|Table of Contents|

Laboratory Research on the Saturated Soil Behavior Under Impact(PDF)

《地球科学与环境学报》[ISSN:1672-6561/CN:61-1423/P]

Issue:
2012年第02期
Page:
90-96
Research Field:
工程地质
Publishing date:

Info

Title:
Laboratory Research on the Saturated Soil Behavior Under Impact
Author(s):
LUO Si-hai1;  FU Jun-jian2
1. School of Architectural and Surveying and Mapping Engineering, Jiangxi University of Science andTechnology, Ganzhou 341000, Jiangxi, China; 2. Ji'an Institute of Highway Survey and Design of Jiangxi Province, Ji'an 343000, Jiangxi, China
Keywords:
triaxial condition;  drainage;  impact;  pore water pressure;  volumetric change;  reconsolidation;  sand;  clay
PACS:
TU411
DOI:
-
Abstract:
Under the triaxial condition, tests of impact and reconsolidation after impact were conducted on saturated sand and clay with the drained and undrained conditions respectively; the dynamic response to impact and behavior of reconsolidation after impact under different drainage conditions for the soils with different penetrability were comparatively investigated. The results showed that the pore water pressure of saturated clay increased with blow number, and then gradually trended to be stable under undrained condition, while it dropped after reaching a peak under drained condition; impact energy had most significant influence on pore water pressure for sand under undrained condition; relationship between axial strain and blow number of saturated sand was approximately linear under undrained condition, while it was nearly quadratic for saturated sand under drained condition and saturated clay; pore water pressure immediately decreased to zero for saturated sand during reconsolidation after impact under undrained condition, and volumetric change instantly increased to a certain value; pore water pressure gradually decreased to zero within a given period for saturated clay during reconsolidation after impact under undrained condition, and volumetric change gradually increased; the volumetric changes of saturated clay during impact were 39%-49% of total volumetric changes, and the volumetric changes during reconsolidation after impact were 51%-61%; total volumetric changes for sand and clay under drained condition were larger significantly than that under undrained condition, and improving the drainage condition was favorable to increase reinforcement effect.

References:

[1] 杨人凤,张永新,赵新荣.土的冲击压实试验研究[J].中国公路学报,2003,16(3):32-35. YANG Ren-feng,ZHANG Yong-xin,ZHAO Xin-rong.Research on Test of Impact Compaction About Soil[J].China Journal of Highway and Transport,2003,16(3):32-35.
[2] 石 刚,支喜兰,谢永利,等.冲击压实和强夯加固地基效果分析[J].交通运输工程学报,2006,6(4):52-56. SHI Gang,ZHI Xi-lan,XIE Yong-li,et al.Effect Ana-lysis of Percussive Compaction and Dynamic Compaction on Roadbed Reinforcement[J].Journal of Traffic and Transportation Engineering,2006,6(4):52-56.
[3] 钱家欢,钱学德,赵维炳,等.动力固结的理论与实践[J].岩土工程学报,1986,8(6):1-17. QIAN Jia-huan,QIAN Xue-de,ZHAO Wei-bing,et al.Theory and Practice of Dynamic Conslidation[J].Chinese Jounal of Geotechnical Engineering,1986,8(6):1-17.
[4] 韩文喜,张倬元,傅小敏,等.饱和土的强夯模拟试验[J].地质灾害与环境保护,1999,10(3):31-36. HAN Wen-xi,ZHANG Zhuo-yuan,FU Xiao-min,et al.Modelling Test of Dynamic Consolidation for Saturated Soil[J].Journal of Geological Hazards and Environment Preservation,1999,10(3):31-36.
[5] 白 冰,刘祖德.冲击荷载作用下饱和软黏土孔压增长与消散规律[J].岩土力学,1998,19(2):33-38. BAI Bing,LIU Zu-de.Growth and Dissipation of Pore Water Pressure in Saturated Soft Clay Under Impact Loading[J].Rock and Soil Mechanics,1998,19(2):33-38.
[6] 白 冰,章 光,刘祖德.冲击荷载作用下饱和软黏土的一些性状[J].岩石力学与工程学报,2002,21(3):423-428. BAI Bing,ZHANG Guang,LIU Zu-de.Some Characteristics of Saturated Soft Clay Under Impact Loading[J].Chinese Journal of Rock Mechanics and Engineering,2002,21(3):423-428.
[7] 白 冰.饱和土体再固结变形特性若干问题研究[J].岩土力学,2003,24(5):691-695. BAI Bing.Study on Reconsolidation Characteristics of Saturated Soils[J].Rock and Soil Mechanics,2003,24(5):691-695.
[8] 孟庆山,汪 稔,雷学文,等.饱和软黏土在冲击荷载下的动力特性研究[J].岩土力学,2004,25(2):194-198. MENG Qing-shan,WANG Ren,LEI Xue-wen,et al.Dynamic Properties of Saturated Soft Clay Under Impact Loading[J].Rock and Soil Mechanics,2004,25(2):194-198.
[9] 孟庆山,汪 稔,刘观仕.冲击荷载下饱和软黏土的孔压和变形特性[J].水利学报,2005,36(4):467-472. MENG Qing-shan,WANG Ren,LIU Guan-shi.Experimental Study on Pore Water Pressure and Axial Strain of Saturated Soft Clay Under Impact Load[J].Journal of Hydraulic Engineering,2005,36(4):467-472.
[10] 孟庆山,汪 稔.冲击荷载下饱和软土动态响应特征的试验研究[J].岩土力学,2005,26(1):17-21. MENG Qing-shan,WANG Ren.Experimental Study on Dynamic Characteristics of Saturated Soft Clay Under Impact Loading[J].Rock and Soil Mechanics,2005,26(1):17-21.
[11] 罗嗣海,巩田捷.侧限条件下冲击作用对黏性土变形与强度性状的影响[J].工业建筑,2011,41(3):81-85. LUO Si-hai,GONG Tian-jie.Influence of Confined Impact on Deformation and Strength Behavior of Cohesive Soils[J].Industrial Construction,2011,41(3):81-85.
[12] 罗嗣海,胡 微,潘小青,等.冲击荷载作用后土压缩性状的室内试验研究[J].建筑科学,2012,28(3):38-42. LUO Si-hai,HU Wei,PAN Xiao-qing,et al.Laboratory Research on the Soil Compression Behavior After Impact[J].Building Science,2012,28(3):38-42.
[13] 罗嗣海,胡 微,潘小青,等.动、静荷载预压密后土压缩性状的对比研究[J].工业建筑,2011,41(10):68-71. LUO Si-hai,HU Wei,PAN Xiao-qing,et al.Comparison of Compression Behavior of Soil After Pre-densification by Static or Dynamic Loads[J].Industrial Construction,2011,41(10):68-71.
[14] 罗嗣海,傅军健,胡世丽.不同排水条件下饱和砂土的冲击性状[J].有色金属科学与工程,2011,2(6):29-33. LUO Si-hai,FU Jun-jian,HU Shi-li.Impact Properties of Saturated Sand Under Different Drainage Conditions[J].Nonferrous Metal Science and Engineering,2011,2(6):29-33.
[15] 郭 莹,陈 珍.成样方法对砂土静力三轴固结不排水剪切试验结果的影响[J].中国港湾建设,2010(2):30-34. GUO Ying,CHEN Zhen.Influence of Sample-preparing Methods on Results of Static Tri-axial Consolidation Undrained Test of Sand[J].China Harbour Engineering,2010(2):30-34.
[16] 南京水利科学研究院土工研究所.土工试验技术手册[M].北京:人民交通出版社,2003. Geotechnical Department of Nanjing Hydraulic Research Institute.Geotechnical Test Technical Manual[M].Beijing:China Communications House,2003.
[17] 朱思哲,刘 虔,包承纲,等.三轴试验原理与应用技术[M].北京:中国电力出版社,2003. ZHU Si-zhe,LIU Qian,BAO Cheng-gang,et al.The Tri-axial Test Principle and Application Technology[M].Beijing:China Electric Power Press,2003.

Memo

Memo:
-
Last Update: 2012-06-20