考慮不同初始狀態的黃河泥沙三軸靜力剪切特性試驗

王鈺軻; 陳宇源; 邵景干; 宋迎賓; 鐘燕輝

doi:10.13374/j.issn2095-9389.2022.08.16.004

考慮不同初始狀態的黃河泥沙三軸靜力剪切特性試驗

doi: 10.13374/j.issn2095-9389.2022.08.16.004

王鈺軻^{1, 2, 3},
陳宇源^4, ,,
邵景干⁵,
宋迎賓⁶,
鐘燕輝^{1, 2, 3}

1.
鄭州大學水利科學與工程學院，鄭州 450001
2.
重大基礎設施檢測修復技術國家地方聯合工程實驗室，鄭州 450001
3.
水利與交通基礎設施安全防護河南省協同創新中心，鄭州 450001
4.
日本九州大學土木與結構工程系，福岡 819-0385
5.
河南交院工程技術集團有限公司，鄭州 450001
6.
黃河水利委員會黃河水利科學研究院，鄭州 450003

基金項目: 國家自然科學基金資助項目(52178369, 52109140);河南省優秀青年基金資助項目(232300421069); 中原科技創新領軍人才資助項目(234200510014)

詳細信息

通訊作者:
E-mail: chen.yuyuan.137@s.kyushu-u.ac.jp

中圖分類號: U416.1
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- 文章訪問數: 236
- HTML全文瀏覽量: 86
- PDF下載量: 55
- 被引次數: 0
出版歷程
- 收稿日期: 2022-08-16
- 網絡出版日期: 2023-01-12
- 刊出日期: 2023-10-25

Experimental study on the triaxial static shear characteristics of Yellow River silt under different initial states

WANG Yuke^{1, 2, 3},
CHEN Yuyuan^{4
, ,},
SHAO Jinggan⁵,
SONG Yingbin⁶,
ZHONG Yanhui^{1, 2, 3}

1.
College of Water Conservancy Engineering, Zhengzhou University, Zhengzhou 450001, China
2.
National Local Joint Engineering Laboratory of Major Infrastructure Testing and Rehabilitation Technology, Zhengzhou 450001, China
3.
Collaborative Innovation Center of Water Conservancy and Transportation Infrastructure Safety, Henan Province, Zhengzhou 450001, China
4.
Department of Civil & Structural Engineering, Kyushu University, Fukuoka 819-0385, Japan
5.
Henan Jiaoyuan Engineering Technology Co., Ltd, Zhengzhou 450001, China
6.
Yellow River Institute of Hydraulic Research, Yellow River Conservancy Commission, Zhengzhou 450003, China

More Information

Corresponding author: E-mail: chen.yuyuan.137@s.kyushu-u.ac.jp

摘要

摘要: 開展了一系列靜態三軸剪切試驗，研究了不同初始條件（圍壓、密實度）以及不同試驗條件（剪切速率、排水條件）對黃河泥沙靜力強度以及變形特性的影響，得到了黃河泥沙的應力應變曲線發展規律，以及應力路徑、抗剪強度包線、應力比曲線和不同特征狀態下的內摩擦角分布、初始剪切模量以及極限偏應力等指標。結果表明：黃河泥沙的抗剪強度對圍壓、密實度以及排水條件更為敏感，具體而言，峰值強度、臨界強度均隨著圍壓與密實度的提高而增大，不排水條件下的抗剪強度大于排水條件；不排水條件下孔壓的發展與排水條件下的剪脹特性具有對照關系，但孔壓較剪脹特性發展得更為迅速，并且得到黃河泥沙的特征狀態內摩擦角分布區間介于22.6°到38.1°之間。本研究可以為黃河泥沙在路基工程中的資源化利用提供數據和理論參考。
- 黃河泥沙 /
- 三軸試驗 /
- 強度 /
- 變形 /
- 特征狀態
Abstract: The middle and lower reaches of the Yellow River are rich in silt. The Yellow River silt can be utilized as a subgrade filling material along the Yellow River expressway to enhance its resource utilization potential. However, research on the geotechnical mechanical properties of the Yellow River silt is limited. In this study, a series of triaxial shear tests were conducted using the global digital systems triaxial apparatus to examine the effects of initial conditions (confining pressure and relative density) and test conditions (shear rate and drainage conditions) on the static strength and deformation characteristics of the Yellow River silt. The stress–strain curve, volumetric strain curve, envelope of shear strength, stress ratio curve, and internal friction angle distribution under different characteristic states were obtained. The test results showed that the shear strength of the Yellow River silt was more sensitive to confining pressure, relative density, and drainage conditions. The stress–strain curves of the Yellow River silt samples under drained conditions showed a slight strain-softening phenomenon; therefore, there were three characteristic states: peak state, phase transformation state, and critical state. Moreover, the stress–strain curves of the Yellow River silt samples under undrained conditions showed strain hardening characteristics, and there existed three characteristic states: the peak state, critical state, and peak pore pressure state. Additionally, the Yellow River silt samples simultaneously reached the peak and critical states at the end of the shear procedure. Specifically, the strength at the peak and critical states increased with increasing confining pressure and relative density. The shear strength under the undrained conditions was greater than that under the drained conditions. The development of pore pressure under the undrained conditions was in contrast with the dilatancy characteristics under the drained conditions; however, the pore pressure developed more rapidly than that depicted by the dilatancy characteristics. The distribution interval of the friction angle at the characteristic states of the Yellow River silt was between 22.6° and 38.1°. The initial shear modulus and ultimate deviator stress of the Yellow River silt increased with increasing confining pressure and relative density but were not sensitive to the shear rate. The ultimate deviator stress under undrained conditions was greater than that under drained conditions, while the initial shear modulus under drained conditions was smaller than that under undrained conditions under medium–low confining pressure. To strengthen the shear resistance of Yellow River silt, more attention should be paid to improving the compaction degree when the Yellow River silt is used as the filling material of expressway subgrades. This study can provide data and theoretical references for the resource utilization of Yellow River silt in subgrade engineering.
- Yellow River silt /
- triaxial test /
- strength /
- deformation /
- characteristic state

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圖 1 黃河泥沙土樣

Figure 1. Yellow River silt

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圖 2 黃河泥沙級配曲線

Figure 2. Grading curve of Yellow River silt

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圖 3 GDS三軸試驗儀

Figure 3. GDS triaxial test apparatus

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圖 4 黃河泥沙三軸試樣

Figure 4. Triaxial samples of Yellow River silt

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圖 5 不同條件下應力應變關系對比. (a)圍壓；(b)密實度；(c)剪切速率

Figure 5. Comparison of stress–strain curve under different conditions: (a) confining pressure; (b) relative density; (c) shear rate

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圖 6 不同條件下體應變曲線與歸一化孔壓曲線對比.(a)圍壓；(b)密實度；(c)剪切速率

Figure 6. Comparison between volumetric strain curve and normalized pore pressure curve under different conditions: (a) confining pressure; (b) relative density; (c) shear rate

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圖 7 不同排水條件下黃河泥沙的應力路徑

Figure 7. Stress path of Yellow River silt under different drained conditions

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圖 8 CD試驗條件下強度包線

Figure 8. Strength envelope of CD test

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圖 9 CU試驗條件下強度包線

Figure 9. Strength envelope of CU test

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圖 10 不同條件下應力比曲線對比. (a)圍壓；(b)密實度；(c)剪切速率

Figure 10. Comparison of the stress ratio curves under different conditions: (a) confining pressure; (b) relative density; (c) shear rate

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圖 11 不同條件下動內摩擦角曲線對比. (a)圍壓；(b)密實度；(c)剪切速率

Figure 11. Comparison of mobilized internal friction angle curve under different conditions: (a) confining pressure; (b) relative density; (c) shear rate

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圖 12 不同試驗條件下的初始剪切模量. (a)圍壓；(b)密實度；(c)剪切速率

Figure 12. Initial shear modulus under different experimental conditions: (a) confining pressure; (b) relative density; (c) shear rate

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圖 13 不同試驗條件下極限偏應力. (a)圍壓；(b)密實度；(c)剪切速率

Figure 13. Ultimate deviator stress strength under different experimental conditions: (a) confining pressure; (b) relative density; (c) shear rate

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表 1 黃河泥沙基本物理性質

Table 1. Basic physical properties of Yellow River silt

Coefficient of uniformity, C_u	Coefficient of graduation, C_c	ρ_dmax/(g·cm^?3)	ρ_dmin/(g·cm^?3)	Liquid limit, ω_L/%	Plastic limit, ω_P/%	I_P	G_S
5.08	1.662	1.65	1.357	23.8	12.4	11.4	2.7

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表 2 黃河泥沙三軸試驗方案

Table 2. Triaxial test program of Yellow River silt

Test type	Confining pressure/kPa	Relative density/%	Shear rate/(kPa·min^?1)
CD/CU	50	60	7
	100	40	7
		60	2, 7, 12
		80	7
	200	60	7
	400	60	7
	600	60	7

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表 3 特征狀態下的強度擬合包線參數值

Table 3. Parameters of fitting strength envelope at characteristic states

Test type	Characteristic states	A	n	R²
CD	Critical state	1.16	1.02	0.99
	Peak state	1.24	0.99	0.99
	Phase transformation state	0.98	1.08	0.99
CU	Peak (critical) state	1.25	1.03	0.99
CU	Peak pore pressure state	1.1	1.08	0.99

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表 4 排水條件下各特征狀態對應的內摩擦角

Table 4. Internal friction angles at different characteristic states under CD condition

Confining pressure/kPa	Relative density/%	Shear rate/(kPa·min^?1)	φ_ps/(°)	φ_cs/(°)	φ_pt/(°)
50	60	7	31.8	30	23.95
100	40	7	27.5	26.9	23.76
	60	2, 7, 12	34.4, 33.2, 30.5	32.9, 31.7, 29.3	26.31, 26.03, 24.28
	80	7	38.1	33.8	27.6
200	60	7	28.7	26.8	25.21
400	60	7	31.6	30.9	29.24
600	60	7	30.6	29.8	29.17

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表 5 不排水條件特征狀態下的內摩擦角

Table 5. Internal friction angles at different characteristic states under CU condition

Confining pressure/kPa	Relative density/%	Shear rate/(kPa·min^?1)	φ_p(φ_cs)/(°)	φ_up/(°)
50	60	7	32.9	28.1
100	40	7	25.7	22.6
	60	2, 7, 12	32.9, 32.6, 32.8	28.1, 29.1, 29.4
	80	7	34.1	29.6
200	60	7	33.2	30.2
400	60	7	33.2	31.2
600	60	7	34.1	32.7

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表 6 不同試驗條件下的初始剪切模量以及極限偏應力

Table 6. Initial shear modulus and ultimate deviator stress strength under different test conditions

Confining pressure/kPa	Relative density/%	Shear rate/(kPa·min^?1)	Test type	a	E_i/MPa	b	(σ₁–σ₃)_ult/MPa	R²
50	60	7	CD	3.05	0.33	9.33	0.11	0.994
100	60	7	CD	1.63	0.61	4.13	0.24	0.989
200	60	7	CD	1.16	0.86	2.28	0.44	0.986
400	60	7	CD	0.84	1.19	1.02	0.98	0.993
600	60	7	CD	0.80	1.25	0.69	1.45	0.991
100	40	7	CD	4.94	0.20	5.18	0.19	0.984
100	80	7	CD	1.39	0.72	3.26	0.31	0.972
100	60	2	CD	1.61	0.62	4.01	0.25	0.981
100	60	12	CD	1.69	0.59	4.87	0.21	0.996
50	60	7	CU	7.46	0.13	1.72	0.58	0.994
100	60	7	CU	4.09	0.24	1.54	0.65	0.99
200	60	7	CU	1.81	0.55	1.09	0.92	0.991
400	60	7	CU	0.91	1.10	0.77	1.30	0.996
600	60	7	CU	0.61	1.64	0.67	1.49	0.999
100	40	7	CU	6.45	0.16	4.21	0.24	0.976
100	80	7	CU	3.72	0.27	0.77	1.30	0.995
100	60	2	CU	3.91	0.26	1.37	0.73	0.991
100	60	12	CU	3.60	0.28	1.68	0.60	0.980

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