Influence of Soil Fabrics and Stress State on the Undrained Instability of Overconsolidated Binary Granular Assemblies

Youcef Mahmoudi; Abdellah Cherif Taiba; Leila Hazout; Wiebke Baille; Mostefa Belkhatir

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Influence of Soil Fabrics and Stress State on the Undrained Instability of Overconsolidated Binary Granular Assemblies

Youcef Mahmoudi

Abdellah Cherif Taiba

Leila Hazout

Wiebke Baille

Mostefa Belkhatir

| 03 oct. 2018

Studia Geotechnica et Mechanica

Édition 40 (2018): Edition 2 (October 2018)

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Article Category: Research Article

Publié en ligne: 03 oct. 2018

Pages: 96 - 116

Reçu: 31 mars 2018

Accepté: 29 mai 2018

DOI: https://doi.org/10.2478/sgem-2018-0011

Mots clés
Instability lines, Dry funnel pluviation, Wet deposition, Overconsolidation ratio, Sand-silt mixtures

© 2018 Youcef Mahmoudi et al., published by Sciendo

This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

Determination of the instability line (Yamamuro and Lade, 1997).

(a) Photograph and (b) SEM image of Chlef sand (Algeria).

Grain size distribution curves of tested soils.

Void ratios index of tested soils. (a) Void ratio index versus fines content and (b) maximum void ratio versus minimum void ratio.

Schematic illustration of sample preparation; (a) wet deposition and (b) dry funnel pluviation.

View of (a) dry funnel pluviated and (b) wet deposited samples after shearing.

Undrained monotonic response of dry funnel pluviated sand–silt mixtures (Fc = 0%, OCR = 1, Dr = 52 %): (a) deviator stress versus axial strain, (b) excess pore water pressure versus axial strain and (c) stress path diagram.

Undrained monotonic response of dry funnel pluviated sand–silt mixtures (Fc = 40%, OCR = 1, Dr = 52%): (a) deviator stress versus axial strain, (b) excess pore water pressure versus axial strain and (c) stress path diagram.

Undrained monotonic response of dry funnel pluviated sand–silt mixtures (Fc = 0%, OCR = 2, Dr = 52%): (a) deviator stress versus axial strain, (b) excess pore water pressure versus axial strain and (c) stress path diagram.

Undrained monotonic response of dry funnel pluviated sand–silt mixtures (Fc = 40%, OCR = 2, Dr = 52%): (a) deviator stress versus axial strain, (b) excess pore water pressure versus axial strain and (c) stress path diagram.

Undrained monotonic response of wet deposited sand–silt mixtures (Fc = 0%, OCR = 1, Dr = 52%): (a) deviator stress versus axial strain, (b) excess pore water pressure versus axial strain and (c) stress path diagram.

Undrained monotonic response of wet deposited sand–silt mixtures (Fc = 40%, OCR = 1, Dr = 52%): (a) deviator stress versus axial strain, (b) excess pore water pressure versus axial strain and (c) stress path diagram.

Undrained monotonic response of wet deposited sand–silt mixtures (Fc = 0%, OCR = 2, Dr = 52%): (a) deviator stress versus axial strain, (b) excess pore water pressure versus axial strain and (c) stress path diagram.

Undrained monotonic response of wet deposited sand–silt mixtures (Fc = 40%, OCR = 2, Dr = 52%): (a) deviator stress versus axial strain, (b) excess pore water pressure versus axial strain and (c) stress path diagram.

Instability and steady-state lines of Chlef sand–silt mixtures = (Dr = 52%): (a) Fc = 0%, (b) Fc = 20% and(c) Fc = 40%.

Instability friction angles versus fines content of sand–silt mixtures (Dr = 52%): (a) OCR = 1 and (b) OCR = 2.

DFP instability friction angle versus WD friction angle of Chlef sand–silt mixtures (Dr = 52%).

Overconsolidated instability friction angle versus normally consolidated friction angle of sand–silt mixtures (Dr = 52%).

Instability friction angle of sand–silt mixtures versus instability friction angle of sand (Dr = 52%).

Instability shear strength of sand–silt mixtures versus fines content (Dr = 52%): (a) P’c = 100 kPa;(b) P’c = 200 kPa; (c) P’c = 300 kPa.

Instability shear strength versus the instability friction angle of sand-silt mixtures (Dr = 52%): (a) OCR = 1, DFP; (b) OCR = 2, DFP; (c) OCR = 1, WD; (d) OCR = 2, WD.

Mobilised friction angles versus fines content of sand–silt mixtures (Dr = 52%): (a) OCR = 1 and (b) OCR = 2.

Mobilised friction angles versus instability friction angle of Chlef sand–silt mixtures.

Instability friction angles versus global void ratio: (a) OCR = 1 and (b) OCR = 2.

Instability friction angles versus intergranular void ratio: (a) OCR = 1 and (b) OCR = 2.

Index properties of Chlef sand-silt mixtures.

Properties	Sand-silt mixtures
F_c (%)	20	40
Gs	2.655	2.658
D₁₀(mm)	0.023	0.003
D₅₀(mm)	0.488	0.236
C_u (.)	27.24	120.51
C_c(.)	3.997	3.300
e_max(.)	0.697	0.759
e_min(.)	0.458	0.505

Coefficients a, b and R2 for equation (3).

OCR	1	2
a	108.81	206.48
b	–2.03	–4.40
R²	0.96	0.99

Coefficients a, b and R2 for equation (2).

Methods	DFP		WD
OCR	1	2	1	2
a	44.08	47.44	31.72	36.19
b	–0.21	–0.20	0.11	0.03
R²	0.80	0.99	0.93	0.83

Index properties of sand and silt under study.

Properties	Materials Chlef sand	Silt
Gs	2.652	2.667
D_max(mm)	2.000	0.08
D₁₀ (mm)	0.266	-
D₅₀ (mm)	0.596	0.023
C_u (.)	2.634
C_c (.)	0.999
e_max(.)	0.795	1.563
e_min(.)	0.632	0.991
W_L(%)	-	31.72
W_p (%)	-	26.71
I_p (%)	-	5.12
USCS	SP	ML
Grain Shape	Rounded	Rounded

Coefficients a, b and R2 for equation (5).

P’_c (kPa)	100				200				300
Method	DFP		WD		DFP		WD		DFP	WD
OCR	1	2	1	2	1	2	1	2	1	2	1	2
a	55.4	83.2	34.2	51.0	132.5	174.2	78.0	122.1	207.3	297.3	125.9	208.3
b	–0.17	–0.66	0.05	0.097	–1.25	–1.04	0.09	0.19	–1.99	–2.01	0.13	0.16
R²	0.99	0.86	0.98	0.87	0.92	0.82	0.95	0.99	0.78	0.84	0.99	0.98

Coefficients a, b and R2 for equation (4).

Method	DFP	WD
a	10.57	23.17
b	0.82	0.41
R²	0.89	0.99

Summary of monotonic triaxial tests of silty sand.

Test No	D_r (%)	F_c (%)	Method	OCR	P’_c (kPa)	η	ϕ’_ins(°)	ϕ’_s(°)	q_ins(kPa)	P’_ins(kPa)
1					100				55.56	56.11
2				1	200	1.01	45.28	25.61	136.77	138.14
3			DFP		300				219.72	21.92
4					100				86.34	94.97
5				2	200	1.10	47.73	27.70	1 79.88	197.87
6		0			300				307,45	338,19
7					100				34.26	20.90
8				1	200	0.61	31.38	16.07	78.24	47.72
9			WD		300				125.96	76.83
10					100				51.46	37.36
11				2	200	0.72	36.01	18.75	122.01	88.58
12					300				208.06	151.05
13					100				51.48	39.12
14				1	200	0.65	37.47	19.85	98.89	75.15
15			DFP		3 00				1 42.67	108.43
16					100			23.51	63.64	58.93
17				2	2 00	0.93	42.82		142.05	131.54
18		20			300				236.87	219.34
19	52				100				35.02	24.16
20				1	200	0.69	34.60	18.02	79.31	54.72
21			WD		300				128.19	88.45
22					100				52.11	40.12
23				2	200	0.77	37.59	19.95	126.16	97.14
24					300				211.95	163.20
25					100				48.58	36.43
26				1	200	0.75	36.87	19.47	86.78	65.08
27			DFP		300				139.97	104.98
28					100				59.78	49.01
29				2	200	0.83	39.58	21.14	138.05	113.20
30		40			300				227.03	186.16
31					100				36.33	26.16
32				1	200	0.72	35.75	18.75	81.89	58.96
33					300				131.05	94.36
34			WD		100				55.34	42.94
35				2	200	0.78	37.83	20.12	129.75	100.68
36					300				214.43	166.40

Coefficients a, b and R2 for equation (7).

Methods	DFP		WD
OCR	1	2	1	2
a	24.71	27.39	16.27	18.92
b	– 0.15	– 0.16	0.0 6 7	0.03
R²	0.80	0.97	0.94	0.84

Coefficients a, b and R2 for equation (6).

Method	DFP						WD
OCR	1			2			1			2
P’_c (kPa)	100	200	300	100	200	300	100	200	300	100	200	300
a	24.01	110.8	216.8	76.24	78.36	186.7	20.88	55.18	92.37	–3.15	10.18	95.39
b	0.70	5.74	9.64	3.37	5.34	10.23	0.42	0.73	1.06	1.51	3.66	3.12
R²	0.88	0.97	0.99	0.93	0.90	0.92	0.83	0.77	0.89	0.52	0.88	0.93

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Influence of Soil Fabrics and Stress State on the Undrained Instability of Overconsolidated Binary Granular Assemblies

Article Category: Research Article

Publié en ligne: 03 oct. 2018

Pages: 96 - 116

Reçu: 31 mars 2018

Accepté: 29 mai 2018

DOI: https://doi.org/10.2478/sgem-2018-0011

Mots clésInstability lines, Dry funnel pluviation, Wet deposition, Overconsolidation ratio, Sand-silt mixtures

© 2018 Youcef Mahmoudi et al., published by Sciendo

This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

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Index properties of Chlef sand-silt mixtures.

Coefficients a, b and R2 for equation (3).

Coefficients a, b and R2 for equation (2).

Index properties of sand and silt under study.

Coefficients a, b and R2 for equation (5).

Coefficients a, b and R2 for equation (4).

Summary of monotonic triaxial tests of silty sand.

Coefficients a, b and R2 for equation (7).

Coefficients a, b and R2 for equation (6).

Mots clés
Instability lines, Dry funnel pluviation, Wet deposition, Overconsolidation ratio, Sand-silt mixtures