岩石偏心圆孔单裂纹平台圆盘的动态裂纹扩展与止裂

李炼; 罗林; 吴礼舟; 王启智

doi:10.11883/bzycj-2017-0122

岩石偏心圆孔单裂纹平台圆盘的动态裂纹扩展与止裂

doi: 10.11883/bzycj-2017-0122

李炼^{1, 4},
罗林²,
吴礼舟³,
王启智^{1, 2, 3,}

1.
四川大学土木工程及应用力学系, 四川成都 610065
2.
重庆交通大学山区桥梁与隧道工程国家重点实验室, 重庆 400074
3.
成都理工大学地质灾害防治与地质环境保护国家重点实验室, 四川成都 610059
4.
中铁二院工程集团有限责任公司, 四川成都 610031

基金项目:

国家自然科学基金项目 41672282

; 四川大学高等学校博士学科点专项科研基金项目 20130181130013

; 成都理工大学地质灾害防治与地质环境保护国家重点实验室开放基金项目 SKLG2016K015

; 重庆交通大学山区桥梁与隧道工程国家重点实验室开放基金项目 CQSLBF-Z16-1

详细信息

作者简介:
李炼(1988-), 女, 硕士, 助理工程师

通讯作者:
王启智, qzwang2004@163

中图分类号: O348.3;TU435
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- 文章访问数: 4837
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- PDF下载量: 41
- 被引次数: 0
出版历程
- 收稿日期: 2017-04-14
- 修回日期: 2017-09-16
- 刊出日期: 2018-11-25

Dynamic crack propagation and arrest investigated with a cracked eccentrically-holed flattened disc of rock

LI Lian^{1, 4},
LUO Lin²,
WU Lizhou³,
WANG Qizhi^{1, 2, 3
,}

1.
Department of Civil Engineering and Applied Mechanics, Sichuan University, Chengdu 610065, Sichuan, China
2.
State Key Laboratory of Mountain Bridge and Tunnel Engineering, Chongqing Jiaotong University, Chongqing 400074, China
3.
State Key Laboratory of Geohazard Prevention and Geoenvironmental Protection, Chengdu University of Technology, Chengdu 610059, Sichuan, China
4.
China Railway Eryuan Engineering Group Co.Ltd., Chengdu 610031, Sichuan, China

摘要

摘要: 针对平台圆环构型的优点, 提出偏心圆孔单裂纹平台圆盘(cracked eccentrically holed flattened disc, CEHFD), 该试样具有更长的断裂路径。利用霍普金森压杆加载系统, 径向冲击CEHFD试样, 完成Ⅰ型动态断裂实验。砂岩试样表面粘贴应变片和裂纹扩展计, 用于监测裂纹动态起裂、扩展和止裂的全过程。实验表明, 在整个断裂过程中, 裂纹非匀速扩展, 裂纹扩展速度在裂纹起裂后加速上升, 在裂纹止裂前有明显的减速, 与地震时断层的动态破裂全过程完全吻合。采用实验-数值-解析法得到动态应力强度因子, 其时间历程呈现先增大后减小的趋势。根据断裂过程不同时刻, 得到相应的动态起裂韧度、扩展韧度及止裂韧度。在动态断裂全过程中, 动态扩展韧度为速度的函数, 变化趋势与速度一致, 随着时间先增大后减小; 动态起裂韧度大于动态止裂韧度, 止裂韧度随着裂纹最大扩展速度的增大而降低, 并且有较大的离散性。
- 偏心圆孔单裂纹平台圆盘 /
- 动态应力强度因子 /
- 裂纹加速扩展 /
- 裂纹减速扩展 /
- 动态止裂 /
- 动态止裂韧度
Abstract: Expanding the advantages of flattened ring geometry, a new test specimen geometry with a longer fracture path was advised to investigate the complete dynamic fracture process.This geometry was cracked eccentrically holed flattened disc (CEHFD) which was more conducive to study the unstable dynamic crack propagation and dynamic crack arrest.In order to study the mode Ⅰ (opening mode) dynamic fracture process of a rock, CEHFD specimens with strain gauges and crack propagation gauge glued on the specimen's surface were diametrically impacted by a split Hopkinson pressure bar.The experiment investigated crack initiation, rapid crack propagation, and crack arrest, all in one specimen.In a single complete fracture event, the crack accelerated after initiating and decelerated before arresting.The process monitored by the laboratory is completely consistent with the whole process of the dynamic rupture of faults in earthquake.A hybrid experimental-numerical-analytical method was used to determine the dynamic stress intensity factor that increased with increasing time.The dynamic fracture toughness was obtained with the fracture time information.Crack propagation velocity was first increased and then decreased with the time, and the dynamic propagation toughness had the same variation tendency with time as it was the function of velocity.The dynamic arrest toughness was smaller than the dynamic initiation toughness, and decreased when the maximum crack propagation speed increased.
- cracked eccentrically holed flattened disc (CEHFD) /
- dynamic stress intensity factor /
- crack propagation acceleration /
- crack propagation deceleration /
- dynamic arrest /
- dynamic arrest toughness

HTML全文

图 1 CEHFD试样示意图

Figure 1. Sketch of CEHFD specimen

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图 2 预制裂纹试样

Figure 2. Precracked specimens

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图 3 SHPB实验装置和CEHFD试样

Figure 3. SHPB setup and CEHFD specimen

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图 4 应变片粘贴位置及构造图

Figure 4. Position and structure of CPG and SG

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图 5 CEHFD-2试样入射杆信号和CPG信号

Figure 5. The voltage signal of incident bar and CPG in specimen of CEHFD-2

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图 6 CEHFD-3试样入射杆信号和CPG信号

Figure 6. The voltage signal of incident bar and CPG in specimen of CEHFD-3

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图 7 CEHFD-3试样上SG和CPG信号

Figure 7. The voltage signals of SG and CPG in specimen of CEHFD-3

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图 8 试样应变率时程曲线

Figure 8. History curves of strain rate for specimens

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图 9 阶段ⅠCPG测得的电压信号

Figure 9. Voltage signal measured by CPG in stage Ⅰ

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图 10 阶段ⅡCPG测得的电压信号

Figure 10. Voltage signal measured by CPG in stage Ⅱ

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图 11 阶段Ⅰ裂尖位置时程曲线

Figure 11. History of crack tip position in stage Ⅰ

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图 12 阶段Ⅰ裂纹扩展速度时程曲线

Figure 12. History of crack propagation velocity in stage Ⅰ

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图 13 CEHFD-3试样的动态加载载荷

Figure 13. Dynamic loading on specimen of CEHFD-3

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图 14 CEHFD的1/2有限元模型

Figure 14. FEM model of CEHFD

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图 15 CEHFD-3试样的动态应力强度因子

Figure 15. History curve of dynamic stress intersity factor of CEHFD-3 specimen

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图 16 试样动态止裂过程

Figure 16. Dynamic crack arrest process of specimen

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表 1 动态实验数据

Table 1. Dynamic experimental data

试样编号	t₀/μs	t₄/μs	t_f/μs	t_a/μs	t_f^′/μs	(t_f-t_f^′)/μs
CEHFD-1	840.9	916.9	76.0	253.6	1 781.8	1 705.8
CEHFD-2	846.4	928.2	81.8
CEHFD-3	846.3	929.1	82.8	309.8	1 797.0	1 714.2
CEHFD-4	838.0	923.7	85.7	327.5	1 804.2	1 718.5
CEHFD-5	844.1	916.9	72.8	282.8	1 793.0	1 720.2
CEHFD-6	844.0	923.5	79.5	252.6	1 774.6	1 695.1

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表 2 砂岩的动态起裂和止裂断裂韧度

Table 2. Dynamic initiation and propagation toughness of sandstone

试样编号	${\dot K}$_Ⅰ/(GPa·m^1/2·s^-1)	K_ⅠC^(d)/(MPa·m^1/2)	v_max/c_R	K_ⅠC^(a)/(MPa·m^1/2)
CEHFD-1	27.4	2.08	0.44	0.72
CEHFD-2	36.1	2.95	0.51
CEHFD-3	32.0	2.65	0.47	0.69
CEHFD-4	41.5	3.56	0.35	1.52
CEHFD-5	24.3	1.77	0.40	1.07
CEHFD-6	26.9	2.14	0.51	0.61

下载: 导出CSV

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