冻融循环冻土的冲击动态力学性能

李斌; 朱志武; 李涛

doi:10.11883/bzycj-2021-0475

冻融循环冻土的冲击动态力学性能

doi: 10.11883/bzycj-2021-0475

李斌^1,,
朱志武^{1, 2, ,},
李涛¹

1.
西南交通大学力学与航空航天学院四川省应用力学与结构安全重点实验室，四川成都 610031
2.
中国科学院西北生态环境与资源研究所冻土工程国家重点实验室，甘肃兰州 730000

基金项目: 国家自然科学基金（11972028）；中央高校基本科研业务费专项资金（2682018CX44）；冻土工程国家重点实验室开放基金（SKLFSE201918）

详细信息

作者简介:
李　斌（1997－），男，博士研究生，1915732310@qq.com

通讯作者:
朱志武（1974－），男，博士，教授，zzw4455@163.com

中图分类号: O347.3
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- 被引次数: 0
出版历程
- 收稿日期: 2021-11-15
- 修回日期: 2022-04-25
- 网络出版日期: 2022-05-18
- 刊出日期: 2022-09-29

Impact dynamic mechanical properties of frozen soil with freeze-thaw cycles

LI Bin^1
,,
ZHU Zhiwu^{1, 2
, ,},
LI Tao¹

1.
Applied Mechanics and Structural Safety Key Laboratory of Sichuan Province, School of Mechanics and Aerospace Engineering, Southwest Jiaotong University, Chengdu 610031, Sichuan, China
2.
State Key Laboratory of Frozen Soil Engineering, Northwest Institute of Eco-Environment and Resources,Chinese Academy of Sciences, Lanzhou 730000, Gansu, China

摘要

摘要: 以典型冻土为研究对象，通过不同冻融循环次数的冻融循环实验、不同温度的冻结实验以及不同应变率的冲击动态实验，综合研究了冻融循环冻土的冲击动态力学性能。结果表明，冻土存在冻融循环效应，随着冻融循环次数的增加，冻土的峰值应力有一定程度的降低，但在达到临界冻融循环次数后，峰值应力将维持稳定；同时，冻土表现出明显的应变率效应和温度效应，其峰值应力随应变率的增加或温度的降低而增加。通过定义冻融损伤因子，推导满足Weibull分布的冲击损伤，提出了一个基于Z-W-T方程的损伤黏弹性本构模型。该模型可较好地描述冻融循环后冻土的冲击动态力学行为，为研究季节性冻土区冻土的冲击动态破坏提供参考。
- 冻土 /
- 冻融循环 /
- 冲击 /
- 损伤 /
- 本构模型
Abstract: During engineering construction and service in seasonally frozen soil regions, frozen soil is often subjected to the combined action of freeze-thaw (F-T) cycles and impact loading, which changes its physical state and mechanical properties. In order to explore the effect of F-T cycles on the impact dynamic mechanical properties of frozen soil, in this paper, the typical frozen soil was taken as the research object, and the effect of F-T cycles on the impact dynamic mechanical properties of frozen soil was comprehensively studied with the help of high and low temperature F-T cycles experimental equipment and a split Hopkinson pressure bar device, through F-T cycles experiments with different F-T cycles numbers, freezing experiments at different temperatures, and impact dynamic experiments with different strain rates. The results shows that there is an F-T cycles effect in frozen soil. With the increase of the number of F-T cycles, the peak stress of frozen soil decreases to a certain extent, but after reaching the critical number of F-T cycles, the peak stress remains stable. According to the hydrostatic pressure theory, it is believed that the F-T cycles mainly changes the mechanical properties of frozen soil by changing its microstructural characteristics. Meanwhile, the frozen soil also exhibits obvious strain rate effect and temperature effect, and its peak stress increases with the increase of strain rate or the decrease of temperature. The F-T damage factor was defined by the peak stress, and the impact damage was deduced by a statistical method that it assumes the microstructure strength of frozen soil satisfies the Weibull distribution, a damage viscoelastic constitutive model based on the Z-W-T equation was proposed. The model can better describe the impact dynamic mechanical behavior of frozen soil after F-T cycles and provide reference for the impact dynamic damage of frozen soil in seasonally frozen soil regions.
- frozen soil /
- freeze-thaw cycle /
- impact /
- damage /
- constitutive model

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图 1 圆柱土体试样

Figure 1. Cylindrical soil specimen

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图 2 温度时程曲线与冻融循环实验装置

Figure 2. Temperature time history curve and freeze-thaw cycles experimental device

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图 3 SHPB实验装置

Figure 3. A SHPB device

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图 4 典型波形图

Figure 4. Typical waveform

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图 5 不同工况下冻土的应力-应变曲线图 (T = −20 ℃)

Figure 5. Stress-strain curves of frozen soil for different cases (T = −20 ℃)

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图 6 不同工况下冻土的应力-应变曲线图 ( $\dot \varepsilon$ = 550 s⁻¹)

Figure 6. Stress-strain curves of frozen soil for different cases ( $\dot \varepsilon$ = 550 s⁻¹)

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图 7 不同工况下冻土的冻土峰值应力

Figure 7. Peak stress of frozen soil for different cases

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图 8 冻结过程示意图

Figure 8. Schematic diagram of the freezing process

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图 9 冻融损伤因子

Figure 9. Freeze-thaw damage factors

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图 10 Z-W-T本构模型

Figure 10. Z-W-T constitutive model

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图 11 相同温度不同应变率下冻土的理论曲线与实验曲线(T = −20 ℃)

Figure 11. Theoretical and experimental curves of frozensoil at the same temperature and different strain rates(T = −20 ℃)

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图 12 相同应变率不同温度下冻土的理论曲线与实验曲线( $\dot \varepsilon$ = 550 s⁻¹)

Figure 12. Theoretical and experimental curves of at the same strain rate and different temperatures ( $\dot \varepsilon$ = 550 s⁻¹)

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表 1 实验方案

Table 1. Experimental scheme

冻融循环次数	T/℃	$\dot \varepsilon {\text{/}}{{\text{s}}^{{\text{−1}}}}$
0	−20	550，450，350
	−15	550
	−10	550
1	−20	550，450，350
	−15	550
	−10	550
3	−20	550，450，350
	−15	550
	−10	550
5	−20	550，450，350
	−15	550
	−10	550

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表 2 冻融循环冻土冲击实验结果

Table 2. Experimental results of frozen soil with freeze-thaw cycles under impact loading

冻融循环次数	T/℃	$\dot \varepsilon {\text{/}}{{\text{s}}^{{\text{−1}}}}$	实验1		实验2		实验3
冻融循环次数	T/℃	$\dot \varepsilon {\text{/}}{{\text{s}}^{{\text{−1}}}}$	${\sigma _{\text{p}}}{\text{/MPa}}$	${\varepsilon _{\text{p}}}{\text{/\% }}$	${\sigma _{\text{p}}}{\text{/MPa}}$	${\varepsilon _{\text{p}}}{\text{/\% }}$	${\sigma _{\text{p}}}{\text{/MPa}}$	${\varepsilon _{\text{p}}}{\text{/\% }}$
0	−10	550	6.74	4.07	7.16	4.13	6.96	4.11
	−15	550	8.71	4.21	8.42	4.14	8.53	3.91
	−20	350	8.55	2.34	8.29	2.54	8.19	2.45
		450	9.67	3.36	9.78	3.25	10.11	3.68
		550	11.13	4.34	11.06	4.18	10.69	4.29
1	−10	550	6.22	4.16	5.91	4.31	6.42	4.20
	−15	550	7.75	3.96	7.55	3.91	7.82	4.12
	−20	350	7.48	2.39	7.64	2.58	7.51	2.44
		450	8.37	3.43	8.64	3.15	8.74	3.25
		550	9.61	4.10	9.51	4.13	9.81	4.07
3	−10	550	5.96	4.13	6.40	4.15	6.41	4.26
	−15	550	7.41	4.19	7.95	4.24	7.11	4.11
	−20	350	6.72	2.74	7.03	2.51	7.11	2.82
		450	8.97	3.41	8.54	3.38	8.62	3.45
		550	9.31	4.23	9.54	4.11	9.31	4.08
5	−10	550	6.15	4.32	6.32	4.23	5.92	4.22
	−15	550	7.42	4.28	7.12	4.18	7.71	4.13
	−20	350	7.11	2.28	7.02	2.21	7.21	2.34
		450	8.54	3.08	8.61	3.03	8.54	2.94
		550	9.62	4.13	9.36	4.11	9.51	3.92

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表 3 本构模型参数 ( $T=-20\;^{\circ}{\rm C}$ )

Table 3. Constitutive model parameters ( $T=-20\;^{\circ}{\rm C}$ )

冻融循环次数	$\dot \varepsilon {\text{/}}{{\text{s}}^{{\text{−1}}}}$	${E_{\text{0}}}{\text{/GPa}}$	${E_2}{\text{/GPa}}$	${\theta _2}{{/\mu {\rm{s}}}}$	${\varepsilon _{\text{f}}}$	$m$	$f$
0	550	1.636	11.23	0.705	0.0131	1.16	1.000
	450	1.667	7.36	0.971	0.0116	1.23	1.000
	350	1.606	4.19	2.863	0.0088	1.23	1.000
1	550	1.655	9.16	0.671	0.0129	1.33	0.871
	450	1.560	8.63	0.919	0.0114	1.32	0.871
	350	1.624	4.45	2.721	0.0086	1.33	0.871
3	550	1.732	10.23	0.513	0.0139	1.13	0.847
	450	1.630	13.21	0.541	0.0122	1.21	0.847
	350	1.652	13.52	0.779	0.0091	1.11	0.847
5	550	1.648	14.51	0.542	0.0137	1.14	0.852
	450	1.625	11.01	0.467	0.0119	1.07	0.852
	350	1.626	14.06	0.467	0.0091	1.17	0.852

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表 4 本构模型参数 ( $\dot \varepsilon = 550\;{\rm s}^{-1}$ )

Table 4. Constitutive model parameters ( $\dot \varepsilon=550\;{\rm s}^{-1}$ )

冻融循环次数	T/℃	${E_{\text{0}}}{\text{/GPa}}$	${E_2}{\text{/GPa}}$	${\theta _2}{{/\mu {\rm{s}}}}$	${\varepsilon _{\text{f}}}$	$m$	$f$
0	−20	1.636	11.23	0.705	0.0131	1.16	1.000
	−15	1.522	7.25	0.577	0.0134	1.03	1.000
	−10	1.340	13.22	0.127	0.0131	1.02	1.000
1	−20	1.655	9.16	0.671	0.0129	1.34	0.871
	−15	1.531	16.12	0.209	0.0129	1.12	0.888
	−10	1.335	9.01	0.151	0.0131	1.05	0.939
3	−20	1.732	10.23	0.512	0.0139	1.13	0.847
	−15	1.541	10.39	0.257	0.0134	1.14	0.881
	−10	1.381	4.07	0.397	0.0134	1.02	0.893
5	−20	1.648	14.50	0.542	0.0137	1.14	0.852
	−15	1.455	8.86	0.623	0.0134	1.01	0.875
	−10	1.153	10.83	0.411	0.0131	1.06	0.878

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