Centrifuge Tests of Macroscopic and Mesoscopic Investigation into Effects of Seismic Histories on Sand Liquefaction Resistance

2020 ◽  
pp. 1-23
Author(s):  
Bin Ye ◽  
Xiaoli Xie ◽  
Teng Zhao ◽  
Sicong Song ◽  
Zijun Ma ◽  
...  
Keyword(s):  
Liquefaction Resistance ◽  
Sand Liquefaction ◽  
Centrifuge Tests

CHARACTERIZATION OF LIQUEFACTION RESISTANCE OF SAND: EFFECT OF INITIAL FABRIC

2014 ◽  
Vol 08 (01) ◽  
pp. 1450001 ◽  
Author(s):  
BO LI ◽  
XIANGWU ZENG ◽  
HAO YU
Keyword(s):  
Depositional Environment ◽  
Design Method ◽  
Free Field ◽  
Recent Experience ◽  
Permeability Test ◽  
Fabric Anisotropy ◽  
Liquefaction Resistance ◽  
Liquefaction Potential ◽  
Centrifuge Tests

The micro-fabric of deposition reflects the imprints of its geologic and stress history, its depositional environment, and its weathering history. Recent experience shows that the fabric anisotropy does influence the static and dynamic behavior of granular materials. In this study, a series of centrifuge tests are conducted to investigate the effects of fabric anisotropy on the dynamic response in the free field. The results show the acceleration, pore pressure, and residual settlement is significantly affected by the fabric anisotropy of the ground, which shows the liquefaction resistance of the ground. Meanwhile, the response of acceleration is analyzed in frequency domain, which shows that the model prepared by 90° absorbs more energy than that of 0°. To verify the effects induced by the initial fabric, permeability test are conducted and related to the liquefaction potential. The results indicate the fabric anisotropy should be incorporated into the design method.

Confining stress and static shear effects in cyclic liquefaction

2001 ◽  
Vol 38 (3) ◽  
pp. 580-591 ◽  
Author(s):  
Y P Vaid ◽  
J D Stedman ◽  
S Sivathayalan
Keyword(s):  
Initial Density ◽  
Confining Pressure ◽  
Empirical Method ◽  
Shear Stresses ◽  
Confining Stress ◽  
Liquefaction Resistance ◽  
Sand Liquefaction ◽  
Cyclic Resistance ◽  
Cyclic Resistance Ratio ◽  
Static Shear

Liquefaction resistance of a sand under cyclic loading is assessed and the effects of the levels of confining pressure and static shear on resistance to liquefaction are investigated. Site-specific values of the resistance under specified levels of confining and static shear stresses are measured in the laboratory. The measured values are compared with those which would be predicted by the application of empirical multiplying factors Kσ and Kα to the reference resistance at 100 kPa effective confining stress with no static shear. It is shown that Kσ and Kα are not independent, as assumed in current practice. The combined factor Kσ × Kα resulting from the empirical method is shown to underestimate the cyclic resistance ratio regardless of the initial density and confining and static shear levels. The degree of conservatism is most dramatic at looser density states.Key words: sand, liquefaction, static, cyclic, static shear, confining stress.

Evaluation of Shear Wave Velocity Based Soil Liquefaction Resistance Criteria by Centrifuge Tests

2009 ◽  
Vol 32 (1) ◽  
pp. 100803 ◽  
Author(s):  
L. D. Suits ◽  
T. C. Sheahan ◽  
Lei Fu ◽  
Gang Liu ◽  
Xiangwu Zeng
Keyword(s):  
Shear Wave ◽  
Wave Velocity ◽  
Shear Wave Velocity ◽  
Soil Liquefaction ◽  
Liquefaction Resistance ◽  
Centrifuge Tests

scholarly journals Vertical ground motion and its effects on liquefaction resistance of fully saturated sand deposits

2016 ◽  
Vol 472 (2192) ◽  
pp. 20160434 ◽  
Author(s):  
Vasiliki Tsaparli ◽  
Stavroula Kontoe ◽  
David M. G. Taborda ◽  
David M. Potts
Keyword(s):  
Vertical Component ◽  
Vertical Motion ◽  
Soil Liquefaction ◽  
Elastic Response ◽  
Saturated Sand ◽  
Liquefaction Resistance ◽  
Sand Liquefaction ◽  
Variable Permeability ◽  
Lower Amplitude ◽  
Input Motion

Soil liquefaction has been extensively investigated over the years with the aim to understand its fundamental mechanism and successfully remediate it. Despite the multi-directional nature of earthquakes, the vertical seismic component is largely neglected, as it is traditionally considered to be of much lower amplitude than the components in the horizontal plane. The 2010–2011 Canterbury earthquake sequence in New Zealand is a prime example that vertical accelerations can be of significant magnitude, with peak amplitudes well exceeding their horizontal counterparts. As research on this topic is very limited, there is an emerging need for a more thorough investigation of the vertical motion and its effect on soil liquefaction. As such, throughout this study, uni- and bidirectional finite-element analyses are carried out focusing on the influence of the input vertical motion on sand liquefaction. The effects of the frequency content of the input motion, of the depth of the deposit and of the hydraulic regime, using variable permeability, are investigated and exhaustively discussed. The results indicate that the usual assumption of linear elastic response when compressional waves propagate in a fully saturated sand deposit does not always hold true. Most importantly post-liquefaction settlements appear to be increased when the vertical component is included in the analysis.

Soil Grouting as Seismic Liquefaction Countermeasure

2014 ◽  
Vol 1025-1026 ◽  
pp. 1035-1040 ◽  
Author(s):  
Ahmet Pamuk ◽  
Patricia Gallagher ◽  
Korhan Adalier
Keyword(s):  
Colloidal Silica ◽  
Lateral Spreading ◽  
Liquefaction Resistance ◽  
Seismic Liquefaction ◽  
Ground Deformations ◽  
Centrifuge Tests ◽  
Liquefiable Soil ◽  
Soil Deposits ◽  
Vertical Ground ◽  
Similar Soil

This paper presents a series of centrifuge tests studying the performance of colloidal silica grouted soil layers during permanent lateral ground deformations due to earthquake induced lateral spreading. Two centrifuge tests were conducted to study liquefaction resistance of liquefiable soil deposits stabilized with colloidal silica, and then the results were compared with the tests conducted on similar soil deposits without any soil remediation. The testing results on remediated soils showed excellent resistance against the liquefaction and associated lateral and vertical ground deformations.

scholarly journals Geotechnical Engineering Properties of Soils Solidified by Microbially Induced CaCO3 Precipitation (MICP)

2021 ◽  
Vol 2021 ◽  
pp. 1-21
Author(s):  
Jia Liu ◽  
Gang Li ◽  
Xi’an Li
Keyword(s):  
Ground Improvement ◽  
Geotechnical Engineering ◽  
Solution Concentration ◽  
Engineering Properties ◽  
Soil Restoration ◽  
Calcium Carbonate Precipitation ◽  
Liquefaction Resistance ◽  
Sand Liquefaction ◽  
Other Substances ◽  
Research Findings

Microbially induced calcium carbonate precipitation (MICP) uses the metabolic function of microbes to carry out biochemical reactions with other substances in the environment. Through the controlled growth of inorganic minerals, soil particles are cemented and soil pores are filled to solidify the soil and reduce its permeability. Thus, the application of this technology was foreseen in geotechnical engineering and environment (building antiseepage, contaminated soil restoration, slope soil erosion, and sand liquefaction). In this review article, based on current research findings, the urea hydrolysis and the cementation mechanism of MICP are briefly described. The influences of factors such as enzyme activity, cementation solution concentration, pH, temperature, grouting method, and particle size on MICP-treated soil are discussed. The engineering properties of MICP-treated soils are evaluated, for instance, the strength, stiffness, liquefaction resistance, permeability, and durability. The applications of MICP technology in ground improvement, geotechnical seepage control, foundation erosion resistance, and fixation of heavy metals are summarized. Finally, future directions of the development of MICP technology are elucidated to provide a reference and guidance for the promotion of MICP technology in the geotechnical engineering field.

Effect of Non-Plastic Fines on Liquefaction Resistance and Pore Pressure Behavior of Fine Sand

2011 ◽  
Vol 2 (2) ◽  
pp. 57-70
Author(s):  
C. Hanumantharao ◽  
G. V. Ramana
Keyword(s):  
Relative Density ◽  
Pore Pressure ◽  
Fine Sand ◽  
Standard Test ◽  
Triaxial Tests ◽  
Liquefaction Resistance ◽  
Sand Liquefaction ◽  
Test Parameter ◽  
Pressure Behavior ◽  
The Given

The liquefaction behavior of sand-silt mixtures is highly debatable. Various conflicting opinions are prevalent in literature, as no unique test parameter exists that can be used to express the effect of non-plastic fines on liquefaction resistance of sand. Thus, the present study critically reviews and summarizes the effect of non-plastic fines on liquefaction resistance of sand along with the test parameter and the range of fines contents used to arrive at the given conclusion. In addition, several stress controlled cyclic triaxial tests were conducted on fine Yamuna sand with varying percentages of non-plastic silt. In the current study, relative density has been adopted as the standard test parameter, as it can be directly correlated to the standard penetration value in the field. Results shows that if non-plastic fines are added to sand, liquefaction resistance increases below the limiting silt content and then liquefaction resistance decreases as further addition of fines when relative density is constant. As long as the fines are non-plastic, the pore pressure behavior is similar to that of sands and can be represented with the simple models.

Application of Critical State Approach to Liquefaction Resistance of Sand–Silt Mixtures under Cyclic Simple Shear Loading

2021 ◽  
Vol 147 (3) ◽  
pp. 04020177
Author(s):  
Daniela Dominica Porcino ◽  
Theodoros Triantafyllidis ◽  
Torsten Wichtmann ◽  
Giuseppe Tomasello
Keyword(s):  
Simple Shear ◽  
Critical State ◽  
Shear Loading ◽  
Liquefaction Resistance

Development of Experimental P-Y Curves from Centrifuge Tests for Piles Subjected to Static Loading and Liquefaction-Induced Lateral Spreading

2020 ◽  
Vol 14 (1) ◽  
Author(s):  
Milad Souri
Keyword(s):  
Static Loading ◽  
Pore Water Pressure ◽  
Water Pressure ◽  
Pressure Ratio ◽  
Lateral Spreading ◽  
American Petroleum Institute ◽  
Unique Contribution ◽  
Pile Groups ◽  
Centrifuge Tests ◽  
Centrifuge Models

The results of five centrifuge models were used to evaluate the response of pile-supported wharves subjected to inertial and liquefaction-induced lateral spreading loads. The centrifuge models contained pile groups that were embedded in rockfill dikes over layers of loose to dense sand and were shaken by a series of ground motions. The p-y curves were back-calculated for both dynamic and static loading from centrifuge data and were compared against commonly used American Petroleum Institute p-y relationships. It was found that liquefaction in loose sand resulted in a significant reduction in ultimate soil resistance. It was also found that incorporating p-multipliers that are proportional to the pore water pressure ratio in granular materials is adequate for estimating pile demands in pseudo-static analysis. The unique contribution of this study is that the piles in these tests were subjected to combined effects of inertial loads from the superstructure and kinematic loads from liquefaction-induced lateral spreading.

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