1981
DOI: 10.1144/gsl.qjeg.1981.014.04.10
|View full text |Cite
|
Sign up to set email alerts
|

The engineering properties of mudrocks

Abstract: Summary The ‘rock’ and ‘soil-like’ properties of British mudrocks are shown to be influenced by: (a) their lithology; (b) their geological history of loading (especially during exhumation); (c) the type and method of testing; and (d) the degree of weathering. In particular, unloading and weathering leads ultimately to a normally-consolidated clay of much the same undrained shear strength, irrespective of age and origin of the parent material. For this reason, the engineering properties of t… Show more

Help me understand this report

Search citation statements

Order By: Relevance

Paper Sections

Select...
1
1
1
1

Citation Types

2
32
0

Year Published

2005
2005
2023
2023

Publication Types

Select...
8
2

Relationship

0
10

Authors

Journals

citations
Cited by 86 publications
(34 citation statements)
references
References 60 publications
2
32
0
Order By: Relevance
“…In contrast, the clay-rich layer has very low shear strength values, especially in the case of the residual internal friction angle with values as low as 7°. These values for the clay-rich layer compare quite well with results of direct shear tests performed on pure clays and fully weathered marls (Cripps and Taylor, 1981;Moore, 1991). The residual friction angle for the landslide debris is also very low ( r = 11-12°).…”
Section: Geotechnical Characteristicssupporting
confidence: 78%
“…In contrast, the clay-rich layer has very low shear strength values, especially in the case of the residual internal friction angle with values as low as 7°. These values for the clay-rich layer compare quite well with results of direct shear tests performed on pure clays and fully weathered marls (Cripps and Taylor, 1981;Moore, 1991). The residual friction angle for the landslide debris is also very low ( r = 11-12°).…”
Section: Geotechnical Characteristicssupporting
confidence: 78%
“…Geotechnical properties would have been intermediate between those of rocks and soils (see Table 1a). Well-indurated sandstone and mudrock can exhibit uniaxial compressive strengths (or undrained shear strengths) and Young's Modulus which are comparable with those of very strong rocks (Cripps and Taylor, 1981), whereas poor quality rocks can be considered by engineers as soils (Hoek and Brown, 1997).…”
Section: Geomechanical Properties Of Petrified Forest Membermentioning
confidence: 99%
“…They mapped polygonal faults in layer-bound sequences of Eocene-Lower Miocene claystones in the Central North Sea and estimated the amount of bed-parallel contraction. Quoting a coefficient of friction of µ = 0.45 obtained from measuring the peak shear strength of London Clay (Cripps & Taylor 1981), they reasoned that faulting might have been caused by a reduction in the least principal effective stress by some hitherto unidentified process. For µ = 0.45, the value of Ј h ⁄ Ј v given by equation (1) is 0.42.…”
Section: Syneresismentioning
confidence: 99%