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Design, Testing, And Construction Of “TMD” Ground Anchors Narrows Bridge Duplication, Perth, Western Australia
Temporary, high capacity ground anchors were used to provide the necessary reaction for a static pile test on the Narrows Bridge Duplication Project in Perth, Western Australia. The test pile site was adjacent to the Swan River foreshore and the ground strata comprised of loose silty sands over soft to firm clay. In order to provide the necessary capacity, and avoid the costs associated with the installation of anchors up to 40.0 m in length, TMD or “Tube A’ Manchette” post grouted anchors were constructed with the fixed anchor length in the upper loose sands. This paper describes the geotechnical design, construction and stressing of the anchors that were successfully utilised to resist the maximum test load of 7.2 MN with no measured uplift of the pile test reaction frame supports.
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Alternative design approach for soft clay improved by PVDs
In this paper the design procedures for multi-stage construction based on the research know-how described by Rujikiatkamjorn and Indraratna (2009) are proposed. The length of a vertical drain, anisotropic soil permeability and vacuum pressure are considered and a reduction in consolidation time through vacuum preloading is compared to other available methods. Design charts eliminating cumbersome iterative procedures are then developed using the equivalent drain diameter as an independent variable to obtain the relevant drain spacing. The design examples based on the land reclamation project at the Port of Brisbane for both single and multi-stage construction are also given.
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Pressure selections for triaxial permeability testing
It is a common occurrence that geotechnical engineers, geologists and scientists request triaxial permeability testing from Construction Material Testing (CMT) laboratories without specifying the required pressures or detailing the application. This is generally as a result of a lack of understanding of the test procedures and how the pressure selection during the various stages affect the overall test result reported. Some specifiers may also nominate pressures which provide a result which potentially indicates a soil compliance under those test conditions, yet if it were tested under conditions reflective of the engineering application, would in fact fail the required specification. There are three stages of the test which require different pressure selections;
- Saturation pressures based on soil type and plasticity;
- Consolidation pressures to set the specimen equivalent to the insitu condition;
- Running the test at the desired confining stress or the mean effective stress using pressures relevant to the soil type.
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Application of recycled glass – crushed rock blends in road pavements
Recycled glass is a mixture of different coloured glass particles with debris. It is the result of crushing the waste glass collected from residential and industrial areas. Construction and Demolition (C&D) materials such as concrete, excavation stone (basalt) and brick make up a significant proportion of the waste materials present in landfills in Australia. Substituting the quarry produced crushed rock with recycled materials in road pavement subbase applications would significantly reduce the demand for landfill sites and would potentially provide an opportunity to use recycled material as aggregates in parts of the state where aggregates sources are becoming scarce. This paper discusses the suitability of using blends of recycled glass and crushed rock as road pavement subbase materials with mixtures of 10% to 50% by mass of recycled glass. The experimental works undertaken in this study includes basic classification tests along with modified compaction, California Bearing Ratio (CBR) and Los Angeles Abrasion tests to assess the suitability of the blends. The research indicates that initially up to 15% “recycled glass with the maximum particle size of 4.75 mm” could be safely added to Class 3 crushed rock. The degree of breakdown occurring in the recycled glass blend is on the limit of what would be acceptable for this material. Depending on the results of future field trials, it may be possible to increase the percentage of recycled glass.
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Stability of excavations in unsaturated fissured clay
The problems of the stability of vertical or near vertical excavations in unsaturated fissured clay are discussed. A consideration of the stability of vertical excavations in non-fissured clay, in clay with tension cracks, and by considering the effects of lateral stress relief on excavation in clays without pre-existing fissures, gives greater excavation depths than would be regarded as acceptable in clays. The overall stability of the soil mass containing fissures is governed by the residual shear strength along the joints, particularly with polished slickensides. A common failure mechanism in vertical and near vertical excavations occurs when a slickenside intersects a vertical shrinkage crack. Using the residual shear strength parameters and a planar failure mechanism, the stability of vertical and steeply sided excavations, either supported or unsupported, in fissured clay is discussed. Three case examples are outlined, and recommendations for the successful construction of temporary batters in unsaturated fissured clay are given.
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Mechanical behaviour of hydrated cement treated crushed rock base (HCTCRB)
Hydrated cement treated crushed rock (HCTCRB) is widely used as a base course material for Western Australian roads. In order to be able to use this material effectively, its shear strength, resilient modulus and permanent deformation characteristics should be investigated and understood. This study aimed to present the results of the laboratory testing which was carried out to assess the mechanical characteristics of HCTCRB. Our findings show that HCTCRB can be characterized as cohesive granular material which has the cohesion (c) of 177 kPa and the internal friction angle (φ) of 42°. The resilient modulus characteristics can be modelled by using the K-θ model proposed by Hick and Monosmith (1971) as Mr=6.317θ0.628 where Mr= the resilient modulus in MPa and θ= the bulk stress =σ1+σ2+σ3 and the permanent deformation characteristics can be modelled by using the Sweere, G.T.H’s model from SMARIS (2004) as εp=573.22N0.074 where εp = permanent deformation in Micrometres and N = the number of loading cycles. These equations are based on the test results following the Austroads – APRG 00/33 test standard (Voung & Brimble, 2000).
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Bearing and deformation characteristics of geotextile-encased granular piles using recycled solid waste
This study introduces a novel geotextile-encased granular pile made from recycled solid waste. Through uniaxial compression tests, the effects of soil relative density, particle size, and geotextile tensile strength on pile strength and modulus were examined. Among these, geotextile tensile strength had the most significant impact. Particles larger than 3cm were found to reduce pile strength due to puncturing and crushing. Model tests in soft clay revealed that geotextile-encased solid waste granular piles outperformed traditional piles, achieving a 72% reduction in settlement and a 176% increase in pile-soil stress ratio. This enhanced design not only improves mechanical properties but also promotes economic savings and emission reductions, offering a promising solution for sustainable construction practices.
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Study On Shear Response Of Biopolymer-MICP Treated Sand-Steel Interfaces
This paper explores the influence of introducing a natural biopolymer, gum of Prunus scoparia (P. scoparia), to Microbially Induced Calcite Precipitation (MICP) treated soil-steel interfaces. The conventional MICP method, involving low-rate injection of cementation solutions into the soil, faces limitations in terms of cost and practical applicability at a field scale. To address this, the natural biopolymer is incorporated into the MICP process, enabling simultaneous application of the cementation solution and gum without controlled injection rates. Through a series of modified direct shear tests, the study investigates the impact of the biopolymer addition to the cementation solution and its potential to reduce the dependency of shear strength parameters on the cementation solution injection rate in treated sand-steel interfaces. The results demonstrate a significant enhancement in shear strength when the biopolymer is introduced into the MICP-treated soil-steel interfaces, independent of the cementation solution’s application rate. This innovative approach holds promise for achieving more efficient soil stabilization compared to the traditional MICP method.
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The Foundation Lectures: In-situ Testing
CPTU: Theory, Application and Interpretation
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Back-analysis of monitoring results at Macquarie Park station, Epping to Chatswood rail line
The design of the Epping to Chatswood Rail Line project was conducted nearly in parallel with the initial construction work. The Macquarie Park Station caverns were partially excavated while the design of the other three stations was still underway. This provided an opportunity to use as-constructed performance to refine the design parameters for the subsequent caverns.
Geotechnical monitoring of the initial Macquarie Park Station excavation included inclinometers, extensometers, surface settlement points, endoscopes, convergence points, crown sag points and rock bolt load cells. The geology of the excavation faces was also carefully mapped.
On the basis of the mapping, the geological model for this station was refined slightly. The monitoring results were reviewed and back-analysed. The rock mass moduli and the joint stiffness values of the different rock units were changed to “match” the monitored behaviour of the excavation.
The back-analysis work generally indicated that the original models adopted for design were reasonable. Two “admissible” combinations of slightly revised geotechnical parameters were identified. Models for subsequent design of the other stations were adjusted to reflect the calibrated parameters. The back-analysis work was also consistent with the relatively high in situ stresses adopted for the project.
This paper discusses the back-analysis work undertaken and demonstrates that appropriate monitoring is a useful tool for verifying and refining design models.