Soil Dynamics-Liquefaction

Previous case histories have shown that soil liquefaction severely damaged many structures supported on pile foundations during earthquakes. As a result, evaluating the potential for instability is an important consideration for the safe and resistant design of deep foundation against earthquakes. In this study, the liquefaction susceptibility of saturated sand interacting by single concrete pile was simulated by means of finite difference method. A nonlinear effective stress analysis was used to evaluate soil liquefaction, and the soil-pile interaction was considered using interface elements. The parameter Ru was defined as the pore water pressure ratio to investigate liquefaction in the soil mass during time. A set of numerical models were carried out by three types of soil mass with various condensation (loose, semi-dense and dense) under three ground motion with different predominant frequencies and peak accelerations. The effect of these parameters was studied using excess pore...

A finite-difference modeling was performed to investigate the liquefaction-induced uplift of an underground structure. The liquefaction-induced uplift of a 5 m diameter underground structure buried at a depth of 5.5 m was analyzed. The soil was modeled using the elastic-perfectly plastic Mohr-Coulomb model by incorporating the Finn-Byrne pore-pressure formulation. The pore pressure and uplift response of the underground structure obtained using sinusoidal input motion were validated by comparing centrifuge tests and numerical analysis results reported in the literature. The responses obtained using a scaled-up 2015 Nepal-Gorkha earthquake accelerogram and equivalent sinusoidal motion were compared and were found to be similar. Further parametric analysis was carried out to study the effect of the characteristics of the input motion on the uplift of the structure. The numerical results revealed that the primary reason for the uplift of the underground structure was the generation of pore pressure at the invert of the structure. It also was found that significant liquefaction-induced uplift displacement of the underground structure occurred for input motion with a peak input acceleration more than 0.22g and a frequency less than 0.75 Hz.

Liquefaction is a hazardous seismic-based phenomenon, which causes an abrupt decrease in soil strength properties and can result in the massive destruction of the built environment. This research presents a novel approach to reduce the risk of soil liquefaction using jet-grouted micropiles in clean sands. The saturated soil profile of the study project mainly contains clean sands, which are suitable to more reliably employ simplified soil liquefaction analyses. The grouting is conducted using 420 micropiles to increase the existing soil properties. The effect of jet grouting on reducing the potential of liquefaction is assessed using the results of the cone penetration test (CPT) and the standard penetration test (SPT), which were conducted before and after jet grouting by implementing micropiles in the project sites. According to three CPT-based liquefaction analyses, the Juang method predicts the most effective improvement range of the factor of safety in the clean sand. The Boula...

LIQUEFACTION Liquefaction is a process by which sediments below the water table temporarily loose strength and behave as a liquid rather than a solid. A more precise definition of soil liquefaction is given by Sladen et al (1985): " Liquefaction is a phenomenon wherein a mass of soil loses a large percentage of it shear resistance, when subjected to monotonic, cyclic or shock loading, and flows in a manner resembling a liquid until the shear stresses acting on the mass are as low as the reduced shear resistance. " Liquefaction is nothing but, strength and stiffness of a loose saturated, cohesion less soil reduced by earthquake shaking (or any loading) The action in the soil which produces liquefaction are the seismic waves , primary shear waves, passing through saturated granular layers, distort the granular structures and cause loosely packed groups of particles to collapse. These collapses increase the pore water pressure between the grains if drainage cannot occur. Excessive buildup of pore water pressure during earthquake lead to the loss of stiffness and strength of soil. The excessive pore water pressure cause ejection of soil

THIS IS NATURE SIGNALING THE END OF DUALITY 
THIS IS HUGE - CHANGE THE ENTIRETY OF CREATION - NO DUALITY ANYWHERE.
IT IS VERY CLEARLY A PREDETERMINED ADVANCEMENT OF HUMAN CONSCIOUSNESS - THIS BUBBLE IS TOO WELL DESIGNED - EUPHORIA CANCELS KARMA

A B S T R A C T Based on the liquefaction performance of sites with seismic activity, the normalized shear wave velocity, V s1 , has been proposed as a field parameter for liquefaction prediction. Because shear wave velocity, V s , can be measured in the field with less effort and difficulty than other field tests, its use by practitioners is highly attractive. However, considering that its measurement is associated with small strain levels, of the order of 10 −4 –10 −3 %, V s reflects the elastic stiffness of a granular material, hence, it is mainly affected by soil type, confining pressure and soil density, but it is insensitive to factors such as overconsolidation and pre-shaking, which have a strong influence on the liquefaction resistance. Therefore, without taking account of the important factors mentioned above, the correlation between shear wave velocity and liquefaction resistance is weak. In this paper, laboratory test results are presented in order to demonstrate the significant way in which OCR (overconsolidation ratio) affects both shear wave velocity and liquefaction resistance. While V s is insensitive to OCR, the liquefaction resistance increases significantly with OCR. In addition, the experimental results also confirm that V s correlates linearly with void ratio, regardless of the maximum and minimum void ratios, which means that V s is unable to give information about the relative density. Therefore, if shear wave velocity is used to predict liquefaction potential, it is recommended that the limitations presented in this paper be taken into account.

Pile foundations are relatively vulnerable to lateral loads. During liquefaction-induced lateral spreading, this vulnerability is particularly conspicuous due to a loss of strength and stiffness in the liquefied soil. A nonlinear effective stress analysis incorporating an elastoplastic constitutive model based on Finite Difference Method (FLAC 2D program) was used to numerically simulate shake table experiment on piles in laterally spreading soils. The soil-pile interaction has been properly considered by using interface elements. The main objective of this paper is to assess the accuracy of a 2D numerical simulation of physical models in predicting the dynamic response of pile foundations and to identify the capability of 2D numerical simulation for 3D effects such as shadow and neighboring effects in pile groups without a pile cap. Results are presented and discussed, in which the obtained response from the simulation is compared to that measured in the test. For the single pile, a fairly good agreement was observed between computed and measured results. It was also found that the shadow and neighboring effects reduced lateral load on the piles by few percent of difference compared with experimental results.

Previous case histories have shown that soil liquefaction severely damaged many structures supported on pile foundations during earthquakes. As a result, evaluating the potential for instability is an important consideration for the safe and resistant design of deep foundation against earthquakes. In this study, the liquefaction susceptibility of saturated sand interacting by single concrete pile was simulated by means of finite difference method. A nonlinear effective stress analysis was used to evaluate soil liquefaction, and the soil-pile interaction was considered using interface elements. The parameter Ru was defined as the pore water pressure ratio to investigate liquefaction in the soil mass during time. A set of numerical models were carried out by three types of soil mass with various condensation (loose, semi-dense and dense) under three ground motion with different predominant frequencies and peak accelerations. The effect of these parameters was studied using excess pore pressure, lateral movement and settlement time histories. It was found that the pile can affect the liquefaction susceptibility of soil by comparing the near pile and free field responses. However, for various soil and earthquake characteristics, it was found that the depth of soil liquefaction and triggering, varies.

Sıvılaşma, deprem gibi dinamik etkilere maruz kalan kohezyonsuz zeminin kayma mukavemetinin hızlı bir şekilde kaybolmasıdır.
Bir diğer ifade ile suya doygun kohezyonsuz zeminlerde boşluk suyu artışına bağlı olarak efektif gerilmelerin azalması sonucunda zeminin
mukavemetini kaybetmesidir. Ülkemizde meydana gelen geçmiş depremler 1998 Ceyhan ve 1999 Adapazarı depremlerinde zeminde oluşan
sıvılaşmaya bağlı yapısal hasarlar ve meydana gelen can kayıpları konunun önemini küçümsenemeyecek boyutta olduğunu ortaya
koymaktadır. Sıvılaşma olgusunun bilinmesi ve tanımlanabilmesi yanında mühendislik açısından riskin belirlenmesi amacıyla yapılan
sıvılaşma analizlerinde doğru bilgilerin elde edilmesi ve uygun analiz yönteminin belirlenmesi büyük önem taşımaktadır. Zeminin özellikle
sadece tane boyu açısından sıvılaşabilir nitelikte olması, yeraltı suyu durumu ve derinliği, sıvılaşabilir tabakanın kalınlığı, yüzeye olan
mesafesi, zeminin ince tane oranı ve sıvılaşmayı meydana getirebilecek depremin büyüklüğü analiz sonucunu doğrudan etkileyen tüm
parametreleri göz önüne alarak, zeminlerde sıvılaşmayı meydana getiren faktörler incelenmiş ve sıvılaşma analizlerinin hızlı ve doğru
yapılabilmesi için bilgisayar programı üretilmiştir.

Under earthquake motions, effective stress decreases with pore water pressures. It falls to zero or near-zero values in saturated sandy soils, and consequently, the bearing capacity of the soil is ultimately lost. This phenomenon is called liquefaction. One of the most effective methods used to prevent liquefaction on sandy soils is stone column applications. The stone column applications increase the drainage capacity and the stiffness of the soil. Thus, excess pore water pressure, which develops under dynamic loads, reduces and minimizes liquefaction risks. In this study, the finite element method (FEM) was used with the hypoplastic material model. This model gives more realistic results under repeated loads since the change in the soil unit weight and the effect of the stress level on the soil behavior are taken into account. Since the model was not defined in the ANSYS program, u20p8, a two-phase three-dimensional finite element, was developed for numerical analyses and implemented in the program with the hypoplastic material model. The effect of stone columns to prevent liquefaction on fully saturated sandy soils under dynamic loads and the factors affecting the performance of stone columns were investigated with parametric studies. The results of the analyses revealed the preventive effect of the use of stone columns. They showed that increasing the parameters such as area ratio, hydraulic conductivity, and relative density increased this positive effect more. When the correct designs are made according to the soil properties, the stone column application method provides an effective soil improvement against liquefaction.

A series of stress controlled cyclic triaxial tests have been carried out with an objective to locate the state of a sand sample at initial liquefaction and in the post-liquefaction stage in υ, p , q space. By determining the liquefaction and post-liquefaction behaviour in a cyclic triaxial system, it is shown that, as an ideal case, void ratio is not useful at liquefied state, therefore stress ratio variation with axial strain could be an indicator of the initial liquefied state. Whether a sand sample reaches the state of initial liquefaction or not, is greatly influenced by how symmetric are the grain shapes, and symmetry of their arrangement in a volume under confinement. Phenomenologically it is shown that, sample incompressibility, volume, and mass conservation induced automatic rotation and realignment of grains leads to initial liquefaction, therefore there cannot be any initial liquefaction without the rotation and realignment of grains. Along with the incompressibility of the sand sample, rotation, realignment of grains must be included in the mechanism of liquefaction of sands, in a way rotation and realignment of grains indicate that liquefaction can be viewed as a self organization process. *

Seismically-induced soil liquefaction is one the most hazardous geotechnical phenomenon that can cause loss of life and devastating damage to infrastructure. Proper estimation of critical ground motion parameters (e.g. peak ground acceleration and earthquake magnitude) is vital for seismic design of new structures and retrofit of existing structures, especially in regions such as the South Carolina Coastal Plain (SCCP) where the frequency of re-occurrence of large earthquakes is low (studies of paleoliquefaction features have revealed seven, large, prehistoric earthquakes occurring within the last 6000 years) and the locations of potential sources are not exactly known. Moreover, due to mechanical and chemical mechanisms, phenomena known as “aging”, soil resistance to liquefaction increases with time and so the age of soil deposition must be considered in liquefaction analysis of aged soil deposits in the SCCP. 
In 2005, a method was developed to estimate the minimum earthquake magnitude, M, and peak ground acceleration, amax, of prehistoric earthquakes using in-situ geotechnical data (e.g. cone penetration and standard penetration data), back-calculation methods (e.g. the Energy Stress and Cyclic Stress methods) and several approaches that account for soil aging by considering density changes in the soil with time. Since then, newer semi-empirical approaches have been published based on an expanded case history database of liquefaction/no liquefaction sites. Ground Motion Prediction Equations (GMPEs) have also been used in combination with back-calculation methods to estimate the earthquake magnitudes. Additional studies related to soil age
have also been published. Therefore, the purpose of this study is to use these newer approaches to further improve the current estimates of M and amax at the four sites of Hollywood, Fort Dorchester, Sampit, and Gapway located in the SCCP.
The first study in this dissertation improved upon the 2005 study by using a newer semi-empirical liquefaction analysis method to update the cyclic resistance ratio (CRR) and back-calculate the minimum peak ground acceleration at Sampit and Gapway sites. The effect of aging on soil resistance was taken into account using the same methodology as in 2005. Results show that the newer method for calculating CRR produces lower peak ground accelerations than the previously used approach. The difference is most significant for lower magnitudes. Calculated average values of age-adjusted magnitude range from 5 to 7.5 and the corresponding age-adjusted peak ground acceleration range from 0.08 to 0.23g.
The newer method used in the first study was also used at the Hollywood site, a site that had not been previously studied in 2005, and has evidence of four episodes of paleoliquefaction. The results are presented in the second study of this dissertation. For the Hollywood site, it was shown that when the age of the earthquake was not considered, the magnitude ranged from 7 to 7.2 and the corresponding acceleration ranged from 0.23 to 0.35g. The minimum earthquake magnitude at the time of earthquake was found to be lower when accounting for age. As an example, for the most recent prehistoric earthquake with the age of 546±17, the minimum back-calculated magnitude ranged from 5.7 to 6.7 with corresponding acceleration ranging from 0.17 to 0.30g.
The third study of this dissertation used a newer aging approach that considers the influence of age, cementation and stress history on the CRR of the soil to back-calculate the minimum earthquake magnitudes at the Fort Dorchester site. The new aging approach provided magnitudes that ranged from 5.1 to 6.2 and were in general agreement with previously used methods that considered the effect of aging on only the CPT tip resistance values. Also, when the size of the fault was considered, the maximum magnitude was found to be 5.6 and the corresponding peak ground acceleration ranged from 0.21 to 0.36 g.
The fourth study of this dissertation presents the results from a statistical analysis performed on the available geotechnical data set to find a relation between the updated obtained cyclic resistance ratio values. Significant correlation between equivalent clean sand tip resistance and the cyclic resistance ratio at the time of earthquake was shown using descriptive statistics, summary statistics and regression analysis on the current measurements of field test data.
The fifth study of this dissertation used four proper GMPEs for the east coast of the US combined with the Cyclic Stress method to predict the minimum earthquake magnitude and peak ground acceleration at the Hollywood, Fort Dorchester, Sampit and Gapway sites and find a regional assessment of amax-M in the SCCP. Results were compared with previously found values using the Cyclic Stress and Energy Stress methods. It was shown that when the source of the earthquake is associated with the Charleston Source, the minimum earthquake magnitudes for the prehistoric earthquakes that occurred between about 546 to 1021 years ago and between 3548 to 5038 years ago were estimated to range from 6.6 to 7.5 and 6.1 to 7.2, respectively. For the earthquakes associated with the Sawmill Branch Fault that occurred about 3500 years ago or earlier, the minimum earthquake magnitudes were estimated to range from 5 to 6.3.

A sand blow from a paleo-earthquake was identified at Fort Dorchester, South Carolina in 2007. Geotechnical field investigations indicate the thickness of the source sand layer ranges from 1.2 to 3.1 m and the depth below the ground surface to the top of the layer ranges from 2.3 to 3.9 m. The layer is predominantly angular to subangular silty quartz sand with a fines content of 4 to 22 % and the predominant mean grain diameter of 0.18 to 0.26 mm. The geotechnical data were used with paleoliquefaction evaluation methods and two independent relations to account for soil aging to estimate the minimum magnitude and peak ground acceleration of the prehistoric earthquake. Four regionally proper Ground Motion Prediction Equations were used in combination with the back-calculated peak ground accelerations to obtain proper estimation of a max-M. For a range of site-to-source distance from 4 to 10 km, the minimum earthquake magnitude and peak ground acceleration of prehistoric earthquakes at the Fort Dorchester site ranges from 5 to 6.3 and 0.19 to 0.39g respectively.

CPT-based simplified methods are the common used approaches to determine the liquefaction hazard and they require cone penetration test with electrical tip. However, in some countries, as Italy, penetrometric tests are carried out with mechanical tip (CPTm). The cone—shape effects on sleeve friction (fs) have the greatest influence on soil classification in terms of SBT, underestimating the grain size of loose soils (e.g. sands) with respect to CPTu. An empirical correlation between the fs measured with CPTm and CPTu was tested. Moreover, another correlation was developed to determine a ΔIc value as function of the cone resistance in the case of silty sands and sandy silts non correctly identified by the SBT classification systems. The correlation was applied to tests carried out in the area interested by the 2012 Emilia earthquake (Italy), where liquefaction phenomena have occurred. The procedure makes possible to use huge existing database (CPTm) for liquefaction risk assessment.

Evaluation of Slope stability is one of the day-today practices of geotechnical engineers. Nowadays, different methods are available to evaluate the stability of a particular slope. Despite the advances that have been made in site exploration, evaluating the stability of slopes remains a challenge. Recently, Ethiopia has been trying to construct a newly planned railway routes to connect the country's development centers and link with ports of neighboring countries. However, this newly planned railway routes will pass in the heart of highly fragile mountainous terrains and earthquake prone regions. Therefore, the prime objective of this paper is to investigate the stability of the railway embankment by using three different stochastic approaches (First Order Reliability Method, Point Estimate Method and Monte Carlo Simulation) with commercially available finite element and finite difference programs. Moreover, the seismic response of the railway

The excess pore pressure (
dpw) generation
and consequent reduction in effective stress leads to
the softening of a liquefiable soil deposit that can alter
ground motions in terms of amplitude, frequency content
and duration. However, total stress models, which
are the most currently used, do not take into account
coupling of excess pore pressures and soil deformations.
To assess this effect two analyses were made: i) A Biot
hydraulic and mechanical computation of a saturated
soil deposit with coupling pore pressures and soil deformations
and ii) a mechanical computation of a decoupled
model with same initial behaviour. Both analyses
were performed with a fully nonlinear elastoplastic
multi-mechanism model. As
dpw depends on the soil
properties, two soils were analysed: loose-to-medium
and medium-to-dense sand. The results regarding the
profile of maximum accelerations and shear strains, the
surface accelerations and their corresponding response
spectra are analysed. The mean values of the normalized
response spectra ratio of surface accelerations between
the coupled and decoupled model show a deamplification
of low and high frequencies (i.e. at frequencies
lower than 1.0Hz and higher than 10Hz) that tend
to increase with the liquefaction zone size. Coupling of

dpw and soil deformation is therefore of great importance
to accurately model the ground motion response.
On the contrary, while peak acceleration predictions
could be conservative, the amplification on the low frequencies could be largely underestimated which could
be highly prejudicial for flexible buildings.

The lateral spreading of backfill soil caused by displacement of gravity-type quay walls is a major concern for geotechnical engineers.
This paper evaluates the efficiency of a technique for mitigation of damage to quay walls, which involves densification of loose sand
around the toe. The beneficial and unfavorable effects of densification of sand of different locations of the gravity-type quay walls are also
answered. For these purposes, numerical simulations (using a finite-element code) and shake table tests were conducted. From numerical simulations and model tests, it was observed that the displacement of a gravity-type quay wall occurred mainly because of shear strain in the foundation.It was also found that the densification of soil at the toe could mitigate the quay wall damage significantly.

Background: During an earthquake, significant damage can result due to instability of the soil in the area affected by internal seismic waves. Liquefaction is known as one of the major causes of ground failure due to the earthquake. Various procedures have been classified for assessing liquefaction phenomenon into two main groups, including the deterministic and probabilistic approaches.

Guldurcek dam located in the central Anatolia was subjected to longitudinal cracks of not wider than 2 cm during 6 June 2000 Orta earthquake. In this study, a brief account of the 6 June 2000 Orta earthquake is given and the results of dynamic FEM analyses of the dam, incorporating the non-linear soil properties under six selected base motions, are presented. Of the six base motions used in the analyses, three have been modified from the European strong motion database having similar ground motion parameters with that of Orta earthquake; the other have been artificially generated using the same parameters. Pore pressure developed during shaking is also considered in the analyses carried out by the program
TELDYN and the results are compared with those computed by QUAD4M without considering the excess pore pressures. It is found that Newmark displacement analysis predicts the measured displacements after the earthquake in a reasonable accuracy.

The contractive behavior and flow failure in saturated binary granular soils have been studied by many as functions of their physical properties [gradation, mean particle size, fines content (FC), and packing quality] and mean effective stress, stress history, and cyclic stress amplitude. Nevertheless, little is known on the interplays between frame elements and fines in loose saturated geocomposite mixtures and also between virgin and added frame elements under cyclic loading. That knowledge shortfall has lent uncertainty to flow potential and compressibility predictions for saturated sands in their natural and engineered forms. In this paper, 36 cyclic undrained triaxial-compression tests were performed to investigate the cyclic behavior and properties of saturated loose sand-silt-tire-derived ground rubber (GR) mixtures and to determine the effects of the GR and almost nonplastic fines on the rate of pore-water pressure buildup. The complex interplay among the angular sand, fines (silt) and GR solids, and pore spaces of varied shape, size, and rigidity are discussed at a microscale and invoking the framework of two conceptual models, small silt and large silt. The control of FC on liquefaction resistance was found to be dependent on the sand and GR particle sizes. The relatively greater elasticity of GR than sand lends a damping effect to frame elements and further improves the liquefaction resistance through relaxation of skeletal stresses and reduces the chance of contact destruction for sand particles.

The April 22, 1991 Telire-Limon earthquake (Ms=7.5) caused considerable damage in Costa Rica and Panamá. Close to 3OOOKm2 were affected by soil liquefaction, which
occured extensively in the Caribbean lowlands of Limón province (Matina, Moin, Banano, Sixaola) in Costa Rica and Bocas del Toro (Changuinola, Almirante) in Panamá. The areas
affected could be classified in three groups: 1) Inland alluvial terraces along the rivers, 2) Sand bars and beaches, 3) Litoral sandy strips between the coast line and marshes, estuaries and lagoons. Road 32, connecting San José and the port of Limón suffered extensive damage by lateral spread; several of the bridges were partially or totally damaged. Fractures, lateral spread and sand boils appeared extensively in the alluvial plains, all along the coast line and around marshes and estuaries.

A finite element soil–structure interaction model is coupled with a discrete auto-regressive code, in order to analyze
the effect of added spatial variability due to soil improvement in seismic risk analysis. The success of soil
improvement techniques is related to the effectiveness of the method – that is, how much of the soil is being
changed – but also to its efficiency in improving the soil behavior – that is, how much are the liquefaction and
liquefaction-induced settlement reduced. As these techniques can add spatial variability to a deposit, it can affect
the triggering of liquefaction on the soil and the behavior of the structures above it. In this study, this
heterogeneity is modeled as a binary mixture, composed by the original liquefiable sand and the added treated
sand. The soil behavior is represented by a fully nonlinear elastoplastic multi-mechanism model. The co-seismic
settlements of the structure and the liquefaction of the soil deposit are estimated for different effectiveness
levels – measured by mixture fractions – and for different spatial distributions. In general, both very small or
very high mixture fractions presented low efficiency as the improvement in the relative settlement was small.
Additionally, results show that the interaction between loose and dense deposits is highly dependent on
the spatial distribution. Therefore, homogeneous equivalent models will rarely correspond to the average of the
heterogeneous response

Conventionally, liquefaction-induced settlements have been predicted through numerical or analytical methods. In this study, a machine learning approach for predicting the liquefaction-induced settlement at Pohang was investigated. In particular, we examined the potential of an artificial neural network (ANN) algorithm to predict the earthquake-induced settlement at Pohang on the basis of standard penetration test (SPT) data. The performance of two ANN models for settlement prediction was studied and compared in terms of the R 2 correlation. Model 1 (input parameters: unit weight, corrected SPT blow count, and cyclic stress ratio (CSR)) showed higher prediction accuracy than model 2 (input parameters: depth of the soil layer, corrected SPT blow count, and the CSR), and the difference in the R 2 correlation between the models was about 0.12. Subsequently, an optimal ANN model was used to develop a simple predictive model equation, which was implemented using a matrix formulation. Finally, the liquefaction-induced settlement chart based on the predictive model equation was proposed, and the applicability of the chart was verified by comparing it with the interferometric synthetic aperture radar (InSAR) image.

Under earthquake motions, effective stress decreases with pore water pressures. It falls to zero or near-zero values in saturated sandy soils, and consequently, the bearing capacity of the soil is ultimately lost. This phenomenon is called liquefaction. One of the most effective methods used to prevent liquefaction on sandy soils is stone column applications. The stone column applications increase the drainage capacity and the stiffness of the soil. Thus, excess pore water pressure, which develops under dynamic loads, reduces and minimizes liquefaction risks. In this study, the finite element method (FEM) was used with the hypoplastic material model. This model gives more realistic results under repeated loads since the change in the soil unit weight and the effect of the stress level on the soil behavior are taken into account. Since the model was not defined in the ANSYS program, u20p8, a two-phase three-dimensional finite element, was developed for numerical analyses and implemented in the program with the hypoplastic material model. The effect of stone columns to prevent liquefaction on fully saturated sandy soils under dynamic loads and the factors affecting the performance of stone columns were investigated with parametric studies. The results of the analyses revealed the preventive effect of the use of stone columns. They showed that increasing the parameters such as area ratio, hydraulic conductivity, and relative density increased this positive effect more. When the correct designs are made according to the soil properties, the stone column application method provides an effective soil improvement against liquefaction.