thick Sand Layer by Hardening Soil Small Model
Lecture Notes in Civil Engineering
Reddy, J. N. (editor) / Wang, Chien Ming (editor) / Luong, Van Hai (editor) / Le, Anh Tuan (editor) / Huynh, Quoc Thien (author) / Lai, Van Qui (author) / Tran, Viet Thai (author) / Nguyen, Minh Tam (author)
2020-07-28
10 pages
Article/Chapter (Book)
Electronic Resource
English
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