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Initial Moisture Content Bias In The Shrink-Swell Test Maintained
Following our presentation to the NZGS (Rogers and McDougall, 2020), a paper was published in Australian Geomechanics titled βOn the Common Criticism of Initial Moisture Content Bias in the Shrink-Swell Testβ, which sought to defend the shrink-swell test against our conclusion that it is flawed (Fityus and Burton, 2020). The present paper is offered by way of response.
Fityus and Burton offer interesting ideas related to the role of suction, and the variability of soil. However, our data analysis, since published in full (Rogers et al., 2020), still raises important concerns which have not been satisfactorily addressed. This is especially so with respect to the break-down of contributions from each of the shrink and swell strain components which readily show that in all cases (including Australian datasets) there is not an inverse relationship between the swell strain and the initial moisture content, which would be necessary for the shrink-swell test to properly remove the initial moisture content bias.
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Pile Testing
Pile tests are performed for the following main reasons:
- as part of routine quality control purposes to confirm the performance of the piles
- to confirm design parameters
- to confirm the adequacy of construction methods
- to assess/confirm the structural integrity of the pile.
In relatively recent times, pile testing has been revolutionised largely as a consequence of high powered computers. Fifteen to twenty years ago, testing options were restricted to static loading tests, with some costly and slow forms of integrity testing available for quickly and economically testing piles for structural integrity.
This paper presents details on the pile testing regime used in Australia today. Attention will be focussed on:
- static loading tests
- dynamic testing
- Statnamic testing
- integrity testing
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Effects Of Fibres On Development Of Cracks In Clay
This paper presents the results of laboratory tests on samples of clay reinforced with different amounts of synthetic fibres. The main objective of the paper is to investigate the effects of synthetic fibres on controlling desiccation cracking in clays. Samples of clay were compacted in thin layers with different fibre contents and tested for shrinkage cracking. Samples of reinforced clay were also used for index and strength tests. The results of the tests show that increasing fibre content reduces the density, the width and the length of cracks. Unconfined compressive tests and Brazilian tensile splitting tests indicate that by increasing fibre content both compressive and tensile strengths of the clay increase. However, the increase in tensile strength is considerably greater than the increase in compressive strength. Visual observations and image processing of the crack densities of samples show that by an addition of 3-4% fibre, by weight, into the clay, desiccation cracking can be fully controlled.
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Verification of pile design with bi-directional load testing
A large-scale pile testing programme, in-part comprising nineteen bi-directional load tests and forty-seven thermal integrity profile tests, was undertaken on 0.9m and 1.5m diameter bored piles up to 35m in length for the Victoria Park to Canning Level Crossing Removal Project, Western Australia. The bi-directional load tests were undertaken using Ougan Supercells, an assembly of cone-shaped hydraulic jacks, placed within each test pile at a level that would generate near equal and opposite upward and downward directed forces, facilitating shaft friction and end bearing measurements. The supercells were typically located within the bottom third of the test piles allowing pile behaviour at depth and at the pile base to be investigated. This paper discusses the interpretation of bi-directional load test data, pile-displacement behaviour and pile load distribution obtained in the tests carried out. Full mobilisation of pile capacity was observed in the lower test segment of a number of tests. Large displacement of the lower test segment allowed ultimate pile shaft friction and end bearing to be measured in very low strength Osborne Formation Siltstone and Shale. The significant displacement of the lower test segments was attributed to pile base disturbance during construction even though thorough base cleaning of the piles was undertaken. Pile constructability factors resulted in lower anticipated pile shaft friction as well as end bearing. Comparison is made between measured and estimated ultimate values from conventional rock uniaxial compressive strength-based methods for the Osborne Formation, and from cone penetration test-based method for the superficial formation.
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Ground improvements at Granville Harbour Windfarm
David Raftery
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Why is rehabilitating the Latrobe valley brown coal mines so hard?
Emeritus Professor Rae Mackay
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The Magic of Sands
Prof David Muir Wood
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International Women in Engineering (+ Geology) Day
AGS Breakfast
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Phenomenon of Mud Pumping in Rail Tracks
Fundamental Concepts and Practical Implications
Distinguished Professor Buddhima Indraratna