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 Non-Conventional Pile Loading Tests in Vietnam (Supported by Nafosted)
Tác giả hoặc Nhóm tác giả: Nguyen Minh Hai - Do Huu Dao
Nơi đăng: Proceedings of the 18th International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013
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; Số: ISBN 978-2-85978-477-5 (vol. 4);Từ->đến trang: 2747-2750;Năm: 2013
Lĩnh vực: Kỹ thuật; Loại: Bài báo khoa học; Thể loại: Quốc tế
TÓM TẮT
ABSTRACT: Two bidirectional tests used single-level jacks were performed on strain-gauge instrumented bored piles in Da Nang City, Vietnam. The soil profile consists of medium dense silty sand followed by thick firm clay underlain by highly weathered sandstone. The piles, 800 mm and 1,000 mm in diameter, were installed to 34 m depth and constructed using bucket drill technique with bentonite slurry. The jack assemblies were attached to a reinforcing cage above the pile toe from 0.5 m through 0.8 m. The static loading tests were performed 21 days after constructed piles. The maximum bidirectional test loads ranged from 3.8 through 4.8 MN and the measured maximum upward and downward movements ranged from about 3 through 28 mm and 7 through 49 mm, respectively. The analysis of strain-gauge records showed that the Young’s modulus values were about 25 and 22 GPa as calculated on the nominal cross section of the 800 and 1,000 mm diameter piles, respectively, the shaft resistances were strain-softening, and the pile toe stiffness was very soft and essentially linear. The measured load distribution corresponded to effective stress proportionality coefficients, ß, of about 0.2 through 0.3.
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ABSTRACT
RÉSUMÉ : Deux essais bidirectionnels utilisés à un niveau sur les pieux instrumentés à jauges de contrainte ont été effectuées à Da Nang, Vietnam. Le profil géologique du site se compose d’une couche de sable limoneux moyennement dense au-dessus d’une couche d’argile ferme épaisse reposant sur les grès très altérés. Les pieux de 800 mm et 1000 mm de diamètre, ont été installés jusqu’à 34 m de profondeur en utilisant la technique de seau de forage avec les coulis de bentonite. Les ensembles de vérins étaient attachés à une cage d'armature de 0,5 m à 0,8 m au-dessus de la pointe des pieux. Les essais de chargement statique ont été effectués à 21ème jours après l’exécution des pieux. Les charges maximales des essais bidirectionnels varient de 3,8 à 4,8 MN et les déplacements maximaux mesurés vers le haut et vers le bas varient respectivement de 3 à 28 mm et de 7 mm à 49 mm. L'analyse des données enregistrées des jauges de contrainte a montré que le module de Young était d'environ 25 à 22 GPa, tel que calculé sur la section nominale des 800 à 1.000 mm pieux, respectivement, les résistances se ramollissaient et la rigidité de la pointe des pieux était très faible et essentiellement linéaire. Le coefficient de proportionnalité (b) entre la charge mesurée et la contrainte effective correspondante était de 0.2 à 0.3.
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