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

汶川地震区崩滑堆积体强度现场直剪试验研究

吴瑞安^{1, 2,},
张永双^{1, 2, ,},
王献礼³,
姚鑫^{1, 2},
杨志华^{1, 2},
杜国梁^{1, 2}

1.
中国地质科学院地质力学研究所, 北京 100081
2.
国土资源部新构造运动与地质灾害重点实验室, 北京 100081
3.
四川省川建勘察设计院, 成都 610017

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
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- 被引次数: 0
出版历程
- 收稿日期: 2016-06-14
- 刊出日期: 2017-02-28

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

WU Rui-an^{1, 2
,},
ZHANG Yong-shuang^{1, 2
, ,},
WANG Xian-li³,
YAO Xin^{1, 2},
YANG Zhi-hua^{1, 2},
DU Guo-liang^{1, 2}

1.
Institute of Geomechanics, Chinese Academy of Geological Sciences, Beijing 100081, China
2.
Key Laboratory of Neotectonic Movement and Geohazard, Ministry of Land and Resourses, Beijing 100081, China
3.
Sichuan Provincial Chuanjian Investigation and Design Institute, Chengdu 610017, China

摘要

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°。
- 汶川地震 /
- 崩滑堆积体 /
- 剪切强度 /
- 现场试验 /
- 斜坡稳定性
Abstract: In this paper, the earthquake-induced loose sediments near Xuankou, Wenchuan County, Sichuan province are selected to conduct the in-situ direct shear tests of undisturbed gravel soil and remolded soil sample direct shear tests with different situations to explore the shear properties of gravel soils under different vertical pressure, particle size composition and moisture. The study results show that (1) Gravel soils which have similar geological genesis, similar rock mass structure, different size composition and poor gradation have similar shear properties and shear strength. (2) The shear strength of undisturbed gravel soil samples is significantly higher than remolded samples with the same dry density and moisture. (3) Strain hardening strength of well-graded gravel soils is slightly higher than bad-graded gravel soil, when the content of coarse particle whose size is greater than 5 mm is more than 42.9%, friction angle increases with increment of coarse-grained contents, while cohesion decreases firstly and then increases. (4) When moisture content is more than 15.8%, there is a negative correlation between shear strength indexes and moisture content, with gradual increase of moisture, the shear strength of gravel soil will gradually reduce, among which the decrease of cohesion is more remarkable than internal friction angle. Considering others' research and experimental results, we suggest that the gravel soils having similar structure components in Wenchuan earthquake area can select the shear strength indexes c of 15±3kPa and Phi of 30°±2°.
- Wenchuan earthquake /
- landslide accumulation body /
- shear strength /
- in-situ test /
- slope stability

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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

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图 2 试坑与试样特征

Figure 2. Sketch of test pit and test samples

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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

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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

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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

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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

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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

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图 8 剪切强度指标与P₅关系

Figure 8. Relationship of shear strength index and P₅

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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

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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

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表 1 重塑土样颗粒组成

Table 1. Particles of remolded soil samples

编号	颗粒组成/%
编号	＜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

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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

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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/mm	d30/mm	d60/mm	C_u	C_c	级配评价
第2组	0.05	2.1	16	320	5.51	不良
第3组	0.13	3.2	25	192	3.15	不良
第4组	0.2	2.0	19.5	97.5	1.03	良好
第5组	0.015	0.2	7.0	466.7	0.38	不良
注：C_u—不均匀系数；C_c—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。

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