Dynamics Behavior of Sands Using LW Low-Pressured Groutingin the Laboratory.

• Main Authors: Hao-Cyun Johong, 鍾浩群
• Other Authors: Darn-Horng Hsiao
• Format: Others
• Language: zh-TW
• Published: 2008
• Online Access: http://ndltd.ncl.edu.tw/handle/38095555503543425638

碩士 === 國立高雄應用科技大學 === 土木工程與防災科技研究所 === 96 === The study is focused primarily on the dynamic behavior of three different LW grout content including 7%, 14%, 21% respectively, which are firstly prepared by low-pressure permeation grouting method. In addition the pre mixing method is also performed and compared. In order to understand the permeating availability the unconfined compressive test is used under the density relative of 30% simulating the loose sand. The testing showed that use of LW improvement can be judged by coefficient of curvature and coefficient of uniformity of the soils. If the coefficient of of uniformity more than 3 and coefficient of curvature more than 0.96, the sand specimens can’t be fulfilled for low-pressure permeation grouting method. The cyclic triaxial test is used to study on soil liquefaction resistance. After conducting a series of tests, two methods stated before can improve the soil liquefaction resistance. The specimens were prepared by low-pressure permeation grouting method; the soil liquefaction resistance is related with the grout content and curing days. When the grout content is treated with 7%-14% and curing for 14 days, the soil liquefaction resistance can be increased by 15%-56%. The specimens were prepared by pre mixing method; the curing days has no apparent influence on soil liquefaction resistance. If the grout content is added with the ratio of 7%-21% and curing for 14 days, the soil liquefaction resistance will be increased by 13% to 63%. The resonant column tests can be used to investigate the various parameters effect of shear modulus G, damping D and shear wave Vs. The results showed that shear modulus G will is non-linearly decreasing as shear strain increases. Meantime the results are proportionally related with the grout content and confing stress. For damping D in shear strain of 0.001% to 0.1%, the results of grouted sand are greater than those of the non-grouted sand. Howeve the shear strain is more than 0.1%, results of non-grouted sand will be inversely greater than those of grouted sand.