전완우

이길재

류병욱

서예니

고효정

조용훈

김소영

최보성

김정우

Natural geomaterials exhibit a wide range of sizes, physical/chemical properties, and mechanical behaviors. Soils composed of particle mixtures with diverse properties pose significant challenges in characterizing and quantifying their engineering behaviors. Directed by Dr. Hyunwook Choo, the EnGeo Research Laboratory merges traditional Geotechnics with Geophysics and Geochemistry to pioneer the characterization and synthesis of complex mixed soils and novel engineered geomaterials. Guided by our core vision of "Smart Geotechnics," our research group embraces the challenge of maximizing the stability, resilience, and sustainability of next-generation national infrastructure and submarine geotechnical structures.

자연 지반 재료는 다양한 크기, 물리/화학적 특성 및 역학적 거동을 나타냅니다. 다양한 특성을 가진 입자 혼합물로 구성된 토양은 공학적 거동을 특성화하고 정량화하는 데 상당한 어려움을 제기합니다. 추현욱 박사의 지휘 아래, EnGeo 연구실은 전통적인 지반 공학에 지구물리학과 지구화학을 융합하여 복잡한 혼합 토양 및 새로운 공학 지반 재료의 특성화 및 합성을 개척하고 있습니다. "스마트 지반 공학"이라는 핵심 비전을 바탕으로, 우리 연구 그룹은 차세대 국가 인프라 및 해저 지반 구조물의 안정성, 복원력 및 지속 가능성을 극대화하는 과제를 수행하고 있습니다.

A simple TDR waveform analysis for estimating volumetric water content in marine clays

Compressibility of Clays under Repetitive Loading: A New Perspective on Consolidation State, Loading Frequency, and Partially Drained Conditions

Development and evaluation of a cementless steel slag–blast furnace slag binder for stabilization of dredged soils with high natural water content

Effect of foaming agent on the mechanical properties of red mud included controlled low-strength material CLSM

Data-driven machine learning models for predicting engineering properties in deep-sea sediments

A Real-Time Error-Compensated Multisensor Acquisition System for Marine Geotechnical Investigation

Effect of degree of saturation on the electrical conductivity of soils: role of surface conduction

This study explores the coefficient of lateral stress at rest (K0) of sand-tyre chip mixtures, addressing a knowledge gap in the behaviour of rigid-soft particulate mixtures. A modified oedometer cell was used to investigate the effects of applied vertical stress and overconsolidation ratio (OCR) on K0. Experiments were conducted on mixtures with varying size ratios (SR = 0.57, 1.43, and 2.50) and tyre chip contents (TC = 0%, 10%, 20%, 40%, 60%, and 100%). Results revealed a non-linear relationship between K0 and TC. For mixtures with OCR ≤ 4, K0 initially increased by ≈50% from TC = 0% to 10%, then decreased by ≈30% up to TC = 40%, and eventually converged to that of pure tyre chips. The inclusion of tyre chips led to stress-dependent K0 responses, particularly at high TC (TC ≥ 40%), and reduced the influence of stress history on K0 due to their high elastic recoverability. To capture the complex K0 behaviour of rigid-soft mixtures, a modified K0-estimating equation incorporating stress-dependency and a new OCR-adjustment parameter was proposed. These findings can contribute to more accurate design guidelines for utilising recycled materials, promoting sustainable construction practices and advancing the understanding of rigid-soft mixtures.

Stress-dependent lateral stress behaviour of rigid sand-soft tyre chip particulate mixtures

Quantitative relation between particle shape and archie’s cementation exponent for coarse grains: A statistical analysis

Experimental study on the swelling pressure of compacted bentonite under high temperatures above 100° C

Thermal conductivity of sand–tire rubber mixtures as a function of tire chip fraction, size ratio, void ratio and applied vertical stress

Machine learning-based pattern recognition of Bender element signals for predicting sand particle-size

Application of a combined arching model in the load transfer platform of rigid inclusion system with raft through FEM evaluation

Experimental and numerical evaluation of sustainable application of steel slag as an alternative to gravel in compaction piles

Development of insulating backfill materials produced from the ternary mixtures of red mud, fly ash and preformed foam

Shear wave implications in wetting-induced collapse of sand–clay mixtures

Maximum shear modulus of rigid-soft mixtures subjected to overconsolidation stress history

Evaluation of the coefficient of lateral stress at rest of granular materials under repetitive loading conditions

Evolution of maximum shear modulus and compression index of rigid–soft mixtures under repetitive K0 loading conditions

Stabilization of sand with combined use of lignosulfonate and polyethyleneimine: Water resistance and mechanical properties of treated sand

AbstractThe characteristics of compacted bentonite after swelling determine the long-term stability of barrier systems. Due to the fact that the current stress level is the most important variable in determining the performance of engineered geosystems, this study aims to investigate the stress states and the consequent change in engineering properties of compacted bentonites after swelling. A series of vertical and horizontal swelling pressure tests were performed for compacted bentonites with varying initial dry unit weights at varying pore fluid concentrations. The compacted bentonite samples after swelling were loaded to investigate the changes in lateral stress and deformability. In addition, the shear wave velocity was continuously measured during and after swelling processes. The results of this study demonstrate that the swelling pressure increased with increasing dry unit weight of tested materials and decreasing pore fluid concentrations. The changes in lateral stress and void ratio of compacted bentonite after swelling were only measurable when the applied vertical stress was greater than the swelling pressure, reflecting that the swelling pressure cancels out the externally applied stress. Most notably, this study reveals that the initiation and termination of the swelling process and the change in engineering properties of compacted bentonite after swelling can be determined by measuring shear wave velocity.

Use of shear wave velocity for assessing engineering properties of compacted bentonite after swelling

Estimation of the swelling strain and swelling pressure of compacted bentonite using electrical conductivity

Effect of temperature on electrical conductivity of soils–Role of surface conduction

Modern construction projects are often challenging, which has increased the demand for innovative materials that ensure improved safety, durability, and functionality. To explore the potential of enhancing soil material functionality, this study synthesized polyurethane on the surface of glass beads and evaluated their mechanical properties. The synthesis of polymer proceeded according to a predetermined procedure, where the polymerization was confirmed through analysis of chemical structure by Fourier transform infrared spectroscopy (FT-IR) and microstructure observation by a scanning electron microscope (SEM) after complete synthesis. The constrained modulus (M) and the maximum shear modulus (Gmax) of mixtures with synthesized materials were examined by using an oedometer cell equipped with bender elements under a zero lateral strain condition. Both M and Gmax decreased with an increase in the contents of polymerized particles due to a decrease in the number of interparticle contacts and contact stiffness induced by the surface modification. The adhesion property of the polymer induced a stress-dependent change in M but was observed to have little effect on Gmax. Compared to the behavior of the rubber-sand mixtures, polymerized particles show the advantage of a smaller reduction of M.

Synthesis and evaluation of engineering properties of polymer-coated glass beads

Stress–deformation response of rigid–soft particulate mixtures under repetitive Ko loading conditions

Effect of iron oxide coatings on thermal conductivity of silica sands

Estimating the electrical conductivity of clayey soils with varying mineralogy using the index properties of soils

Effect of applied vertical stress on the electrical conductivity of particulate mixtures containing both electrically conductive and nonconductive particles: experimental study

Swelling and behavioral transformation of magnesia-sand mixtures: experimental characterization of physical properties and undrained shear strength

Correlating failure strength with wave velocities for cemented sands from the particle-level analysis

Thermal conductivity of dry fly ashes with various carbon and biomass contents

Inverse effect of packing density on shear wave velocity of binary mixed soils with varying size ratios

Effects of pore fluid type and ionic concentration on electrical conductivity of granular mixtures of electrically conductive graphite and nonconductive sand

Compression index and small strain stiffness of six coal bottom ashes in South Korea

AbstractSedimentation – including erosion, transport, and deposition of coarse‐grained particles – is a primary and growing environmental, engineering, and agricultural issue around the world. Soil erosion occurs when the hydrodynamic force induced by flowing water exceeds the geotechnical resistance of soils, as measured by critical shear stress for initiation of soil‐particle motion. Even though various quantitative methods have been suggested with respect to different types of soil, the most widely accepted formula to estimate critical shear stress for coarse‐grained soil is a direct function of the median grain size of the soil particles; however, the erosion resistance of soils also varies with other geotechnical properties, such as packing density, particle shape, and uniformity coefficient. Thus, in this study, a combined rolling–lift model for particle detachment was derived based on theoretical analysis. A series of experimental flume tests were conducted with specimens prepared with standard soil types, as well as laboratory‐prepared mixtures of coarse‐grained soil to validate the theoretical model and determine the effect of other geotechnical properties on the erosion characteristics of coarse grains, coupled with the effect of median particle size. The results indicated that the median grain size is the primary variable determining the resistance of coarse grains, but the critical shear stress also varies with the packing density of the soil matrix. In addition, angular particles show more erosion resistance than rounded particles, and the erosion potential of a soil decreased when the grain is well graded (higher value of uniformity coefficient). Additionally, regression analysis was performed to quantify the effect of each parameter on the critical shear stress of coarse grains. © 2020 John Wiley &amp; Sons, Ltd.

Laboratory and theoretical evaluation of impact of packing density, particle shape, and uniformity coefficient on erodibility of coarse‐grained soil particles

Time-Dependent Variations of Compressive Strength and Small-Strain Stiffness of Sands Grouted with Microfine Cement

Experimental study on the strength behavior of cement-stabilized sand with recovered carbon black

Compressibility and hydraulic conductivity of calcium bentonite treated with pH-responsive polymer

The pH-responsive polymers, such as polyacrylamide (PAM), show distinct conformational states according to the pH of their environmental groundwater. Therefore, the interactions between clay–polymer and polymer–water molecules, which determine the yield stress of bentonite–polymer composites, can be affected by the pH of groundwater. This study aims to evaluate the effect of pH variation on the yield stress of calcium bentonite treated with PAM. The yield stresses (τy) of untreated and PAM treated clays were measured with varying volume fractions of solid (VF = 10–23%) and under varying pH conditions (pH = 7.6–9.6). In addition, the zeta potential was measured for both untreated and treated clays to figure out the change in the surface charge of the mineral surface due to PAM treatment. The results of this study demonstrate that τy for treated clay is higher than that for untreated clay at a given VF, because van der Walls attraction dominates electrostatic repulsion in the case of treated clay. Due to the change in conformational states of PAM and the consequent change in surface charge that comes with varying pH, the pH-dependent change in τy of treated clay is significantly different from that of untreated clay.

Effect of pH Variations on the Yield Stress of Calcium Bentonite Slurry Treated with pH-Responsive Polymer

Abstract
Aims/hypothesis
One of the critical mechanisms determining creep in granular materials is the breakage of soil particles. This study aims at evaluating the time-dependent creep deformation of calcareous sand at low effective stress conditions.

Methods
K0 creep tests were performed for both calcareous and silica sands at low stresses of 65 and 120 kPa, and the results of creep tests were compared with the results of constant rate of strain (CRS) tests at high stress levels up to 12 MPa. For a quantitative evaluation of the effect of the particle breakage on the creep deformation of calcareous sand, the relative breakage ($$B_{r}$$

B
r

) was determined based on the results of sieve analyses.

Results
The results demonstrate that Tunisia calcareous sand experiences significant particle breakage during creep and the consequent creep deformation at low stress level. The determined $$B_{r}$$

B
r

 after creep at low stress level is comparable with that after the CRS test at high stress level.

Conclusions
High potential of particle breakage inherited by characteristic minerology of the calcareous Tunisia sand significantly influences the creep deformation at low stress level.

Creep of calcareous sand in Tunisia: effect of particle breakage at low stress level

Impact of Solution Chemistry on Deposition and Breakthrough Behaviors of Kaolinite in Silica Sand

Immiscible fluid flows (drainage displacement) where nonwetting fluid invades porous media filled with wetting fluid are frequently observed. Numerous studies have confirmed the existence of three different displacement patterns which depend on the viscosity ratio and capillary number: stable displacement, viscous fingering, and capillary fingering. However, the phase boundary and displacement efficiency of each displacement pattern can vary significantly depending on the characteristics of the experimental and numerical tools employed. In this study, a three-dimensional (3D) tube network model was extracted from 3D X-ray computed tomography images of natural sand. The extracted network model was used to quantitatively outline the phase boundary of the displacement pattern and to examine the displacement efficiency for wide ranges of viscosity ratios and capillary numbers. Moreover, the effects of the tube size distribution and tube connectivity on the displacement characteristics were investigated. A transition regime between the viscous fingering and capillary fingering zones with regard to the displacement efficiency was observed for the first time. As the tube size distribution became uniform, the viscosity effect increased. As the tube connectivity decreased to ~4.6, the phase boundary became similar to that of a two-dimensional network. The characteristic changes of the phase boundary and displacement efficiency were highlighted through local gradient diagrams.

Impact of pore-scale characteristics on immiscible fluid displacement

Estimating UCS of cement-grouted sand using characteristics of sand and UCS of pure grout

Use of the dilatometer test to estimate the maximum shear modulus of normally consolidated Busan clay

Estimation of saturated hydraulic conductivity of coarse-grained soils using particle shape and electrical resistivity

Because soil depth is a crucial factor for predicting the stability at landslide and debris flow sites, various techniques have been developed to determine soil depth. The objective of this study is to suggest the graphical bilinear method to estimate soil depth through seismic wave velocity. Seismic wave velocity rapidly changes at the interface of two different layers due to the change in material type, packing type, and contact force of particles and thus, it is possible to pick the soil depth based on seismic wave velocity. An area, which is susceptible to debris flow, was selected, and an aerial survey was performed to obtain a topographic map and digital elevation model. In addition, a seismic survey and a dynamic cone penetration test were performed in this study. The comparison between the soil depth based on dynamic cone tests and the graphical bilinear method shows good agreement, indicating that the newly suggested soil depth estimating method may be usefully applied to predict soil depth.

Application of elastic wave velocity for estimation of soil depth

Porosity estimation of unsaturated soil using Brutsaert equation

Abstract
               Both overconsolidated and cemented soils, which are very common in nature, show very distinctive behaviors (e.g., increased strength and stiffness) compared to normally consolidated (NC) soils, uncemented soils, or both. Therefore, the characterization of soil properties in an overconsolidated/cemented state is important in many geotechnical projects for the safe and economical design and analysis of geostructures. Although there have been many attempts to evaluate overconsolidated or cemented sediments using in situ tests, the complexity of the behaviors of overconsolidated or cemented sands has contributed to the difficulty in interpreting in situ test results. Among the various in situ testing methods, such as the cone penetration test, the dilatometer test (DMT), the standard penetration test, and others, the DMT is very sensitive to the stress history effect and overconsolidation in sand. Therefore, the impacts of overconsolidation and cementation on geotechnical properties of sands are reviewed first in this study, and then the methods for evaluating overconsolidation and cementation in sands using DMTs are reviewed/suggested.

Overconsolidation and cementation in sands: Impacts on geotechnical properties and evaluation using dilatometer tests

Estimating porosity and particle size for hydraulic conductivity of binary mixed soils containing two different-sized silica particles

Resistance of coarse-grained particles against raindrop splash and its relation with splash erosion

Abstract
               The use of crushed rock sand in construction projects has recently increased. Because the crushed rock sand has not undergone any weathering processes, it has a higher breakage potential than that of natural sand. This experimental investigation aims at developing a reliable method for the determination of the minimum void ratio (emin) of crushed rock sand using a vibrating table test. The minimum void ratios of one natural sand (Toyoura sand) and five commercially available crushed sands were measured using both vibrating table and pluviation tests. Additionally, the vibrating table tests were repeatedly conducted on the same soil specimen to measure both the emin and relative breakage as a function of the number of retests. The results of this study demonstrate that a vibrating table test induces noticeable breakage of the tested crushed sands, regardless of the initial relative densities and operating frequencies of a vibrating table. Therefore, the extrapolating method, which determines the emin of the artificial sand as the y-intercept in the relation between emin and relative breakage, is suggested in this study, and the determined emin values using the suggested method are compared with the measured emin using pluviation tests.

Determination of Minimum Void Ratio of Crushed Rock Sand Using a Vibrating Table Test

SummaryThe plane strain behavior of particulate mixtures containing soluble particles was investigated by conducting both laboratory tests and numerical analysis. To perform the laboratory experiments, soluble mixtures were prepared using photoelastic disks and ice disks with diameters in the ratios (Dice disk/Dphotoelastic disk) of 0.5 and 0.7, and the evolution of the force chain and pore structure was monitored during the dissolution of the ice disks. Subsequently, numerical analysis was conducted by using the 2‐dimensional discrete element method for the soluble mixtures, and it was compared with the experimental results. Additionally, parametric studies were implemented by varying the particle size ratios between the soluble and non‐soluble particles and the volumetric fraction of the soluble particles. The results of the laboratory experiments and numerical analysis demonstrate that (1) after the dissolution of the soluble particles, the pore fabric of the specimens changed, resulting in a force chain changes, local void increases, and coordination number decreases; (2) the effects of soluble particles on the macro‐behaviors of the mixtures could be divided into 3 zones based on the particle size ratios between the soluble and non‐soluble particles and volumetric fraction of soluble particles. These zones were as follows: (Zone 1)—with a small total soluble volume, slight decrease in the in situ lateral pressure (K0), and minor increase in the hydraulic conductivity (k); (Zone 2)—with a moderate soluble particle; the dissolution generated a honey‐comb particle structure; (Zone 3)—the total soluble volume was very large, and the high volumetric fraction of the dissolving particle collapsed the pore structure, decreasing in the in situ lateral pressure (K0) but increasing the hydraulic conductivity (k). The horizontal stress returned to almost the original level, and the internal arching formation increased significantly with the hydraulic conductivity (k).

Evolution of pore structure and hydraulic conductivity of randomly distributed soluble particle mixture

A practical method for estimating maximum shear modulus of cemented sands using unconfined compressive strength

Utilization of high carbon fly ash and copper slag in electrically conductive controlled low strength material

Evaluation of compressibility and small strain stiffness characteristics of sand reinforced with discrete synthetic fibers

Review of the fundamental geochemical and physical behaviors of organoclays in barrier applications

Compressibility and small strain stiffness of kaolin clay mixed with varying amounts of sand

Effects of clay fraction and pore water conductivity on electrical conductivity of sand-kaolinite mixed soils

Water-repellent soils have a potential as alternative construction materials that will improve conventional geotechnical structures. In this study, the potential of chemically treated water-repellent kaolin clay as a landfill cover material is explored by examining its characteristics including hydraulic and mechanical properties. In order to provide water repellency to the kaolin clay, the surface of clay particle is modified with organosilanes in concentrations (CO) ranging from 0.5% to 10% by weight. As the CO increases, the specific gravity of treated clay tends to decrease, whereas the total organic carbon content of the treated clay tends to increase. The soil-water contact angle increases with an increase in CO until CO = 2.5%, and then maintains an almost constant value (≈134.0°). Resistance to water infiltration is improved by organosilane treatment under low hydrostatic pressure. However, water infiltration resistance under high hydrostatic pressure is reduced or exacerbated to the level of untreated clay. The maximum compacted dry weight density decreases with increasing CO. As the CO increases, the small strain shear modulus increases, whereas the effect of organosilane treatment on the constrained modulus is minimal. The results indicate that water-repellent kaolin clay possesses excellent engineering characteristics for a landfill cover material.

Engineering Characteristics of Chemically Treated Water-Repellent Kaolin

Impact of pore water conductivity and porosity on the electrical conductivity of kaolinite

Compressive strength of one-part alkali activated fly ash using red mud as alkali supplier

Geotechnical Characteristics of Volcanic Beach Sands with Varying Iron Contents

Relationship between hydraulic conductivity and formation factor of coarse-grained soils as a function of particle size

Application of the dilatometer test for estimating undrained shear strength of Busan New Port clay

High-carbon-content fly ashes with biomass particles are typically landfilled in accordance with the ASTM C618 regulation. To quantify their geotechnical properties relating to storage and disposal, this study evaluates the small to intermediate strain properties of fly ashes with various carbon and biomass contents. Tested fly ashes had carbon contents ranging from 1.1% to 9.6%, resulting from co-combusting coal with biomass (biomass contents ranging from 0% to 8.2% by weight). The small-strain stiffness and intermediate-strain constrained modulus were evaluated using consolidation tests performed in a modified oedometer cell equipped with bender elements. It was found that initial void ratio governed the compressibility (or constrained modulus) of fly ashes, and with an increase in carbon and biomass contents, the small-strain stiffness of fly ashes decreased due to the decrease in number of direct contacts between microspheres. In addition, the interfine void ratio, ef, was employed instead of global void ratio to capture the alteration of interparticle contact or interparticle coordination between microspheres, due to the change in carbon and biomass contents. Finally, the stiffness in an overconsolidated state and the stiffness anisotropy of fly ashes were evaluated.

Small to intermediate strain properties of fly ashes with various carbon and biomass contents

Biomasses are organic materials that are derived from any living or recently-living structure. Plenty of biomasses are produced nationwide. Biomasses are mostly combusted and usually discarded or disposed of without treatment as biomass ashes, which include wood and sugarcane bagasse ashes. Thus, recycling or treatment of biomass ashes leads to utilizing the natural materials as an economical and environmental alternative. This study is intended to provide an environmental solution for uncontrolled disposal of biomass ashes by way of recycling the biomass ash and replacing the soils in geotechnical engineering projects. Therefore, in this study, characteristic tests of wood and sugarcane bagasse ashes that are considered the most common biomass ashes are conducted. The test of chemical compositions of biomass ashes is conducted using energy dispersive X-ray spectroscopy (EDS), and Scanning Electron Microscope (SEM), and heavy metal analysis is also conducted. Engineering behaviors including hydraulic conductivity, constrained modulus and shear modulus are examined. Also, coal fly ash Class C is used in this study for comparison with biomass ashes, and Ottawa 20/30 sands containing biomass ashes are examined to identify the soil replacement effect of biomass ashes. The results show that the particle sizes of biomass ashes are halfway between coal fly ash Class C and Ottawa 20/30 sand, and biomass ashes consist of a heterogeneous mixture of different particle sizes and shapes. Also, all heavy metal concentrations were found to be below the US Environmental Protection Agency (EPA) maximum limit. Hydraulic conductivity values of Ottawa 20/30 sand decrease significantly when replacing them with only 1%–2% of biomass ashes. While both the constrained modulus and shear modulus of biomass ashes are lower than Ottawa 20/30 sand, those of mixtures containing up to 10% biomass ashes are little affected by replacing the soils with biomass ashes.

Engineering behavior and characteristics of wood ash and sugarcane bagasse ash

Shear wave velocity of granular mixtures of silica particles as a function of finer fraction, size ratios and void ratios

Effects of organic matter on stiffness of overconsolidated state and anisotropy of engineered organoclays at small strain

Coating effects of nano-sized particles onto sand surfaces: Small strain stiffness and contact mode of iron oxide–coated sands

Impact of unburned carbon particles on the electrical conductivity of fly ash slurry

Review of Archie's equation through theoretical derivation and experimental study on uncoated and hematite coated soils

Effect of overconsolidation ratio on dynamic properties of binary mixtures of silica particles

Dynamic properties of fine-grained soils engineered with a controlled organic phase

Laboratory-prepared iron oxide coatings on sands: Submicron-scale small-strain stiffness

Effect of artificial cementation on cone tip resistance and small strain shear modulus of sand

Abstract
               In this study, a rainer system capable of forming a large homogeneous granular specimen is introduced. A series of laboratory tests is carried out in order to study the performance of the proposed system. The features of the rainer system used in this study are the adoption of a porous plate and the air-pluviation without changing the deposition intensity. Without a porous plate, the rainer induces an insignificant density increase with increasing drop height, providing a dense to very dense specimen. However, the rainer with a porous plate produces a medium dense to dense specimen, with a drastic density increase at drop heights of 10–40 cm and a progressively reduced rate of density increase at larger drop heights. It is shown that the density obtained by using a porous plate rainer with a 70 cm drop height is similar to that achieved by using a conventional rainer with a 10 cm drop height. It is concluded that the use of a conventional rainer that adopts a porous plate significantly widens the range of density achievable even without an alteration in the deposition intensity. It is also concluded that using the rainer with a porous plate significantly improves the vertical and horizontal homogeneities of the specimen. The relative density evaluated from the measured cone resistance appears to provide a reasonable estimation at depths of 40–80 cm. The profile of shear wave velocity measured using bender elements seems to accurately reflect the vertical non-uniformity of the specimen.

Preparation of a large size granular specimen using a rainer system with a porous plate

ENGEO Lab

교수님 소개

추현욱

연구실 소개

연구실 키워드

알럼나이가 간 회사

연구실 지원 방법

대우 조건

연도별 논문 인용수

저널 & 학회 논문 출판 수

연구실 논문 목록

A simple TDR waveform analysis for estimating volumetric water content in marine clays

Compressibility of Clays under Repetitive Loading: A New Perspective on Consolidation State, Loading Frequency, and Partially Drained Conditions

Development and evaluation of a cementless steel slag–blast furnace slag binder for stabilization of dredged soils with high natural water content

연구실 보유 특허

대학별 입시끈

우리 연구실 모집

교수님 소개

추현욱

연구실 키워드

알럼나이가 간 회사

연구실 지원 방법

대우 조건

연도별 논문 인용수

저널 & 학회 논문 출판 수

연구실 논문 목록

A simple TDR waveform analysis for estimating volumetric water content in marine clays

Compressibility of Clays under Repetitive Loading: A New Perspective on Consolidation State, Loading Frequency, and Partially Drained Conditions

Development and evaluation of a cementless steel slag–blast furnace slag binder for stabilization of dredged soils with high natural water content

연구실 보유 특허

최근 3년간 연구실적 높은 연구실

대학별 입시끈

우리 연구실 모집