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汶川地震区崩滑堆积体强度现场直剪试验研究

吴瑞安 张永双 王献礼 姚鑫 杨志华 杜国梁

吴瑞安, 张永双, 王献礼, 等, 2017. 汶川地震区崩滑堆积体强度现场直剪试验研究. 地质力学学报, 23 (1): 105-114.
引用本文: 吴瑞安, 张永双, 王献礼, 等, 2017. 汶川地震区崩滑堆积体强度现场直剪试验研究. 地质力学学报, 23 (1): 105-114.
WU Rui-an, ZHANG Yong-shuang, WANG Xian-li, et al., 2017. IN-SITU DIRECT SHEARING TEST ON LANDSLIDE ACCUMULATION BODY INTENSITY OF WENCHUAN EARTHQUAKE REGION. Journal of Geomechanics, 23 (1): 105-114.
Citation: WU Rui-an, ZHANG Yong-shuang, WANG Xian-li, et al., 2017. IN-SITU DIRECT SHEARING TEST ON LANDSLIDE ACCUMULATION BODY INTENSITY OF WENCHUAN EARTHQUAKE REGION. Journal of Geomechanics, 23 (1): 105-114.

汶川地震区崩滑堆积体强度现场直剪试验研究

基金项目: 

中国地质调查局项目 1212010914025

国家十二五科技支撑课题 2011BAK12B09

详细信息
    作者简介:

    吴瑞安(1991-), 男, 博士研究生, 主要从事工程地质与地质灾害研究工作。E-mail:wuruian1991@126.com

    通讯作者:

    张永双(1968-), 男, 博士, 研究员, 博士生导师, 主要从事工程地质与地质灾害研究工作。E-mail:zhys100@sohu.com

  • 中图分类号: P642.22

IN-SITU DIRECT SHEARING TEST ON LANDSLIDE ACCUMULATION BODY INTENSITY OF WENCHUAN EARTHQUAKE REGION

  • 摘要: 以汶川震区漩口-带地震诱发的松散堆积体为研究对象,开展碎石土原状样和重塑样的现场直剪对比试验,探讨不同法向应力、不同粒度组成和不同含水率等条件下碎石土的剪切强度特性。研究结果表明,地质成因和岩土体结构相似、粒度组成不同且级配不良的碎石土的剪切强度特性具有相似性;原状样剪切强度明显高于相同干密度和含水率的重塑样;级配良好的碎石土应变硬化程度略高于级配不良的碎石土,当粒径大于5 mm的粗颗粒含量大于42.9%时,随粗颗粒含量增加,碎石土的内摩擦角增加,而粘聚力则先减小后增大;抗剪强度指标与含水率呈线性负相关关系,随着含水率增高,碎石土抗剪强度降低,其中粘聚力较内摩擦角下降更明显。综合前人研究和本次试验结果,建议汶川震区类似结构组分碎石土天然状态下的剪切强度指标c值取15±3 kPa,$\varphi $值取30°±2°。

     

  • 图  1  赵家坪泥石流及物源发育特征图

    a—泥石流沟域特征;b-崩滑体全貌;c-崩滑体前缘特征

    Figure  1.  Development characteristic of Zhaojiaping debris flow and its provenance

    图  2  试坑与试样特征

    Figure  2.  Sketch of test pit and test samples

    图  3  现场直剪试验装置及装置断面示意图

    1-垫枕;2-百分表;3-剪切盒;4-滑动板;5-千斤顶;6-钢架;7-堆载

    Figure  3.  Cross-section diagram of in-situ experimental devices for direct shear test

    图  4  崩滑堆积体试样剪切强度包络线

    Figure  4.  Shear strength envelope of gravel soil samples

    图  5  原状样与重塑样剪切应力-位移关系曲线对比图

    Figure  5.  Comparison of the curves of shear stress-shear displacement between undisturbed and remolded samples

    图  6  崩滑堆积体剪切应力-位移关系曲线

    Figure  6.  The curves of shear stress-shear displacement of gravel soil

    图  7  不同粒度组成的崩滑堆积体剪切应力-位移曲线

    Figure  7.  The curves of shear stress-shear displacement of gravel soil with different size composition

    图  8  剪切强度指标与P5关系

    Figure  8.  Relationship of shear strength index and P5

    图  9  不同含水率崩滑堆积体剪切应力-位移曲线

    Figure  9.  The curves of shear stress-shear displacement of gravel soil with different moisture

    图  10  崩滑堆积体粘聚力和内摩擦角与含水率之间的关系

    Figure  10.  Relationship of cohesion and internal friction angle and moisture of gravel soil

    表  1  重塑土样颗粒组成

    Table  1.   Particles of remolded soil samples

    编号 颗粒组成/%
    <0.075 mm 1.25~0.075 mm 2.5~1.25 mm 5.0~2.5 mm 10.0~5.0 mm 20.0~10.0 mm 26.5~20.0 mm 50~26.5 mm 50~100 mm
    第2组 10.4 11.1 10.2 10.7 11.2 11.8 11.1 11.3 12.2
    第3组 8.6 9.1 8.3 8.8 9.3 9.8 9.2 26.7 10.2
    第4组 7.4 7.8 21.9 7.5 7.9 8.4 7.8 22.7 8.6
    第5组 28.4 6.0 16.9 5.8 6.1 6.5 6.1 17.5 6.7
    下载: 导出CSV

    表  2  崩滑堆积体大型直剪试验计算结果

    Table  2.   Calculation results of large direct shear test of gravel soil

    编号 密度 含水率/% P5/% 粘聚力c/kPa 内摩擦角$\varphi $/(°)
    第1组 2.12 15.8 57.6 19.4 32.8
    第2组 2.12 15.8 57.6 14.7 31.2
    第3组 1.95 15.8 65.2 16.7 31.5
    第4组 1.97 15.8 55.4 17.0 30.9
    第5组 1.92 15.8 42.9 20.4 30.3
    第6组 2.01 25.0 42.9 14.2 29.0
    第7组 2.05 30.0 42.9 12.2 27.9
    下载: 导出CSV

    表  3  崩滑堆积体的粒径分布特征指标

    Table  3.   Particle size distribution index of gravel soil

    编号d10/mmd30/mmd60/mmCuCc级配评价
    第2组0.052.1163205.51不良
    第3组0.133.2251923.15不良
    第4组0.22.019.597.51.03良好
    第5组0.0150.27.0466.70.38不良
    注:Cu—不均匀系数;Cc—曲率系数;d10—小于某粒径的土粒质量累积百分数为10%的相应粒径,也称有效粒径。d30—小于某粒径的土粒质量累积百分数为30%的相应粒径;d60—小于某粒径的土粒质量累积百分数为60%的相应粒径,也称限定粒径。
    下载: 导出CSV
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