熔融石英砂动力特性动三轴试验

魏平; 鲍宁; 魏静; 陈建峰

doi:10.19818/j.cnki.1671-1637.2020.02.004

熔融石英砂动力特性动三轴试验

doi: 10.19818/j.cnki.1671-1637.2020.02.004

魏平^{1, 2,},
鲍宁²,
魏静²,
陈建峰³

1.
北京工业职业技术学院建筑与测绘工程学院, 北京 100042
2.
北京交通大学土木建筑工程学院, 北京 100044
3.
同济大学土木工程学院, 上海 200092

基金项目:

国家自然科学基金项目 41772289

详细信息

作者简介:
魏平(1977-), 女, 河北沧州人, 北京工业职业技术学院副教授, 工学博士, 从事路基工程研究

中图分类号: U414
计量
- 文章访问数: 683
- HTML全文浏览量: 141
- PDF下载量: 375
- 被引次数: 0
出版历程
- 收稿日期: 2019-08-31
- 刊出日期: 2020-04-25

Dynamic properties of fused silica sand based on dynamic triaxial test

1.
School of Engineering and Surveying, Beijing Polytechnic College, Beijing 100042, China
2.
School of Civil Engineering, Beijing Jiaotong University, Beijing 100044, China
3.
College of Civil Engineering, Tongji University, Shanghai 200092, China

Funds:

National Natural Science Foundation of China 41772289

More Information

Author Bio:
WEI Ping(1977-), female, associate professor, PhD, E-mail: 610888065@qq.com

摘要

摘要: 为探究振动荷载作用下熔融石英砂液化破坏过程中动变形和动强度变化规律, 促进透明土技术在岩土工程动力特性可视化模型试验中的推广和应用, 对构成透明砂土骨架结构的典型粒径(0.5~1.0 mm)熔融石英砂开展饱和试样动三轴试验; 研究了不同围压、加载频率和动应力比等试验条件下熔融石英砂试样的累积轴向应变、动孔压发展模式、动应力衰减、动弹性模量和阻尼比的变化规律, 并将试验结果与相同级配的标准砂进行了对比。分析结果表明: 熔融石英砂累积轴向应变随动应力比的增大呈现出由稳定型向破坏型转变的趋势, 加载频率为0.5~1.5 Hz时, 临界动应力比为0.150~0.175, 小于标准砂的0.200~0.225;升高围压、增大动应力比、降低加载频率会加快试样塑性应变累积, 缩短液化破坏时间; 熔融石英砂孔压发展模式随围压增大逐渐由Seed孔压模型向指数型过渡, 增大加载动应力会加剧液化破坏后孔压的振动幅度; 相同动应力比下, 熔融石英砂与标准砂的动应力与动应变呈现线性相关, 在围压大于200 kPa时, 二者动应力衰减幅度随围压的增大而逐渐减小; 熔融石英砂的动弹性模量和阻尼比表现为线性关系, 动弹性模量随动应变的增大呈现出双曲线型减小的趋势, 并随围压的增大而增大; 阻尼比随动应变的增加先增大后基本稳定在0.22, 发展曲线受围压影响较小。
- 道路材料 /
- 熔融石英砂 /
- 动三轴试验 /
- 累积轴向应变 /
- 动孔压 /
- 动弹性模量
Abstract: To investigate the dynamic deformation and strength of fused silica sand in the process of liquefaction under vibration load, and promote the application of transparent soil technology in the dynamic characteristics visualization model test of geotechnical engineering, the dynamic triaxial tests on the saturated fused silica sand specimens with typical sizes(0.5-1.0 mm) forming the skeleton structure of transparent sand were carried out. The cumulative axial strain, development mode of dynamic pore pressure, attenuation of dynamic stress, and change rules of dynamic elastic modulus and damping ratio of fused silica sand specimens under the working conditions of different confining pressures, loading frequencies and dynamic stress ratios were studied, and the test results were compared with those of standard sand with the same gradation. Analysis result shows that the cumulative axial strain of fused silica sand changes from a stable type to a destructive type with the increase of dynamic stress ratio. The critical dynamic stress ratio is 0.150-0.175 as the loading frequency ranges from 0.5 Hz to 1.5 Hz, which is less than that of standard sand of 0.200-0.225. Increasing the confining pressure and dynamic stress ratio and decreasing the loading frequency will accelerate the accumulation of plastic strain of specimen and shorten the liquefaction failure time. With the increase of confining pressure, the development mode of pore pressure gradually changes from the Seed model to the exponential model. Increasing the dynamic stress will increase the vibration amplitude of pore pressure after the liquefaction failure. Under the same dynamic stress ratio, the dynamic stress changes of fused silica sand and standard sand are linearly correlated with the dynamic strain. When the confining pressure is greater than 200 kPa, the dynamic stress attenuation amplitude decreases with the increase of confining pressure. The relationship between dynamic elastic modulus and damping ratio is linear. The dynamic elastic modulus decreases hyperbolically with the increase of dynamic strain and increases as the confining pressure increases. The damping ratio increases first with the increase of dynamic strain and then basically stabilizes at 0.22, and its development curve is less affected by the confining pressure.
- road material /
- fused silica sand /
- dynamic triaxial test /
- cumulative axial strain /
- dynamic pore pressure /
- dynamic elastic modulus

HTML全文

图 1 动三轴仪示意

Figure 1. Schematic of dynamic triaxial apparatus

下载: 全尺寸图片幻灯片

图 2 熔融石英砂(左)和标准砂(右)

Figure 2. Fused silica sand (left) and standard sand (right)

下载: 全尺寸图片幻灯片

图 3 不同加载频率下试样累积轴向应变曲线

Figure 3. Cumulative axial strain curves of specimens under different loading frequencies

下载: 全尺寸图片幻灯片

图 4 不同围压下动孔压时程曲线

Figure 4. Time history curves of dynamic pore pressure

下载: 全尺寸图片幻灯片

图 5 归一化动孔压发展模式

Figure 5. Development modes of normalized dynamic pore pressures

下载: 全尺寸图片幻灯片

图 6 试样动应力随振动次数增加的衰减

Figure 6. Attenuations of dynamic stresses of specimens with increase of vibration number

下载: 全尺寸图片幻灯片

图 7 振动液化过程中熔融石英砂动应力的衰减

Figure 7. Attenuations of dynamic stresses of fused silica sand in process of vibration liquefaction

下载: 全尺寸图片幻灯片

图 8 振动液化过程中熔融石英砂动弹性模量的衰减

Figure 8. Attenuations of dynamic elastic moduli of fused silica sand in process of vibration liquefaction

下载: 全尺寸图片幻灯片

图 9 不同围压下熔融石英砂阻尼比随动应变变化

Figure 9. Changes of damping ratios of fused silica sand with dynamic strain under different confining pressures

下载: 全尺寸图片幻灯片

图 10 动弹性模量和阻尼比关系曲线

Figure 10. Relationship curves of dynamic elastic modulus and damping ratio

下载: 全尺寸图片幻灯片

表 1 颗粒的基本物性参数

Table 1. Fundamental physical parameters of particles

砂样	内摩擦角/(°)	不均匀系数	曲率系数	最小干密度/(g·cm^-3)	最大干密度/(g·cm^-3)	各组分(mm)比例/%
砂样	内摩擦角/(°)	不均匀系数	曲率系数	最小干密度/(g·cm^-3)	最大干密度/(g·cm^-3)	0.25~0.50	0.50~1.00	> 1.00
熔融石英砂	32.8	1.45	0.96	0.993	1.262	0.8	99.2	0.0
标准砂	30.5	1.45	0.96	1.429	1.718	0.2	99.4	0.4

下载: 导出CSV

表 2 动三轴试验方案

Table 2. Dynamic triaxial test programs

试样	加载频率/Hz	围压/kPa	动应力比
0.5~1.0 mm熔融石英砂(FS)	0.5	200	0.150、0.175、0.200
	1.0	100	0.200、0.225
		200	0.150、0.175、0.200、0.225
		300	0.200、0.225
		400	0.200、0.225
	1.5	200	0.150、0.175、0.200
0.5~1.0 mm标准砂(ISO)	1.0	200	0.200、0.225
0.5~1.0 mm标准砂(ISO)	1.0	300	0.200、0.225

下载: 导出CSV

表 3 双曲线模型参数取值

Table 3. Parameter values of hyperbola model

表 4 表 4λ与E公式中的参数取值

Table 4. Parameters of λ-E equation

参数	不同围压(kPa)下的参数取值
参数	200	300	400
p	-4.9	-6.8	-8.0
q	9.22	8.01	6.08
判定系数R²	0.995 6	0.983 6	0.992 5

下载: 导出CSV

参考文献(30)

[1]	ISKANDER M, LAI J, OAWALD C J, et al. Development of a transparent material to model the geotechnical properties of soils[J]. Geotechnical Testing Journal, 1994, 17(4): 425-433. doi: 10.1520/GTJ10303J
[2]	EZZEIN F M, BATHURST R J. A new approach to evaluate soil-geosynthetic interaction using a novel pullout test apparatus and transparent granular soil[J]. Geotextiles and Geomembranes, 2014, 42(3): 246-255. doi: 10.1016/j.geotexmem.2014.04.003
[3]	XIAO Yang, YIN Feng, LIU Han-long, et al. Model tests on soil movement during the installation of piles in transparent granular soil[J]. International Journal of Geomechanics, 2017, 17(4): 06016027. doi: 10.1061/(ASCE)GM.1943-5622.0000788
[4]	袁炳祥, 吴跃东, 陈锐, 等. 侧向受荷桩土体内部位移场的模型试验研究[J]. 浙江大学学报(工学版), 2016, 50(10): 2031-2036. doi: 10.3785/j.issn.1008-973X.2016.10.026 YUAN Bing-xiang, WU Yue-dong, CHEN Rui, et al. Model test on displacement field of internal soil induced by laterally loading pile[J]. Journal of Zhejiang University (Engineering Science), 2016, 50(10): 2031-2036. (in Chinese). doi: 10.3785/j.issn.1008-973X.2016.10.026
[5]	XIANG Yu-zhou, LIU Han-long, ZHANG Wen-gang, et al. Application of transparent soil model test and DEM simulation in study of tunnel failure mechanism[J]. Tunneling and Underground Space Technology, 2018, 74: 178-184. doi: 10.1016/j.tust.2018.01.020
[6]	CHEN J F, GUO X P, XUE J F, et al. Load behaviour of model strip footings on reinforced transparent soils[J]. Geosynthetics International, 2019, 26(3): 1-10.
[7]	MANNHEIMER R J, OSWALD C J. Development of transparent porous media with permeabilities and porosities comparable to soils, aquifers, and petroleum reservoirs[J]. Ground Water, 2010, 31(5): 781-788.
[8]	SERRANO R F, ISKANDER M, TABE K. 3D contaminant flow imaging in transparent granular porous media[J]. Géotechnique Letters, 2011, 1(3): 71-78. doi: 10.1680/geolett.11.00027
[9]	刘建军, 汪尧, 宋睿. 基于透明岩土材料的可视化渗流实验及其应用前景[J]. 地球科学, 2017, 42(8): 1287-1295. https://www.cnki.com.cn/Article/CJFDTOTAL-DQKX201708004.htm LIU Jian-jun, WANG Yao, SONG Rui. Visual seepage experiment based on transparent rock-soil material and its application prospect[J]. Earth Science, 2017, 42(8): 1287-1295. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-DQKX201708004.htm
[10]	金韦剑, 朱斌. 基于透明土孔隙介质双渗流模型试验研究[J]. 四川地质学报, 2020, 40(1): 103-106. doi: 10.3969/j.issn.1006-0995.2020.01.021 JIN Wei-jian, ZHU Bin. Experimental study on double seepage model based on transparent soil pore medium[J]. Acta Geologica Sichuan, 2020, 40(1): 103-106. (in Chinese). doi: 10.3969/j.issn.1006-0995.2020.01.021
[11]	隋旺华, 高岳, LIU Jin-yuan. 透明土实验技术现状与展望[J]. 煤炭学报, 2011, 36(4): 577-582. https://www.cnki.com.cn/Article/CJFDTOTAL-MTXB201104011.htm SUI Wang-hua, GAO Yue, LIU Jin-yuan. Status and prospect of transparent soil experimental technique[J]. Journal of China Coal Society, 2011, 36(4): 577-582. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-MTXB201104011.htm
[12]	SADEK S, ISKANDER M, LIU Jin-yuan. Geotechnical properties of transparent silica[J]. Canadian Geotechnical Journal, 2002, 39(1): 111-124. doi: 10.1139/t01-075
[13]	EZZEIN F M, BATHURST R J. A transparent sand for geotechnical laboratory modeling[J]. Geotechnical Testing Journal, 2011, 34(6): 590-601.
[14]	GUZMAN I L, ISKANDER M, SUESCUN-FLOREZ E, et al. A transparent aqueous-saturated sand surrogate for use in physical modeling[J]. Acta Geotechnica, 2014, 9(2): 187-206. doi: 10.1007/s11440-013-0247-2
[15]	孔纲强, 李辉, 王忠涛, 等. 透明砂土与天然砂土动力特性对比[J]. 岩土力学, 2018, 39(6): 1935-1940, 1947. https://www.cnki.com.cn/Article/CJFDTOTAL-YTLX201806003.htm KONG Gang-qiang, LI Hui, WANG Zhong-tao, et al. Comparison of dynamic properties between transparent sand and natural sand[J]. Rock and Soil Mechanics, 2018, 39(6): 1935-1940, 1947. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-YTLX201806003.htm
[16]	XIAO Yang, SUN Yi-fei, YIN Feng, et al. Constitutive modeling for transparent granular soils[J]. International Journal of Geomechanics, 2017, 17(7): 04016150. doi: 10.1061/(ASCE)GM.1943-5622.0000857
[17]	ZHANG Zhen, TAO Feng-juan, YE Guan-bao, et al. Physical models to investigate soil arching phenomena under cyclic footing loading using transparent soil[C]//Springer. Proceedings of GeoShanghai 2018 International Conference: Fundamentals of Soil Behaviours. Berlin: Springer, 2018: 792-801.
[18]	GUZMAN I L, ISKANDER M, BLESS S. Observations of projectile penetration into a transparent soil[J]. Mechanics Research Communications, 2015, 70: 4-11. doi: 10.1016/j.mechrescom.2015.08.008
[19]	KONG Gang-qiang, ZHOU Li-duo, WANG Zhong-tao, et al. Shear modulus and damping ratios of transparent soil manufactured by fused quartz[J]. Materials Letters, 2016, 182: 257-259. doi: 10.1016/j.matlet.2016.07.012
[20]	KONG Gang-qiang, LI Hui, YANG Gui, et al. Investigation on shear modulus and damping ratio of transparent soils with different pore fluids[J]. Granular Matter, 2018, 20(1): 1-8. doi: 10.1007/s10035-017-0773-y
[21]	KONG Gang-qiang, LI Hui, YANG Qing, et al. Cyclic undrained behavior and liquefaction resistance of transparent sand manufactured by fused quartz[J]. Soil Dynamics and Earthquake Engineering, 2018, 108: 13-17. doi: 10.1016/j.soildyn.2018.02.015
[22]	张强. Y形桩竖向承载特性的透明土模型试验研究[D]. 淮南: 安徽理工大学, 2016. ZHANG Qiang. The research of transparent soil model experimental about vertical load-bearing characteristics of Y-section pile[D]. Huainan: Anhui University of Science and Technology, 2016. (in Chinese).
[23]	丁选明, 黄宇航, 瞿立明, 等. 桩承式路堤土拱效应透明土模型试验研究[J]. 科学技术与工程, 2016, 16(28): 110-114. doi: 10.3969/j.issn.1671-1815.2016.28.019 DING Xuan-ming, HUANG Yu-hang, QU Li-ming, et al. Experimental investigation on soil arching in piled embankments based on transparent soil model[J]. Science Technology and Engineering, 2016, 16(28): 110-114. (in Chinese). doi: 10.3969/j.issn.1671-1815.2016.28.019
[24]	曹兆虎, 孔纲强, 文磊, 等. 楔形管桩沉桩及桩端后注浆可视化模型试验[J]. 铁道科学与工程学报, 2017, 14(5): 922-927. doi: 10.3969/j.issn.1672-7029.2017.05.006 CAO Zhao-hu, KONG Gang-qiang, WEN Lei, et al. Visualization model test on tapered pipe pile installation and pile tip grouting process[J]. Journal of Railway Science and Engineering, 2017, 14(5): 922-927. (in Chinese). doi: 10.3969/j.issn.1672-7029.2017.05.006
[25]	周航, 袁井荣, 刘汉龙, 等. 矩形桩沉桩挤土效应透明土模型试验研究[J]. 岩土力学, 2019, 40(11): 4429-4438. https://www.cnki.com.cn/Article/CJFDTOTAL-YTLX201911034.htm ZHOU Hang, YUAN Jing-rong, LIU Han-long, et al. Model test of rectangular pile penetration effect in transparent soil[J]. Rock and Soil Mechanics, 2019, 40(11): 4429-4438. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-YTLX201911034.htm
[26]	黄博, 丁浩, 陈云敏. 高速列车荷载作用的动三轴试验模拟[J]. 岩土工程学报, 2011, 33(2): 195-202. https://www.cnki.com.cn/Article/CJFDTOTAL-YTGC201102007.htm HUANG Bo, DING Hao, CHEN Yun-min. Simulation of high-speed train load by dynamic triaxial tests[J]. Chinese Journal of Geotechnical Engineering, 2011, 33(2): 195-202. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-YTGC201102007.htm
[27]	SEEDH B, TOKIMATSU K, HARDER L F, et al. Influence of SPT procedures in soil liquefaction resistance evaluations[J]. Journal of Geotechnical Engineering, 1985, 111(12): 1425-1445. doi: 10.1061/(ASCE)0733-9410(1985)111:12(1425)
[28]	曾长女, 刘汉龙, 周云东. 饱和粉土粉粒含量影响的动孔压发展规律试验研究[J]. 防灾减灾工程学报, 2006, 26(2): 180-184. https://www.cnki.com.cn/Article/CJFDTOTAL-DZXK200602010.htm ZENG Chang-nyu, LIU Han-long, ZHOU Yun-dong. Experimental study on influence of silt particle content on pore water pressure mode of saturated silt[J]. Journal of Disaster Prevention and Mitigation Engineering, 2006, 26(2): 180-184. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-DZXK200602010.htm
[29]	HARDIN B O, DRNEVICH V P. Shear modulus and damping in soils: design equations and curves[J]. Journal of Soil Mechanics and Foundations Division, 1972, 98(7): 667-692. doi: 10.1061/JSFEAQ.0001760
[30]	孙静, 袁晓铭. 土的动模量和阻尼比研究述评[J]. 世界地震工程, 2003, 19(1): 88-95. https://www.cnki.com.cn/Article/CJFDTOTAL-SJDC200301015.htm SUN Jing, YUAN Xiao-ming. A state-of-art of research on dynamic modulus and damping ratio of soils[J]. World Earthquake Engineering, 2003, 19(1): 88-95. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-SJDC200301015.htm