Finite Difference Method for the One-Dimensional Non-linear Consolidation of Soft Ground Under Uniform Load

Ma, Bin-Hui; Hu, Zhenjiang; Li, Zhuo; Cai, Kai; Zhao, Minghua; He, Chengbin; Huang, Xi‐Tai

doi:10.3389/feart.2020.00111

Cited by 10 publications

(7 citation statements)

References 21 publications

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“…In the meantime, foundation pit engineering is regional, and the environmental effects caused by foundation pit excavation in different regions are quite different. Combined with the unique characteristics of the soft soil layer in Suzhou and eastern coastal areas (soft soil generally has three high and three low characteristics: high moisture content, high sensitivity, and high compressibility; low permeability, low strength, and low density) (Ma et al, 2020), the special engineering mechanical properties also necessitate higher requirements to the design and construction of foundation pit support, dewatering, and excavation in soft soil areas (Zhang et al, 2012).…”

Section: Introductionmentioning

confidence: 99%

Analysis of the Deformation Law of Deep and Large Foundation Pits in Soft Soil Areas

et al. 2022

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Taking a deep excavation in Suzhou soft soils adopting three support schemes as the background, the excavation performance metrics, including the heave and lateral deformation of diaphragm walls, surface vertical deformation, vertical deformation of surrounding buildings, and earth pressure, are thoroughly investigated based on 15 excavation cases collected in the soft soil area of Suzhou. Based on the analysis of monitoring data, some findings were achieved: the foundation pit deformation is greatly affected by the spatial effect. The existing station can constrain the foundation pit deformation. Benefiting from the combination of various support solutions, the average maximum deflection of the diaphragm wall is 0.10% He. The maximum lateral movement depth of the diaphragm wall (δhm) is mainly located at (He-7, He+12.5). The vertical deformation of the wall top is greatly affected by the excavation exposure time and soil conditions. The heave range of the wall top is (−0.08∼0.26%) He. Under the action of the displacement of the diaphragm wall to outside the pit and the upward displacement of the wall top, the ground surface is uplifted, and the maximum uplift is (0.02∼0.14%) He, ranging from 0.12δhm to 1.13δhm. The maximum surface settlement is (−0.01% ∼ −0.15%) He, ranging from −0.22δhm to −3.11δhm. The form of building heave is mainly affected by the surface heave and the distance from the diaphragm wall (d). When d is within a certain range, there is a heave settlement difference between the adjacent side and the opposite side of the excavation, and the adjacent side undergoes mostly subsidence, while the opposite side undergoes mostly uplift. The peak value of the apparent earth pressure (AEP) envelope is 0.59γHe, which falls within (0.47∼0.78) He. The calculation scheme proposed by Kim can be used to predict the AEP for multiple soil types.

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Section: Introductionmentioning

confidence: 99%

Analysis of the Deformation Law of Deep and Large Foundation Pits in Soft Soil Areas

et al. 2022

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“…. ., C 8 and p p in equations ( 5), (11), and ( 12), which are solved by boundary and continuous conditions.…”

Section: Solution Of Undetermined Coefficientmentioning

confidence: 99%

“…As a result, the pile-soil stress ratio and settlement calculation method considering both "flexible raft effect" and "pulling membrane effect" of cushion are obtained. Ma et al [10,11] have done some work in the calculation of soft soil settlement. He et al [12] made some attempts to chemically improve special soils.…”

Section: Introductionmentioning

confidence: 99%

Pile‐Soil Stress Ratio and Settlement of Composite Foundation Bidirectionally Reinforced by Piles and Geosynthetics under Embankment Load

Cai

et al. 2021

Advances in Civil Engineering

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The settlement calculation of composite foundation bidirectionally reinforced by piles and geosynthetics is always a difficult problem. The key to its accuracy lies in the determination of pile-soil stress ratio. Based on the theory of double parameters of the elastic foundation plate, the horizontal geosynthetics of composite foundation are regarded as the elastic thin plate, and the vertical piles and surrounding soil are regarded as a series of springs with different stiffness. The deflection equation of horizontal geosynthetics considering its bending and pulling action is obtained according to the static equilibrium conditions. The equation is solved by using Bessel function of complex variable, and the corresponding deflection function of horizontal geosynthetics is deduced. Then, the calculation formula of pile-soil stress ratio and settlement of composite foundation is derived by considering the deformation coordination of pile and soil. The results of engineering case analysis show that the theoretical calculation results are in good agreement with the measured values, which indicates that the proposed method is feasible and the calculation accuracy is good. Finally, the influence of composite modulus of horizontal geosynthetics, tensile force of geosynthetics, and pile-soil stiffness ratio on pile-soil stress ratio and settlement is further analyzed. The results show that the pile-soil stress ratio increases with the increase of the composite modulus of the horizontal geosynthetics, the tensile force of geosynthetics, and the pile-soil stiffness ratio, and the settlement decreases with the increase of the composite modulus of the horizontal geosynthetics, the tensile force of geosynthetics, and the pile-soil stiffness ratio. When the flexural stiffness of the horizontal geosynthetics is small, the influence of the tensile action of the geosynthetics on the pile-soil stress ratio and settlement of the composite foundation cannot be ignored.

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“…Pile foundation is an economical, practical, safe and effective, stable, and reliable foundation form, with good geological and topographic adaptability, so it is widely used in civil engineering [1], and some scholars have also carried out related theoretical research [2][3][4][5]. In actual engineering, due to various factors, pile foundations with different degrees of defects account for a large proportion.…”

Section: Introductionmentioning

confidence: 99%

Theoretical Analysis on the Vertical Bearing Characteristics of Pile Foundations Containing Sediment Defects

Cai

Guo

et al. 2022

Lithosphere

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Aiming at the situation that the bottom of the pile foundation contains sediment defects, the theoretical analysis of the vertical bearing characteristics of the pile foundation is carried out. Based on the load transfer mechanism of the pile-soil system and based on the load transfer function of the elastoplasticity of the soil on the side of the pile and the weakening of the trifold line of the soil at the end of the pile, a load transfer calculation model for bored cast-in-place piles with slag defects under different conditions was established. The corresponding analytical formulas are deduced, and the accuracy and reliability of load transfer derivation are verified in combination with calculation examples, which are suitable for indoor and field tests. The influence coefficient of sedimentary defect in single pile is defined, and the parameters are analyzed. The law about the influence coefficient of length-diameter ratio, the thickness of sedimentary defect, and the modulus of elasticity of sedimentary defect in single pile are obtained: With the increase of the ratio of length and diameter, the defect coefficient of single piles gradually increases and tends to ease, and the bearing effect of pile foundations is more convergent. As the thickness of the sediment increases, the influence factor of the single pile defect gradually decreases, and the influence factor of the bearing capacity of pile foundation becomes more discrete. With the increase of the elastic modulus of sediment, the influence factor of single pile defect gradually increases, and the ultimate bearing capacity loss decreases. The vertical bearing characteristics of the pile foundation are evaluated in this way, which provides an important reference for further analysis of the bearing characteristics of pile foundations with slag defects.

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Finite Difference Method for the One-Dimensional Non-linear Consolidation of Soft Ground Under Uniform Load

Cited by 10 publications

References 21 publications

Analysis of the Deformation Law of Deep and Large Foundation Pits in Soft Soil Areas

Analysis of the Deformation Law of Deep and Large Foundation Pits in Soft Soil Areas

Pile‐Soil Stress Ratio and Settlement of Composite Foundation Bidirectionally Reinforced by Piles and Geosynthetics under Embankment Load

Theoretical Analysis on the Vertical Bearing Characteristics of Pile Foundations Containing Sediment Defects

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