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Volume 37 Issue 8
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GUI Yue, YU Zhi-hua, LIU Hai-ming, CAO Jing, WANG Zhao-chang. Secondary consolidation properties and mechanism of plateau lacustrine peaty soil[J]. Chinese Journal of Geotechnical Engineering, 2015, 37(8): 1390-1398. DOI: 10.11779/CJGE201508005
Citation: GUI Yue, YU Zhi-hua, LIU Hai-ming, CAO Jing, WANG Zhao-chang. Secondary consolidation properties and mechanism of plateau lacustrine peaty soil[J]. Chinese Journal of Geotechnical Engineering, 2015, 37(8): 1390-1398. DOI: 10.11779/CJGE201508005
shu

Secondary consolidation properties and mechanism of plateau lacustrine peaty soil

  • 1. Faculty of Civil Engineering and Mechanics, Kunming University of Science and Technology, Kunming 650051, China;
    2. Kunming Prospecting Design Institute of China Nonferrous Metals Industry, Kunming 650051, China

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  • Received Date: September 13, 2014
  • Published Date: August 24, 2015
    Graphical Abstract
    • Abstract
  • The peaty soil foundation has notable post-construction settlement due to long-term loading. Based on the test results, the secondary consolidation properties of peaty soil from Kunming and Dali cities are studied, and some influencing factors of the secondary consolidation coefficients (Cα), such as the depth of sampling, consolidation pressure (p), loading ratio (R) and loading method, are discussed. The results show that the curve of e-lgt is mainly reverse "S", and the secondary consolidation deformation has relatively high percentage in the total compressive deformation. The secondary consolidation coefficient (Cα) of peaty soil increases with the increasing consolidation pressure to the peak value, then decreases slowly and stably. But the consolidation pressure corresponding to the peak value of Cα, is about 100~200 kPa, does not agree with the preconsolidation pressure (pc). The mechanism of the secondary consolidation is analyzed by establishing the micro-structure models for peaty soil. A conclusion is drawn that the peak value of consolidation pressure is the critical load which generates peaty soil changing from porous to tight state. Moreover, there is a significant correlativity between the coefficient of secondary consolidation and the compression index, and the Cα/Cc ratio is almost a constant value, which is consistent with the values reported in the literatures for similar soils.
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    • References (34)
  • [1]
    MESRI G, AJLOUNI M A. Engineering properties of fibrous peats [J]. Journal of Geotechnical and Geoenvironmental Engineering, 2007, 133(07): 850-866.
    [2]
    SOBHAN K, ALI H, RIEDY K, et al. Field and laboratory compressibility characteristics of soft organic soils in florida[C]// Advances in Measurement and Modeling of Soil Behavior. ASCE, 2007: 1-10.
    [3]
    DAY R W. Performance of fill that contains organic matter [J]. Journal of Performance of Constructed Facilities, 1994, 8(4): 264-273.
    [4]
    DHOWIAN A W, EDIL T B. Consolidation behavior of peats[J]. ASTM Geotechnical Testing Journal, 1981, 3(3): 105-114.
    [5]
    MESRI G, STARK T D. Secondary compression of peat with or without surcharging[J]. Journal of Geotechnical and Geoenvironmental Engineering, 1997, 123(5): 411-421.
    [6]
    SANTAGATA M, BOBET A, JOHNSTON C T, et al. One-dimensional compression behavior of a soil with high organic matter content[J]. Journal of Geotechnical and Geoenvironmental Engineering, 2008, 134(1): 1-13.
    [7]
    ELSAYED A, PAIKOWSKY S, KURUP P. Characteristics and engineering properties of peaty soil underlying cranberry bogs[C]// Geo-Frontiers 2011: Advances in Geotechnical Engineering. ASCE, 2011: 2812-2821.
    [8]
    BADV K, SAYADIAN T. An investigation into the geotechnical characteristics of Urmia peat[J]. Transaction of Civil Engineering, 2012, 36(C2): 167-180.
    [9]
    蒋忠信. 滇池泥炭土[M]. 成都:西南交通大学出版社, 1994. (JANG Zhong-xin. Dianchi peaty soil[M]. Chengdu: Southwest Jiao Tong University Press, 1994. (in Chinese))
    [10]
    湖南省水利电力勘测设计院援外组. 建筑在泥炭地基上的试验堤[C]// 软土地基学术讨论会论文选集. 南京, 1979. (Hu Nan Hydro Electric Design Istitute. Research on embankment built on peat foundation[C]// Proceedings of Symposium on Soft Soil Foundation. Nanjing, 1979. (in Chinese))
    [11]
    JTG E40—2007 公路土工试验规程[S]. 2007: 156-162. (JTG E40—2007 Highway soil test procedures[S]. 2007: 156-162. (in Chinese))
    [12]
    BUTTERfiELD R. A natural compression law for soils[J]. Géotechnique, 1979, 29(4): 469-480.
    [13]
    ONITSUKA K, HONG Z, HARA Y, et al. Interpretation of oedometer test data for natural clays[J]. Soils and Foundations, 1995, 35(3): 61-70.
    [14]
    HONG Z S, ONITSUKA K A. A method of correcting yield stress and compression index of Ariake clays for sample disturbance[J]. Soils and Foundations, 1998, 38(2): 211-222.
    [15]
    邵光辉, 刘松玉. 海相结构软土的次固结研究[J]. 岩土力学, 2008, 29(8): 2057-2064. (SHAO Guang-hui, LIU Song-yu. Research on secondary consolidation of structuralmarine clays[J]. Rock and Soil Mechanics, 2008, 29(8): 2057-2064. (in Chinese))
    [16]
    陈晓平, 周秋娟, 朱鸿鹄, 等. 软土蠕变固结特性研究[J]. 岩土力学, 2007, 28(增刊): 1-10. (CHEN Xiao-ping, ZHOU Qiu-juan, ZHU Hong-hu, et al. Research on creep and consolidation characteristics of soft soil[J]. Rock and Soil Mechanics. 2007, 28(S0): 1-10. (in Chinese))
    [17]
    张卫兵, 谢永利, 杨晓华. 压实黄土的一维次固结特性研究[J]. 岩土工程学报, 2007, 29(5): 765-768. (ZHANG Wei-bing, XIE Yong-li, YANG Xiao-hua. Research on 1D secondary consolidation characteristics of compacted loess[J]. Chinese Journal of Geotechnical Engineering, 2007, 29(5): 765-768. (in Chinese))
    [18]
    曾玲玲, 洪振舜, 刘宋玉, 等. 重塑黏土次固结性状的变化规律与定量评价[J]. 岩土工程学报, 2012, 34(8): 1496-1500. (ZENG Ling-ling, HONG Zhen-shun, LIU Song-yu, et al. Variation law and quantitative evaluation of secondary consolidation behavior for remolded clays[J]. Chinese Journal of Geotechnical Engineering, 2012, 34(8): 1496-1500. (in Chinese))
    [19]
    MESRI G, CHOI Y K. Discussion of "Time effects on the stress-strain behaviours of natural soft clays"[J]. Géotechnique, 1984, 34(03): 439-442.
    [20]
    吴宏伟, 李 青, 刘国彬. 上海黏土一维压缩特性的试验研究[J]. 岩土工程学报, 2011, 33(4): 630-636. (WU Hong-wei, LI Qing, LIU Guo-bing. Characteristics of one-dimensional compressibility of Shanghai clay[J]. Chinese Journal of Geotechnical Engineering, 2011, 33(4): 630-636. (in Chinese))
    [21]
    周秋娟, 陈晓平. 软土蠕变特性试验研究[J]. 岩土工程学报, 2006, 28(5): 626-630. (ZHOU Qiu-juan, CHEN Xiao-ping. Experimental study on creep characteristics of soft soils[J]. Chinese Journal of Geotechnical Engineering, 2006, 28(5): 626-630. (in Chinese))
    [22]
    NASH D F T, SILLS G C, DAVISON L R. One-dimensional consolidation testing of soft clay from bothkennar[J]. Géotechnique. 1992, 42(02): 241-256.
    [23]
    余湘娟, 殷宗泽, 董卫军. 荷载对软土次固结影响的试验研究[J]. 岩土工程学报, 2007, 29(6): 913-916. (YU Xiang-juan, YIN Zong-ze, DONG Wei-jun. Influence of load on secondary consolidation deformation of soft soils[J]. Chinese Journal of Geotechnical Engineering, 2007, 29(6): 913-916. (in Chinese))
    [24]
    朱俊高, 冯志刚. 反复荷载作用下软土次固结特性试验研究[J]. 岩土工程学报, 2009, 31(3): 341-345. (ZHU Jun-gao, FENG Zhi-gang. Experimental study on behavior of secondary consolidation of soft soils under repeatedly dumped loads[J]. Chinese Journal of Geotechnical Engineering, 2009, 31(3): 341-345. (in Chinese))
    [25]
    BURLAND J B. On the compressibility and shear strength of natural clays[J]. Géotechnique, 1990, 40(3): 329-378.
    [26]
    沈珠江. 软土工程特性和软土地基设计[J]. 岩土工程学报, 1998, 20(1): 100-111. (SHEN Zhu-jiang,Engineering properties of soft soils and design of soft ground[J]. Chinese Journal of Geotechnical Engineering, 1998, 20(1): 100-111. (in Chinese))
    [27]
    黄昌勇. 土壤学[M]. 北京: 中国农业出版社,2000. (HUANG Chang-yong. Soil science[M]. Beijing: China Agriculture Press, 2000. (in Chinese))
    [28]
    HONG Zhen-shun, YIN Jie, CUI Yu-jun. Compression behaviour of reconstituted soils at high initial water contents[J]. Géotechnique, 2010, 60(4): 694-700.
    [29]
    HONG Zhen-shun. Void ratio-suction behavior of remolded Ariake clays[J]. Geotechnical Testing Journal, 2007, 30(3): 234-239.
    [30]
    谢尔盖耶夫E M. 工程岩土学[M]. 北京: 地质出版社, 1990: 53-76. (XIERGAEV E M. Engineering geotechnics[M]. Beijing: Geological Press, 1990: 53-76. (in Chinese))
    [31]
    MESRI G, CHOI Y K. Settlement analysis of embankments on soft clays[J]. Journal of Geotechnical Engineering, 1985, 111(4): 441-464.
    [32]
    BERRY P L. Consolidation of fibrous peat[J]. Journal of Geotechnical Engineering, 1975, 101(8): 741-753.
    [33]
    MESRI G, CASTRO A. C α / C c concept and K 0 during secondary compression[J]. Journal of Getechnical Engineering, 1987, 113(3): 230-247.
    [34]
    PARTICK J F, TUNCER B E, LAN L T. C α / C c concept applied to compression of peat[J]. Journal of Geotechnical Engineering, 1992, 118(05): 1256-1263.
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