Effects of various factors on behaviors of piles and foundation soils due to seismic shaking

Fansuri, Muhammad Hamzah; Chang, Muhsiung; Saputra, Pungky Dharma; Purwanti, Nina; Laksmi, Anasya Arsita; Harahap, Sabrina; Puspitasari, Surya Dewi

doi:10.1016/j.sesci.2022.09.001

Cited by 2 publications

(2 citation statements)

References 15 publications

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“…Hwang et al (2003) and Chang et al (2011) [19,20] conducted a liquefaction analysis in the Yunlin area of the 921 Chi-Chi earthquake. In recent years, Fansuri et al (2022) and Chiou et al (2021) [21,22] also conducted follow-up related research on the Yunlin area. Figure 1 shows the sampling base site and the location of the Yunlin area in Taiwan.…”

Section: Parameter Studymentioning

confidence: 99%

A Simplified Model to Predict the Repeated Shear Strain during the Cyclic Triaxial Test by Using an Elastic Coefficient-Damping Ratio System

Hsiao,

Liang,

Hsieh

2024

Preprint

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This study uses a mass-spring-damping system to simulate the repeated strain of liquefaction cyclic triaxial tests. The two results are compared in this paper to understand the feasibility of the mass-spring-damping system developed in this paper and the feasibility of future research on this related topic and development potential. The main factors affecting this mode's repeated strain are the spring coefficient k and the external force Q0. The spring coefficient has an inverse relationship but does not increase in multiples. The external force has a direct proportional relationship but does not increase the result- a non-multiple increase. When the pore water pressure of the liquefied cyclic triaxial test specimen rises, it will cause the specimen to liquefy, decreasing effective stress, shear modulus G, and damping ratio D, causing an increase in strain. The shear modulus and damping ratio are related to the spring coefficients k and c. Both are variables that change with time. This article takes an original thin-tube specimen at point A in the Yunlin area in Taiwan as a testing example. Through Mathematica software, it can be obtained that the mass m=1kg, the spring coefficient k=244e-0.1t kgf/cm, and the damping coefficient c=0.739e-0.257t kgf-s/cm and external force Q0=10.1sin2πt kg; Finally, this study selected the original thin-tube specimens from four locations in the Yunlin area, and simulated the repeated strain amount of the cyclic triaxial test specimens through a spring-damping system. The results show that the spring-damping system is feasible for simulated cyclic triaxial tests because the model is simple and the parameters are easy to understand and obtain, which also shows the extensibility of this model. Preliminary results of the research show that this model can further simulate the repeated strain obtained by cyclic triaxial tests without considering the increased trend in pore water pressure and the decrease in effective stress during cyclic loading.

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Section: Parameter Studymentioning

confidence: 99%

A Simplified Model to Predict the Repeated Shear Strain during the Cyclic Triaxial Test by Using an Elastic Coefficient-Damping Ratio System

Hsiao,

Liang,

Hsieh

2024

Preprint

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“…Timura gao glu et al [39] conducted numerical examinations of the dynamic p-y curves in group piles, considering the nonlinear behavior of soil with a kinematic hardening model. Fansuri et al [40] prepared a study to investigate the impact of soil-pile interaction on the seismic responses of both the piles and the surrounding soil. The authors considered various influential factors, including axial loading, ground inclination, pile spacing, and diameter.…”

Section: Introductionmentioning

confidence: 99%

Seismic Failure Mechanisms of Concrete Pile Groups in Layered Soft Soil Profiles

Hökelekli,

Bayraktar,

Şermet

2024

Buildings

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So far, little attention has been paid to the investigation on the seismic failure mechanisms of flexible concrete pile groups embedded in the layered soft soil profiles considering the material non-linearities of soil and concrete piles. The purpose of this study is to investigate seismic failure mechanism models of flexible concrete piles with varied groups in silt layered loose sand profiles under horizontal strong ground motions. Three-dimensional finite element models of the pile–soil interaction systems, which include nonlinearities of soil and concrete piles as well as coupling interactions between the piles and soil, were created for Models I, II, and III of the soil domains, encompassing 1x1, 2x2, and 3x3 flexible pile groups with diameters of 0.80 m and 1.0 m. Model I consists of a homogenous sand layer and a bedrock, Models II and III are composed of a five-layered domain with homogeneous sand and silt soil layers of different thicknesses. The linear elastic perfectly plastic constitutive model with a Mohr–Coulomb failure criterion is considered to represent the behavior of the soil layers, and the Concrete Damage Plasticity (CDP) model is used for the nonlinear behavior of the concrete piles. The interactions between the soil and the pile surfaces are modeled by defining tangential and normal contact behaviors. The models were analyzed for the scaled acceleration records of the 1999 Düzce and Kocaeli earthquakes, considering peak ground accelerations of 0.25 g, 0.50 g, and 0.75 g. The numerical results indicated that failure mechanisms of flexible concrete groups occur near the silt layers, and the silt layers have led to a significant increase in the spread area of the damaged zone and the number of damaged elements.

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Effects of various factors on behaviors of piles and foundation soils due to seismic shaking

Cited by 2 publications

References 15 publications

A Simplified Model to Predict the Repeated Shear Strain during the Cyclic Triaxial Test by Using an Elastic Coefficient-Damping Ratio System

A Simplified Model to Predict the Repeated Shear Strain during the Cyclic Triaxial Test by Using an Elastic Coefficient-Damping Ratio System

Seismic Failure Mechanisms of Concrete Pile Groups in Layered Soft Soil Profiles

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