Roadwork fills—a materials engineer's viewpoint

Arrowsmith, E. J.

doi:10.1680/cf1979.00698.0003

Cited by 9 publications

(7 citation statements)

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“…In preparing for index tests, it is necessary to sieve out material coarser than 425 pm, although in site investigations the moisture content of the whole sample is normally reported. Suggestions as to how this may be allowed for are given by Forde (1978) and Arrowsmith (1978).…”

Section: _mentioning

confidence: 99%

Discussion: Cone penetrometer and liquid limit

Wood¹

1983

Géotechnique

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Author's reply Dr Randolph's elegant, yet simple, analysis demonstrates the value of having closed-form solutions to engineering problems. Such solutions not only provide a check on corresponding solutions from numerical analyses, but also help to identify the dimensionless parameters which control behaviour. Hence, Dr Randolph has found that greater generality is achieved if one uses a stiffness ratio defined in terms of the rate of increase of skin friction k, rather than the rate of increase of soil modulus N,. The use of the latter definition is indeed appropriate when considering settlements in the elastic (working) range and can also be advantageous when cyclic degradation of skin friction is being incorporated into the analysis (Poulos, 198 1). There is little doubt that, although pile compressibility contributes to the length effect on skin friction, there are other factors which may also be significant, particularly strain-softening at the pileesoil interface. For example, model tests by Chandler & Martins (1982) indicate that reductions of up to 50% in the skin friction can occur following relatively large displacements. This effect would result in smaller values of the reduction rates i, than are indicated by the present analysis, and an analysis incorporating this strain-softening behaviour would give better overall agreement with the available data.

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Section: _mentioning

confidence: 99%

Discussion: Cone penetrometer and liquid limit

Wood¹

1983

Géotechnique

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“…Consideration of published data shows a similar range of strength values at the plastic limit (Skempton & Northey, 1953;Arrowsmith, 1978;Dennehy, 1978;Wasti & Bezirci, 1986;Brown & Huxley, 1996). One of the reasons for this reported wide range is probably the very empirical nature of the thread rolling test.…”

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confidence: 68%

Discussion: Fall-cone penetration and water content relationships of clays

Brown¹,

Downing²

2001

Géotechnique

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“…Dumbleton & West (1966) showed PL varies with the granular content of the sample and the nature of the sand (shape, grading, etc). A number of workers have shown that determination of PL is subject to operator skill and may not be repeatable (Sherwood 1970;Arrowsmith 1979;Whyte 1982), perhaps partly because there is a subjective element in rolling the clay sample. Barnes & Staples (1988) showed that as the stone content of a till increases then the multiplicand applied to PL should decrease to maintain constant minimum shear strength.…”

Section: Limitationsmentioning

confidence: 99%

“…Arrowsmith (1979) reported on experience with boulder clay/glacial till in NW England and observed that caterpillar tractors and scrapers required a minimum shear strength of 35 kPa to operate but for large rubber-tyred scrapers the minimum strength was 50 kPa. Dennehy (1979) described observations and in-situ strength testing carried out at a number of sites where 'wet cohesive fill' was being placed.…”

Section: Acceptabilitymentioning

confidence: 99%

“…This applies particularly to the more moisture sensitive materials such as Class 2C. HA44/91 references work carried out the Transport Research Laboratory, Arrowsmith (1979), Al Shaikh-Ali (1979) and Snedker (1973). HA44/91 also provides useful information on working with glacial till and notes that behaviour depends on the amount of fines and that high silt content makes till very weather susceptible.…”

Section: Acceptabilitymentioning

confidence: 99%

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Optimum use of material: selection of limits for suitable earthworks fill: Irish experience

Rutty

Johnston

2012

EGSP

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Most Irish earthworks fills consist of glacially derived soils with some excavated rock. Excavated rock and granular glacial soils will nearly always provide acceptable fill. Cohesive glacial soils are generally well-graded tills, characterized by low plasticity and relatively high undrained strength. These cohesive tills provide acceptable fills providing they can be placed and compacted to provide sufficient strength and stiffness, and achieve low air voids.In standard earthworks specifications, acceptability limits for cohesive fills may be specified by moisture content, moisture condition value or undrained shear strength. The lower limit of strength or moisture content adopted ensures acceptable trafficability, compressibility and stability. Laboratory relationship testing is carried out to establish the relationship between the various test properties.Experience has shown that simple measurements and descriptions of strength derived from data collected routinely during ground investigations are adequate for estimation at tender. For construction control, moisture condition value testing has been widely adopted, is suitable for the range of soils encountered and provides quick results allowing timely decision-making. Irish tills are moisture susceptible and on-site results allow marginal materials to be processed on site for re-use, providing care is taken to work only in dry weather and protect placed fill.

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Roadwork fills—a materials engineer's viewpoint

Cited by 9 publications

References 0 publications

Discussion: Cone penetrometer and liquid limit

Discussion: Cone penetrometer and liquid limit

Discussion: Fall-cone penetration and water content relationships of clays

Optimum use of material: selection of limits for suitable earthworks fill: Irish experience

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