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Détail de l'auteur
Auteur Jong-Sub Lee
Documents disponibles écrits par cet auteur
Affiner la rechercheDetection of smear zone using micro-cone and electrical resistance probe / Dong-Hyun Shin in Canadian geotechnical journal, Vol. 46 N° 6 (Juin 2009)
in Canadian geotechnical journal > Vol. 46 N° 6 (Juin 2009) . - pp. 719–726
Titre : Detection of smear zone using micro-cone and electrical resistance probe Type de document : texte imprimé Auteurs : Dong-Hyun Shin, Auteur ; Changho Lee, Auteur ; Jong-Sub Lee, Auteur Article en page(s) : pp. 719–726 Note générale : Sciences de la Terre Langues : Anglais (eng) Mots-clés : Cone tip resistance Electrical resistivity Large-scale consolidometer Prefabricated vertical drain Smear zone Résistance à la point du cône Résistivité électrique Consolidomètre à grande échelle Drain vertical préfabriqué Zone de souillure Index. décimale : 550 Sciences auxiliaires de la géologie. Résumé : The installation of a prefabricated vertical drain (PVD) using a mandrel results in soil disturbance adjacent to the PVD, which is known as the smear zone. The smear zone is investigated by a series of radial penetration tests including a micro-cone penetrometer and an electrical resistance probe in the clay specimen prepared in a large-scale chamber. The 5 mm diameter micro-cone penetrometer and the 2.1 mm diameter electrical resistance probe produce continuous soil strength and electrical resistivity profiles around the PVD. Almost-constant values of the cone tip resistance and electrical resistivity are measured within the undisturbed zone. The outer boundary of the smear zone is clearly defined by the locations where the deviations of the measured cone tip resistance and electrical resistivity from the constant values are observed. Significant changes in both measurements are observed in the smear zone with remarkably consistent patterns. The smear zone induced by the PVD installation using a rectangular mandrel has an elliptical shape and extends to approximately 3.2~3.4 times the half-length of the mandrel and 5.3~5.4 times the half-width of the mandrel.
L’installation d’un drain vertical préfabriqué (DVP) à l’aide d’un mandrin cause des dérangements dans le sol adjacent au DVP, ce qui est communément appelé zone de souillure. La zone de souillure a été examinée par une série d’essais en pénétration radiale, incluant un pénétromètre à micro-cône et une sonde à résistance électrique dans un échantillon d’argile préparé dans une boîte à grande échelle. Le pénétromètre à micro-cône d’un diamètre de 5 mm et la sonde à résistance électrique d’un diamètre de 2,1 mm ont généré des profils de résistance du sol et de résistivité électrique en continu autour du DVP. Dans la zone non dérangée, les mesures de résistance à la pointe du cône et de résistivité électrique sont restées à peu près constantes. La frontière externe de la zone de souillure est bien définie par l’emplacement des endroits où on observe une déviation des mesures de résistance à la pointe du cône et de résistivité électrique par rapport aux valeurs constantes. Des variations significatives sont observées de façon consistante pour les deux types de mesures dans la zone de souillure. La zone de souillure produite par l’installation d’un DVP à l’aide d’un mandrin rectangulaire a une forme elliptique et s’étend jusqu’à approximativement 3,2~3,4 fois la demi longueur du mandrin et 5,3~5,4 fois la demi largeur du mandrin.
DEWEY : 550 ISSN : 0008-3674 En ligne : http://rparticle.web-p.cisti.nrc.ca/rparticle/AbstractTemplateServlet?calyLang=f [...] [article] Detection of smear zone using micro-cone and electrical resistance probe [texte imprimé] / Dong-Hyun Shin, Auteur ; Changho Lee, Auteur ; Jong-Sub Lee, Auteur . - pp. 719–726.
Sciences de la Terre
Langues : Anglais (eng)
in Canadian geotechnical journal > Vol. 46 N° 6 (Juin 2009) . - pp. 719–726
Mots-clés : Cone tip resistance Electrical resistivity Large-scale consolidometer Prefabricated vertical drain Smear zone Résistance à la point du cône Résistivité électrique Consolidomètre à grande échelle Drain vertical préfabriqué Zone de souillure Index. décimale : 550 Sciences auxiliaires de la géologie. Résumé : The installation of a prefabricated vertical drain (PVD) using a mandrel results in soil disturbance adjacent to the PVD, which is known as the smear zone. The smear zone is investigated by a series of radial penetration tests including a micro-cone penetrometer and an electrical resistance probe in the clay specimen prepared in a large-scale chamber. The 5 mm diameter micro-cone penetrometer and the 2.1 mm diameter electrical resistance probe produce continuous soil strength and electrical resistivity profiles around the PVD. Almost-constant values of the cone tip resistance and electrical resistivity are measured within the undisturbed zone. The outer boundary of the smear zone is clearly defined by the locations where the deviations of the measured cone tip resistance and electrical resistivity from the constant values are observed. Significant changes in both measurements are observed in the smear zone with remarkably consistent patterns. The smear zone induced by the PVD installation using a rectangular mandrel has an elliptical shape and extends to approximately 3.2~3.4 times the half-length of the mandrel and 5.3~5.4 times the half-width of the mandrel.
L’installation d’un drain vertical préfabriqué (DVP) à l’aide d’un mandrin cause des dérangements dans le sol adjacent au DVP, ce qui est communément appelé zone de souillure. La zone de souillure a été examinée par une série d’essais en pénétration radiale, incluant un pénétromètre à micro-cône et une sonde à résistance électrique dans un échantillon d’argile préparé dans une boîte à grande échelle. Le pénétromètre à micro-cône d’un diamètre de 5 mm et la sonde à résistance électrique d’un diamètre de 2,1 mm ont généré des profils de résistance du sol et de résistivité électrique en continu autour du DVP. Dans la zone non dérangée, les mesures de résistance à la pointe du cône et de résistivité électrique sont restées à peu près constantes. La frontière externe de la zone de souillure est bien définie par l’emplacement des endroits où on observe une déviation des mesures de résistance à la pointe du cône et de résistivité électrique par rapport aux valeurs constantes. Des variations significatives sont observées de façon consistante pour les deux types de mesures dans la zone de souillure. La zone de souillure produite par l’installation d’un DVP à l’aide d’un mandrin rectangulaire a une forme elliptique et s’étend jusqu’à approximativement 3,2~3,4 fois la demi longueur du mandrin et 5,3~5,4 fois la demi largeur du mandrin.
DEWEY : 550 ISSN : 0008-3674 En ligne : http://rparticle.web-p.cisti.nrc.ca/rparticle/AbstractTemplateServlet?calyLang=f [...]
in Journal of geotechnical and geoenvironmental engineering > Vol. 136 N° 3 (Mars 2010) . - pp. 522-526
Titre : Effect of secondary impacts on SPT rod energy and sampler penetration Type de document : texte imprimé Auteurs : Changho Lee, Auteur ; Jong-Sub Lee, Auteur ; Shinwhan An, Auteur Article en page(s) : pp. 522-526 Note générale : Géotechnique Langues : Anglais (eng) Mots-clés : Secondary impact Standard penetration test (SPT) Energy transfer ratio Index. décimale : 624.1 Infrastructures.Ouvrages en terre. Fondations. Tunnels Résumé : This paper explores the standard penetration test (SPT) hammer-anvil behavior and investigates the effect of secondary impact on SPT energy and sampler penetration. It is observed that the hammer-anvil behavior after the impact depends on the characteristics of the wave reflected from the sampler. The type-I secondary impact, which is dominant for N<25, is induced due to the rapid downward movement of the anvil and the recontact of the following hammer on the rebounding anvil. The maximum energy calculated by integrating force and velocity (EFV) is achieved immediately after the occurrence of the type-I secondary impact and an additional sampler penetration is triggered by the type-I secondary impact. The type-II secondary impact, which is dominant for N>50, is produced by the restrike of the pushed-up hammer on the resting anvil. The type-II secondary impact causes only recoverable anvil deformation and does not contribute to the maximum EFV energy. For N-values of 25–50, both or either types of secondary impacts happen. As N-value increases, the type-I secondary impact fade away progressively and the type-II secondary impact becomes more distinctive.
DEWEY : 624.1 ISSN : 1090-0241 En ligne : http://ascelibrary.aip.org/vsearch/servlet/VerityServlet?KEY=JGGEFK&smode=strres [...] [article] Effect of secondary impacts on SPT rod energy and sampler penetration [texte imprimé] / Changho Lee, Auteur ; Jong-Sub Lee, Auteur ; Shinwhan An, Auteur . - pp. 522-526.
Géotechnique
Langues : Anglais (eng)
in Journal of geotechnical and geoenvironmental engineering > Vol. 136 N° 3 (Mars 2010) . - pp. 522-526
Mots-clés : Secondary impact Standard penetration test (SPT) Energy transfer ratio Index. décimale : 624.1 Infrastructures.Ouvrages en terre. Fondations. Tunnels Résumé : This paper explores the standard penetration test (SPT) hammer-anvil behavior and investigates the effect of secondary impact on SPT energy and sampler penetration. It is observed that the hammer-anvil behavior after the impact depends on the characteristics of the wave reflected from the sampler. The type-I secondary impact, which is dominant for N<25, is induced due to the rapid downward movement of the anvil and the recontact of the following hammer on the rebounding anvil. The maximum energy calculated by integrating force and velocity (EFV) is achieved immediately after the occurrence of the type-I secondary impact and an additional sampler penetration is triggered by the type-I secondary impact. The type-II secondary impact, which is dominant for N>50, is produced by the restrike of the pushed-up hammer on the resting anvil. The type-II secondary impact causes only recoverable anvil deformation and does not contribute to the maximum EFV energy. For N-values of 25–50, both or either types of secondary impacts happen. As N-value increases, the type-I secondary impact fade away progressively and the type-II secondary impact becomes more distinctive.
DEWEY : 624.1 ISSN : 1090-0241 En ligne : http://ascelibrary.aip.org/vsearch/servlet/VerityServlet?KEY=JGGEFK&smode=strres [...]
in Journal of geotechnical and geoenvironmental engineering > Vol. 136 N° 1 (Janvier 2010) . - pp. 199-206
Titre : Penetration type field velocity probe for soft soils Type de document : texte imprimé Auteurs : Jong-Sub Lee, Auteur ; Changho Lee, Auteur ; Hyung-Koo Yoon, Auteur Article en page(s) : pp. 199-206 Note générale : Géotechnique Langues : Anglais (eng) Mots-clés : Calibration chamber In situ test Shear modulus Shear waves Soft soils Index. décimale : 624.1 Infrastructures.Ouvrages en terre. Fondations. Tunnels Résumé : The assessment of the shear stiffness of dredged soft ground and soft clay is extremely difficult due to soil disturbances caused during sampling and field access. Several in situ methods such as spectral analysis of surface waves, multichannel analysis of surface wave, cross hole, and downhole methods have been developed to measure the shear-wave velocity, but a few disadvantages hinder the adoption of existing methods to soft ground. This study presents a new apparatus, the penetration type field velocity probe (FVP), which overcomes several of the limitations of commonly used shear-wave measurement methods in the field. Design concerns of the FVP include the tip shape, soil disturbance, transducers, self acoustic insulation, protectors, and the electromagnetic coupling from transducer-to-transducer and cable-to-cable. The crosstalk between cables is eliminated by grouping and extra grounding of the cables. The shear-wave velocity of the FVP is directly calculated, without any inversion process, by using the travel distance and the travel time. After calibration tests are carried out in the laboratory, application tests in the field are conducted up to 29 m in depth. Calibration results show the velocity profiles obtained by the FVP and by the rods fitted with transducers are similar to each other. The experimental results obtained in the field show that the FVP can produce reasonable and detailed shear-wave velocity profiles in soft clay. This study suggests that the FVP may be an effective technique for measuring the shear-wave velocity in soft ground.
DEWEY : 624.1 ISSN : 1090-0241 En ligne : http://ascelibrary.aip.org/vsearch/servlet/VerityServlet?KEY=JGGEFK&ONLINE=YES&s [...] [article] Penetration type field velocity probe for soft soils [texte imprimé] / Jong-Sub Lee, Auteur ; Changho Lee, Auteur ; Hyung-Koo Yoon, Auteur . - pp. 199-206.
Géotechnique
Langues : Anglais (eng)
in Journal of geotechnical and geoenvironmental engineering > Vol. 136 N° 1 (Janvier 2010) . - pp. 199-206
Mots-clés : Calibration chamber In situ test Shear modulus Shear waves Soft soils Index. décimale : 624.1 Infrastructures.Ouvrages en terre. Fondations. Tunnels Résumé : The assessment of the shear stiffness of dredged soft ground and soft clay is extremely difficult due to soil disturbances caused during sampling and field access. Several in situ methods such as spectral analysis of surface waves, multichannel analysis of surface wave, cross hole, and downhole methods have been developed to measure the shear-wave velocity, but a few disadvantages hinder the adoption of existing methods to soft ground. This study presents a new apparatus, the penetration type field velocity probe (FVP), which overcomes several of the limitations of commonly used shear-wave measurement methods in the field. Design concerns of the FVP include the tip shape, soil disturbance, transducers, self acoustic insulation, protectors, and the electromagnetic coupling from transducer-to-transducer and cable-to-cable. The crosstalk between cables is eliminated by grouping and extra grounding of the cables. The shear-wave velocity of the FVP is directly calculated, without any inversion process, by using the travel distance and the travel time. After calibration tests are carried out in the laboratory, application tests in the field are conducted up to 29 m in depth. Calibration results show the velocity profiles obtained by the FVP and by the rods fitted with transducers are similar to each other. The experimental results obtained in the field show that the FVP can produce reasonable and detailed shear-wave velocity profiles in soft clay. This study suggests that the FVP may be an effective technique for measuring the shear-wave velocity in soft ground.
DEWEY : 624.1 ISSN : 1090-0241 En ligne : http://ascelibrary.aip.org/vsearch/servlet/VerityServlet?KEY=JGGEFK&ONLINE=YES&s [...]
in Journal of geotechnical and geoenvironmental engineering > Vol. 137 N° 1 (Janvier 2011) . - pp. 86-93
Titre : Void ratio estimation of soft soils using electrical resistivity cone probe Type de document : texte imprimé Auteurs : Joon Han Kim, Auteur ; Hyung-Koo Yoon, Auteur ; Jong-Sub Lee, Auteur Année de publication : 2011 Article en page(s) : pp. 86-93 Note générale : Géotechnique Langues : Anglais (eng) Mots-clés : Archie’s law Calibration chamber Electrical resistivity In situ test Porosity Void ratio Index. décimale : 624.1 Infrastructures.Ouvrages en terre. Fondations. Tunnels Résumé : Electrical properties of soils have commonly been used to estimate geotechnical properties. This paper introduces a new device, an electrical resistivity cone probe (ERCP), to determine the electrical resistivity of seashore soft soils and estimate void ratio in the field. The probe consists of inner and outer electrodes with a coaxial structure. The probe tip is conical to minimize disturbance during penetration. A four-terminal pair configuration is used to prevent electrical interference. The electrical resistance is measured during a consolidation test, penetration tests in a large-scale calibration chamber, and at two field sites. With the resistivity of soils and electrical resistivity of pore water extracted from undisturbed soils, the void ratio is estimated using Archie’s law. The void ratio estimated by the ERCP in an oedometer cell is almost the same as the volumetric void ratio of sand determined from consolidation tests. In addition, the void ratio profile obtained by the ERCP agrees well with the volume-based void ratio in a sand-clay mixture prepared in the calibration chamber. The void ratio profile estimated in the field is inversely proportional to the standard penetration testing N-value and the cone-tip resistance of the cone penetration test. This paper demonstrates that the ERCP may be an effective device for the estimation of the void ratio of seashore soft soils.
DEWEY : 624.1 ISSN : 1090-0241 En ligne : http://ascelibrary.org/gto/resource/1/jggefk/v137/i1/p86_s1?isAuthorized=no [article] Void ratio estimation of soft soils using electrical resistivity cone probe [texte imprimé] / Joon Han Kim, Auteur ; Hyung-Koo Yoon, Auteur ; Jong-Sub Lee, Auteur . - 2011 . - pp. 86-93.
Géotechnique
Langues : Anglais (eng)
in Journal of geotechnical and geoenvironmental engineering > Vol. 137 N° 1 (Janvier 2011) . - pp. 86-93
Mots-clés : Archie’s law Calibration chamber Electrical resistivity In situ test Porosity Void ratio Index. décimale : 624.1 Infrastructures.Ouvrages en terre. Fondations. Tunnels Résumé : Electrical properties of soils have commonly been used to estimate geotechnical properties. This paper introduces a new device, an electrical resistivity cone probe (ERCP), to determine the electrical resistivity of seashore soft soils and estimate void ratio in the field. The probe consists of inner and outer electrodes with a coaxial structure. The probe tip is conical to minimize disturbance during penetration. A four-terminal pair configuration is used to prevent electrical interference. The electrical resistance is measured during a consolidation test, penetration tests in a large-scale calibration chamber, and at two field sites. With the resistivity of soils and electrical resistivity of pore water extracted from undisturbed soils, the void ratio is estimated using Archie’s law. The void ratio estimated by the ERCP in an oedometer cell is almost the same as the volumetric void ratio of sand determined from consolidation tests. In addition, the void ratio profile obtained by the ERCP agrees well with the volume-based void ratio in a sand-clay mixture prepared in the calibration chamber. The void ratio profile estimated in the field is inversely proportional to the standard penetration testing N-value and the cone-tip resistance of the cone penetration test. This paper demonstrates that the ERCP may be an effective device for the estimation of the void ratio of seashore soft soils.
DEWEY : 624.1 ISSN : 1090-0241 En ligne : http://ascelibrary.org/gto/resource/1/jggefk/v137/i1/p86_s1?isAuthorized=no
