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REFERENCE LINKING PLATFORM OF KOREA S&T JOURNALS
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Journal of The Korean Society of Civil Engineers
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Journal DOI :
Korean Society of Civil Engeneers
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Volume & Issues
Volume 28, Issue 6D - Nov 2008
Volume 28, Issue 6C - Nov 2008
Volume 28, Issue 6B - Nov 2008
Volume 28, Issue 6A - Nov 2008
Volume 28, Issue 5D - Sep 2008
Volume 28, Issue 5C - Sep 2008
Volume 28, Issue 5B - Sep 2008
Volume 28, Issue 5A - Sep 2008
Volume 28, Issue 4D - Jul 2008
Volume 28, Issue 4C - Jul 2008
Volume 28, Issue 4B - Jul 2008
Volume 28, Issue 4A - Jul 2008
Volume 28, Issue 3D - May 2008
Volume 28, Issue 3C - May 2008
Volume 28, Issue 3B - May 2008
Volume 28, Issue 3A - May 2008
Volume 28, Issue 2D - Mar 2008
Volume 28, Issue 2C - Mar 2008
Volume 28, Issue 2B - Mar 2008
Volume 28, Issue 2A - Mar 2008
Volume 28, Issue 1A - Jan 2008
Volume 28, Issue 1D - Jan 2008
Volume 28, Issue 1C - Jan 2008
Volume 28, Issue 1B - Jan 2008
Selecting the target year
End Bearing Behavior of Drilled Shafts in Weathered Rock
Kwon, Oh Sung ; Kim, Myoung Mo ;
Journal of The Korean Society of Civil Engineers, volume 28, issue 4C, 2008, Pages 197~203
The end bearing behavior of piles socketed in weathered/soft rock is generally dependent upon the rock mass conditions with fractures rather than the strength of intact rock. Therefore, a database which includes 13 load tests performed on cast-in-place concrete piles and soil investigation data at the field test sites was made first, and new empirical relationships between the base reaction modulus of piles in rock and rock mass properties were developed. No correlation was found between the compressive strengths of intact rock and the base reaction modulus of weathered/soft rock. The ground investigation data regarding the rock mass conditions (e.g. Pressuremeter modulus and limit pressure, RMR, RQD) was found to be highly correlated with the base reaction modulus, showing the coefficients of correlation greater than 0.7 in most cases. In addition, the applicability of existing methods for the end bearing capacity of piles in rock was verified by comparison with the field test data.
Side Shear Resistance of Drilled Shafts in Weathered Rock
Kwon, Oh Sung ; Kim, Myoung Mo ;
Journal of The Korean Society of Civil Engineers, volume 28, issue 4C, 2008, Pages 205~212
In this research, the effect of rock mass weathering on the side shear resistance of drilled shaft socketed into igneous-metamorphic rock was investigated. For that, 23 cast-in-place concrete piles with diameters varying from 400mm to 1,500mm were constructed at four different sites, and the static axial load tests were performed to examine the resistant behavior of the piles. A comprehensive field/laboratory testing program at the field test site was also performed to describe the in situ rock mass conditions quantitatively. The side shear resistance of rock socketed piles was found to have no intimate correlation with the compressive strength of the intact rock. However, the global rock mass strength, which was calculated by the Hoek and Brown criteria, was found to closely correlate to the side shear resistance. The ground investigation data regarding the rock mass conditions (e.g.
, RMR, RQD, j) were also found to be highly correlated with the side shear resistance, showing the coefficients of correlation greater than 0.75 in most cases. Additionally, the applicability of existing methods for the side shear resistance of weathered granite-gneiss was verified by comparison with the field test data. The existing methods which consider the effect of rock mass condition were modified and/or extended for weathered rock mass where mass factor j is lower than 0.15, and RQD is below 50%.
Unconfined Compressive Strength of Cemented Sand Reinforced with Short Fibers
Park, Sung-Sik ; Kim, Young-Su ; Choi, Sun-Gyu ; Shin, Shi-Eon ;
Journal of The Korean Society of Civil Engineers, volume 28, issue 4C, 2008, Pages 213~220
A study on cemented sand reinforced with short fibers was carried out to improve its unconfined compressive strength and brittle behavior. Nak-dong River sand was mixed with Portland cement and polyvinyl alcohol (PVA) fibers. A PVA fiber widely used for concrete reinforcement is randomly distributed into cemented sand. Nak-dong River sand, cement and fibers with optimum water content were compacted in 5 layers and then cured for 7 days. The effect of fiber reinforcement rather than cementation was emphasized by using a small amount of cement. Weakly cemented sand with a cement/sand ratio less than 8% was fiber-reinforced with different fiber ratios and tested for unconfined compression tests. The effect of fiber ratio and cement ratio on unconfined compressive strength was investigated. Fiber-reinforced cemented sand with 2% cement ratio showed up to six times strength to non-reinforced cemented sand. Because of ductile behavior of fiber-reinforced specimens, an axial strain at peak stress of specimens with 2% cement ratio increases up to 7% as a fiber ratio increases. The effect of 1% fiber addition into 2% cemented sand on friction angle and cohesion was analyzed separately. When the fiber reinforcement is related to friction angle increase, the 8% of applied stress transferred to 1% fibers within specimens.
A Study on the Behavior of George Massey Immersed Tunnel during Earthquake
Park, Sung-Sik ; Moon, Hong-Duk ;
Journal of The Korean Society of Civil Engineers, volume 28, issue 4C, 2008, Pages 221~230
The George Massey immersed tunnel passes the Fraser River near Vancouver, Western Canada. The tunnel was founded on sandy soils and its behavior during earthquake was analyzed by an effective stress constitutive model called UBCSAND. This model is able to calculate pore pressure rise and resulting tunnel movements due to cyclic loading. Centrifuge tests conducted at Rensselaer Polytechnic Institute (RPI) were used to verify the model performance. The centrifuge tests consisted of 2 models: Model 1 was designed for an original ground condition, Model 2 for a ground improvement by densification. In Model 1, large deformation of the tunnel was observed due to liquefaction of surrounding soil. Because of the densified zones around the tunnel the vertical and horizontal displacements of the tunnel in Model 2 was 50% less than Model 1. Measured excess pore pressures, accelerations, and displacements from centrifuge tests were in close agreement with the predictions of UBCSAND model. Therefore, the model can be used to predict seismic behavior of immersed tunnels on sandy soils and optimize liquefaction remediation methods.
Analysis of Solute Transport based on Electrical Resistance Measurements from Laboratory Column Tests
Kim, Yong-Sung ; Kim, Jae-Jin ; Park, Junboum ;
Journal of The Korean Society of Civil Engineers, volume 28, issue 4C, 2008, Pages 231~238
A column testing device capable of measuring the electrical resistivity of soil at 3 different locations was developed to verify applicability of bulk electrical conductivity (BEC) breakthrough curves in monitoring contaminant transport. Tracer injection tests were conducted with three different types of saturated sands to obtain average linear velocities and longitudinal hydrodynamic dispersion coefficients based on BEC breakthrough curves and effluent solute breakthrough curves. Comparative analysis of transport parameters obtained from curve fitting the results into the analytical solutions confirmed the validity of resistance measurements in estimating time-continuous resident solute concentration. Under the assumption that a linear relationship exists between
, the BEC breakthrough curves are able to effectively reduce the laborious and time-consuming processes involved in the conventional method of sampling and analysis. In order to reduce possible uncertainties in analyzing the BEC breakthrough curves, it was recommended that resistance measurements take place nearby the effluent boundary. In addition, a sufficient electrical contrast or difference in the electrical conductivity of the influent and the saturating solution is required to conduct reliable analysis.
A Fundamental Study for a Dispersion Characteristics of Surface Waves on an Influence of Adjacent Structures
Cho, Mi-Ra ; Cho, Sung-Ho ; Kim, Bong-Chan ; Kim, Suhk-Chol ;
Journal of The Korean Society of Civil Engineers, volume 28, issue 4C, 2008, Pages 239~245
In this study, a fundamental-level study was performed to establish knowledge-base for the development of optimal surface-wave method for urban areas with adjacent structures. First, theoretical modelling was performed to investigate the influence of adjacent structures on dispersion characteristics of surface waves. Later, the geotechnical sites with a concrete model of adjacent structure and a real subway box structure were tested by surface-wave method to investigate the influence of adjacent structures. The major influencing factors of adjacent structures on surface-wave propagation were direct distance between measurement array and adjacent structure, stiffness contrast between layers and type of seismic source.
Mechanical Properties of Waste Tire Powder - Added Lightweight Soil
Kim, Yun Tae ; Kang, Hyo Sub ;
Journal of The Korean Society of Civil Engineers, volume 28, issue 4C, 2008, Pages 247~253
This paper investigates the mechanical characteristics of waste tire powder-added lightweight soil in which dredged soils, waste tire powder and bottom ash were reused. In this study, 5 groups of soil samples were prepared with varing contents of waste tire powder ranged from 0% to 100% at 25% intervals by the dredged soil weight. The mixed soil samples were subjected to unconfined compression and elastic wave tests to investigate their unconfined compressive strengths and dynamic properties. Test results showed that the unconfined compressive strength and unit weight decreased as the waste tire powder contents increased, but axial strain at failure increased. Also stress-strain relationship of waste tire powder-added lightweight soil showed a ductile behavior rather than a brittle behavior. The result of elastic wave tests indicated that the higher waste tire powder content, the lower elastic wave velocity and the lower shear modulus (G).