Table 7 Documented Atterberg limits for...

Table 7

Documented Atterberg limits for soils with sand-like and clay-like behaviours

Soil name		Soil classification, ASTM D 2487 (ASTM, 2000)	L _L: %	P _I: %	Tests	Categories and evidence	References
Cohesive or clay-like behaviour
1	B6 marine clay – James Bay	CL	37	13	Triaxial and direct simple shear	Cohesive, Figure 9	Ladd (1991); Boulanger and Idriss (2006)
2	Natural London Clay, 5·2 m BGL	CH	69	44	HCA stress path	C3, Figure 4	Nishimura et al. (2007)
3	Natural London Clay, 10·5 m BGL	CH	70	44	HCA stress path	C3, Figure 4	Nishimura et al. (2007)
4	Speswhite kaolin	MH	62	30	Triaxial	C3, p. 8, column 2, line 4 – p. 9, column 1, line 1	Georgiannou et al. (1990)
5	Aeolian silt	CL	37	18	Triaxial	C3, Figures 8–13	Cui and Delage (1996)
6	Sleech silt (3 m depth)	CH	58	36	Triaxial and 1D consolidation	C3, Figure 3(a); C1, Figure 2	Lehane (2003)
7	Sleech silt (6 m depth)	CH	70	48	Triaxial and 1D consolidation	C3, Figure 3(a); C1, Figure 2	Lehane (2003)
8	Sub-Apennine Blue Clays, By	CL	49	26·4	Triaxial and 1D consolidation	C3, Figure 13	Cotecchia et al. (2007)
9	Sub-Apennine Blue Clays, Bg	CL	51·1	27·7	Triaxial and 1D consolidation	C3, Figure 13	Cotecchia et al. (2007)
10	Sub-Apennine Blue Clays, P9	CH	69·3	38·4	Triaxial and 1D consolidation	C1, Figure 5	Cotecchia et al. (2007)
11	Sub-Apennine Blue Clays, P19	CL	51·8	28·8	Triaxial and 1D consolidation	C1, Figure 5	Cotecchia et al. (2007)
12	Sub-Apennine Blue Clays, P25	CH	65	35	Triaxial and 1D consolidation	C3, Figure 11	Cotecchia et al. (2007)
13	Sub-Apennine Blue Clays, P33	CH	53·4	27·5	Triaxial and 1D consolidation	C1, Figure 5	Cotecchia et al. (2007)
14	Sherbrooke laminated clay	CL	45	18	Triaxial	C3, Figure 7(a)	Long (2006)
15	Compacted clayey silt fill	CL	45·6	20·1	Triaxial	C3, Figures 5(c) and 5(d)	Almeida et al. (2012)
16	Bengawan Solo fill D1	MH	54	18	Triaxial	C3, Figure 8	Mountassir et al. (2011)
17	Bengawan Solo fill D2	MH	53	16	Triaxial	C3, Figure 8	Mountassir et al. (2011)
18	Mixtures of kaolin, sodium bentonite and London Clay	CL	28	18	Triaxial	C3, Figure 6	Cunningham et al. (2003)
19	Mexico Clay – oven-dried	MH	93	23	1D consolidation	C1, Figure 16	Mesri et al. (1975)
20	Residual London Clay	CH	80	51	Triaxial	Cohesive, Figure 11	Skempton (1985)
21	KM35	MH	62	16	Triaxial	C2, Figure 5	This paper
22	KM55	MH	64	15	Triaxial	C2, Figure 5	This paper
23	Grey organic clay	CL	38	19	Triaxial	C3, Figure 11	Long and O’Riordan (2001)
24	Bolkin silt	CL	29·4	15·6	Triaxial	C3, Figure 1	Wang et al. (2002)
25	Hong Kong marine deposits C4	CL	60	32	Triaxial and 1D consolidation	C3, Figure 12	Yin (1999)
26	Kaolin soil 68-32	ML	47	17	Triaxial and 1D consolidation	C3, Figure 6	Anantanasakul et al. (2012)
27	MSM10-3	CL	35	15	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
28	MSM10-6	CL	38	19	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
29	MSM10-14	ML	49	20	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
30	MSM10-43	CL	42	22	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
31	MSM10-48	CL	36	13	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
32	MSM10-52	CL	38	19	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
33	MSgM1-2	CL	34	14	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
34	MSgM1-3	CL	32	13	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
35	MSgM1-10	MH	56	24	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
36	MSgM1-22	MH	62	28	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
37	MSgM1-22b	MH	62	28	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
38	MSgM1-24	CL	41	19	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
39	MSgM2-11mb	ML	46	15	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
40	Completely decomposed tuff	ML	43	14	Triaxial – consolidation	C2, Figure 3(a)	Chiu and Ng (2012)
41	Natural soil	CL	38	16	Triaxial	C1, Figure 3	Cetin and Soylemez (2004)
42	Nancy North-west silt	MH	56	25	Triaxial	C3, Figure 2	Ltifi et al. (2014)
43	Gorgon muddy silt	ML	45	15	Monotonic simple shear	C3, Figure 2	Mao and Fahey (2003)
44	Mud cake in silt	CH	58·5	28·8	Triaxial	C3, Figure 5	Zhang et al. (2009)
45	In situ soil in silt	CH	52·6	25·3	Triaxial	C3, Figure 5	Zhang et al. (2009)
46	Mud cake in clay	CL	43·9	20	Triaxial	C3, Figure 6	Zhang et al. (2009)
47	Italian silt (clay content 25%)	CL	46	22	Triaxial	C3, Figure 7	Nocilla et al. (2006)
48	Italian silt (clay content 45%)	MH	60	33	Triaxial	C3, Figure 7	Nocilla et al. (2006)
Cohesionless or sand-like behaviour
1	KM20	MH	51	7	Triaxial	S2, Figure 5	This paper
2	KM25	MH	59	11	Triaxial	C2, Figure 5	This paper
3	Residual soil from Botucatu Sandstone	CL-ML	20	6	Triaxial and 1D consolidation	S1, Figure 5	Ferreira and Bica (2006)
4	Brown laminated clay	ML	35	12	Triaxial	S3, Figure 11	Long and O’Riordan (2001)
5	MRV silt	CL	28	6	Triaxial	S3, Figure 6	Wang et al. (2011)
6	Silt at Moss Landing B7-03	ML	36	11	Cyclic triaxial	S4, Figure 11	Boulanger et al. (1998)
7	Silt at Moss Landing B7-03	ML	31	6	Cyclic triaxial	S4, Figure 11	Boulanger et al. (1998)
8	Delhi silt S60M40	ML	27·5	4·5	Triaxial	S3, Figure 15	Usmani et al. (2011)
9	Delhi silt S20M80	CL	30	8	Triaxial	S3, Figure 15	Usmani et al. (2011)
10	Kaolin soil 45-55	CL-ML	28	7	Triaxial	S3, Figure 6	Anantanasakul et al. (2012)
11	Kaolin soil 24-76	CL-ML	20	4	Triaxial	S3, Figure 6	Anantanasakul et al. (2012)
12	Manglerud quick clay	ML	27	8	Direct shear	S3, Figure 9	Bjerrum and Landva (1966)
13	Adapazari silt	CL	30·5	5·5	Triaxial	S3, Figure 15	Arel and Onalp (2012)
14	Limestone powder	CL-ML	24	6	Triaxial	S3, Figures 5 and 6	Hyde et al. (2006)
15	Norwegian glaciomarine silt	CL	33	12	Triaxial	S3, Figure 9	Long et al. (2010)
16	Italian silt (clay content 4%)	CL	34	12	Triaxial	S3, Figure 7	Nocilla et al. (2006)
17	Italian silt (clay content 8%)	CL	37	13	Triaxial	S3, Figure 7	Nocilla et al. (2006)
18	Fraser River silt	CL	30·4	4·1	Cyclic direct simple shear	S4, Figure 5	Wijewickreme and Sanin (2010)
19	Blended silt mixture 1	ML	26	0	Triaxial	S3, Figure 9	Boulanger and Idriss (2006)
20	Blended silt mixture 2	ML	30	4	Triaxial	S3, Figure 9	Boulanger and Idriss (2006)
21	Blended silt mixture 3	ML	36·5	10·5	Triaxial	S2, Figure 8 (replotted including all scatter points)	Boulanger and Idriss (2006)

Soil name		Soil classification, ASTM D 2487 (ASTM, 2000)	L _L: %	P _I: %	Tests	Categories and evidence	References
Cohesive or clay-like behaviour
1	B6 marine clay – James Bay	CL	37	13	Triaxial and direct simple shear	Cohesive, Figure 9	Ladd (1991); Boulanger and Idriss (2006)
2	Natural London Clay, 5·2 m BGL	CH	69	44	HCA stress path	C3, Figure 4	Nishimura et al. (2007)
3	Natural London Clay, 10·5 m BGL	CH	70	44	HCA stress path	C3, Figure 4	Nishimura et al. (2007)
4	Speswhite kaolin	MH	62	30	Triaxial	C3, p. 8, column 2, line 4 – p. 9, column 1, line 1	Georgiannou et al. (1990)
5	Aeolian silt	CL	37	18	Triaxial	C3, Figures 8–13	Cui and Delage (1996)
6	Sleech silt (3 m depth)	CH	58	36	Triaxial and 1D consolidation	C3, Figure 3(a); C1, Figure 2	Lehane (2003)
7	Sleech silt (6 m depth)	CH	70	48	Triaxial and 1D consolidation	C3, Figure 3(a); C1, Figure 2	Lehane (2003)
8	Sub-Apennine Blue Clays, By	CL	49	26·4	Triaxial and 1D consolidation	C3, Figure 13	Cotecchia et al. (2007)
9	Sub-Apennine Blue Clays, Bg	CL	51·1	27·7	Triaxial and 1D consolidation	C3, Figure 13	Cotecchia et al. (2007)
10	Sub-Apennine Blue Clays, P9	CH	69·3	38·4	Triaxial and 1D consolidation	C1, Figure 5	Cotecchia et al. (2007)
11	Sub-Apennine Blue Clays, P19	CL	51·8	28·8	Triaxial and 1D consolidation	C1, Figure 5	Cotecchia et al. (2007)
12	Sub-Apennine Blue Clays, P25	CH	65	35	Triaxial and 1D consolidation	C3, Figure 11	Cotecchia et al. (2007)
13	Sub-Apennine Blue Clays, P33	CH	53·4	27·5	Triaxial and 1D consolidation	C1, Figure 5	Cotecchia et al. (2007)
14	Sherbrooke laminated clay	CL	45	18	Triaxial	C3, Figure 7(a)	Long (2006)
15	Compacted clayey silt fill	CL	45·6	20·1	Triaxial	C3, Figures 5(c) and 5(d)	Almeida et al. (2012)
16	Bengawan Solo fill D1	MH	54	18	Triaxial	C3, Figure 8	Mountassir et al. (2011)
17	Bengawan Solo fill D2	MH	53	16	Triaxial	C3, Figure 8	Mountassir et al. (2011)
18	Mixtures of kaolin, sodium bentonite and London Clay	CL	28	18	Triaxial	C3, Figure 6	Cunningham et al. (2003)
19	Mexico Clay – oven-dried	MH	93	23	1D consolidation	C1, Figure 16	Mesri et al. (1975)
20	Residual London Clay	CH	80	51	Triaxial	Cohesive, Figure 11	Skempton (1985)
21	KM35	MH	62	16	Triaxial	C2, Figure 5	This paper
22	KM55	MH	64	15	Triaxial	C2, Figure 5	This paper
23	Grey organic clay	CL	38	19	Triaxial	C3, Figure 11	Long and O’Riordan (2001)
24	Bolkin silt	CL	29·4	15·6	Triaxial	C3, Figure 1	Wang et al. (2002)
25	Hong Kong marine deposits C4	CL	60	32	Triaxial and 1D consolidation	C3, Figure 12	Yin (1999)
26	Kaolin soil 68-32	ML	47	17	Triaxial and 1D consolidation	C3, Figure 6	Anantanasakul et al. (2012)
27	MSM10-3	CL	35	15	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
28	MSM10-6	CL	38	19	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
29	MSM10-14	ML	49	20	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
30	MSM10-43	CL	42	22	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
31	MSM10-48	CL	36	13	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
32	MSM10-52	CL	38	19	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
33	MSgM1-2	CL	34	14	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
34	MSgM1-3	CL	32	13	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
35	MSgM1-10	MH	56	24	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
36	MSgM1-22	MH	62	28	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
37	MSgM1-22b	MH	62	28	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
38	MSgM1-24	CL	41	19	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
39	MSgM2-11mb	ML	46	15	1D consolidation	C1, Figure 8	Biscontin et al. (2007)
40	Completely decomposed tuff	ML	43	14	Triaxial – consolidation	C2, Figure 3(a)	Chiu and Ng (2012)
41	Natural soil	CL	38	16	Triaxial	C1, Figure 3	Cetin and Soylemez (2004)
42	Nancy North-west silt	MH	56	25	Triaxial	C3, Figure 2	Ltifi et al. (2014)
43	Gorgon muddy silt	ML	45	15	Monotonic simple shear	C3, Figure 2	Mao and Fahey (2003)
44	Mud cake in silt	CH	58·5	28·8	Triaxial	C3, Figure 5	Zhang et al. (2009)
45	In situ soil in silt	CH	52·6	25·3	Triaxial	C3, Figure 5	Zhang et al. (2009)
46	Mud cake in clay	CL	43·9	20	Triaxial	C3, Figure 6	Zhang et al. (2009)
47	Italian silt (clay content 25%)	CL	46	22	Triaxial	C3, Figure 7	Nocilla et al. (2006)
48	Italian silt (clay content 45%)	MH	60	33	Triaxial	C3, Figure 7	Nocilla et al. (2006)
Cohesionless or sand-like behaviour
1	KM20	MH	51	7	Triaxial	S2, Figure 5	This paper
2	KM25	MH	59	11	Triaxial	C2, Figure 5	This paper
3	Residual soil from Botucatu Sandstone	CL-ML	20	6	Triaxial and 1D consolidation	S1, Figure 5	Ferreira and Bica (2006)
4	Brown laminated clay	ML	35	12	Triaxial	S3, Figure 11	Long and O’Riordan (2001)
5	MRV silt	CL	28	6	Triaxial	S3, Figure 6	Wang et al. (2011)
6	Silt at Moss Landing B7-03	ML	36	11	Cyclic triaxial	S4, Figure 11	Boulanger et al. (1998)
7	Silt at Moss Landing B7-03	ML	31	6	Cyclic triaxial	S4, Figure 11	Boulanger et al. (1998)
8	Delhi silt S60M40	ML	27·5	4·5	Triaxial	S3, Figure 15	Usmani et al. (2011)
9	Delhi silt S20M80	CL	30	8	Triaxial	S3, Figure 15	Usmani et al. (2011)
10	Kaolin soil 45-55	CL-ML	28	7	Triaxial	S3, Figure 6	Anantanasakul et al. (2012)
11	Kaolin soil 24-76	CL-ML	20	4	Triaxial	S3, Figure 6	Anantanasakul et al. (2012)
12	Manglerud quick clay	ML	27	8	Direct shear	S3, Figure 9	Bjerrum and Landva (1966)
13	Adapazari silt	CL	30·5	5·5	Triaxial	S3, Figure 15	Arel and Onalp (2012)
14	Limestone powder	CL-ML	24	6	Triaxial	S3, Figures 5 and 6	Hyde et al. (2006)
15	Norwegian glaciomarine silt	CL	33	12	Triaxial	S3, Figure 9	Long et al. (2010)
16	Italian silt (clay content 4%)	CL	34	12	Triaxial	S3, Figure 7	Nocilla et al. (2006)
17	Italian silt (clay content 8%)	CL	37	13	Triaxial	S3, Figure 7	Nocilla et al. (2006)
18	Fraser River silt	CL	30·4	4·1	Cyclic direct simple shear	S4, Figure 5	Wijewickreme and Sanin (2010)
19	Blended silt mixture 1	ML	26	0	Triaxial	S3, Figure 9	Boulanger and Idriss (2006)
20	Blended silt mixture 2	ML	30	4	Triaxial	S3, Figure 9	Boulanger and Idriss (2006)
21	Blended silt mixture 3	ML	36·5	10·5	Triaxial	S2, Figure 8 (replotted including all scatter points)	Boulanger and Idriss (2006)

Extracted from Boulanger and Idriss (2004)

BGL, below ground level; HCA, hollow cylinder apparatus

S1: sand-like; sands have a small enough compressibility that their void ratio does not change significantly as the effective consolidation stress is increased

S2: sand-like; the slope of the CSL in void ratio (e) against the logarithm of mean effective stress (p′) space is different from the slope of virgin consolidation line

S3: sand-like; the effective stress paths for sand in undrained monotonic shearing often show an initially contractive response (positive pore pressure increments since volume change is zero) followed by a transition to an incrementally dilative response (decreases in pore pressure)

S4: sand-like; during the undrained cyclic stress–strain loops, the sands develop a very flat middle portion (where the shear stiffness is essentially zero) that is observed for sands after the excess pore pressure reaches a limiting value, which corresponds to the sample temporarily having zero effective stress (r _u = 100%)

C1: clay-like; clays have a large enough compressibility that their void ratio is highly dependent on the effective consolidation stress and consolidation stress history

C2: clay-like; the slope of the CSL in void ratio (e) against the logarithm of the mean effective stress (p′) space is the same as the slope of virgin consolidation line

C3: clay-like; the effective stress paths for clay in undrained monotonic shearing not following S3 behaviour

C4: clay-like; clays show a very plastic stress–strain response (nearly constant shear stress after yield) for O _CR of 1–8, while sands show a range of strain softening to strain hardening behaviour that depended on the sand’s relative density and confining stress

C5: clay-like; during the undrained cyclic stress–strain loops, the clays do not develop a very flat middle portion (where the shear stiffness is essentially zero) that is observed for sands after the excess pore pressure reaches a limiting value, which corresponds to the sample temporarily having zero effective stress (r _u = 100%)

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