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Condor Tower
Various speakers
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Design Of A Pipeline Protection Structure Over Compressible Ground
This paper outlines the main geotechnical challenges associated with the protection of an existing major oil pipeline due to construction of an arterial highway within an area of compressible soils.
A detailed ground characterisation was carried out to understand the performance of foundation soils under embankment and traffic loading. This consists of a thorough interpretation of shear strength and consolidation characteristics to inform the design of a piled concrete slab protection structure. The design methodology was developed with the following three (3) key project drivers in mind:
- A solution that adopts piles to act as “settlement reducers” instead of a rigid piled alternative. The benefits of this approach are viewed through the lens of eliminating the formation of a so-called “hard point” within the road alignment measured at the pavement level.
- Mitigation of embankment fill stresses directly impacting on the performance of the pipeline.
- From a project perspective, the design aimed at achieving potential cost savings during the construction phase.
A 3D finite element model was developed in PLAXIS 3D to model the soil-structure interaction, coupled with a pipe stress analysis in ABAQUS 3D to model the soil-pile-pipe interaction and pipeline performance during primary and secondary consolidation.
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Design And Construction Of Cantilever Retaining Wall Near Railway Line: (Case Study – 359 Illawarra Road, Marrickville NSW)
The proposed “Revolution Apartments” is located at the corner of Illawarra Road and Byrnes Street, Marrickville NSW and replaces the Marrickville RSL Club. The development comprises seven level building, partly underlain by a two level basement car park. The Marrickville Railway Station sits on the southern boundary. The nearest track of the railway line was set back by about 3m to the site boundary. An existing Sydney Water “Storm-water Underground Channel” was running through the proposed building. The development required the decommissioning of the existing Sydney Water culvert and the construction of a new concrete lined culvert between the proposed building and the south boundary. A permanent cantilever wall is proposed because the anchor system is not permitted into the railway Corridor. The maximum excavation depth is about 3.5m. As a result of the excavation works, ground movement is expected. The challenge of this project is that, the proposed retaining wall shall meet the track settlement limits in accordance with RailCorp SPC 207 (Track Monitoring Requirements for Undertrack Excavation, 2013). It was required to limit any movement to “Alarm Level 1” as per the Railcorp specification, which is defined by any detected movement, both vertical and horizontal, to be less than 15mm. Frankipile submitted a design and construct proposal comprising a cantilever contiguous pile wall along the boundary to the railway Corridor. In order to monitor the deflection of the wall during the excavation works, three inclinometers were installed at the most critical section of the contiguous shoring wall adjacent to the railway track boundary. The railway lines were monitored independently by surveyor engaged by Railcorp at some 200 points and the presentation will review these results in the light of the inclinometer monitoring results. Computer software WALLAP and PLAXIS were used in design to estimate the wall deflection and ground movements. The analysis results are compared with the monitoring results and soil parameter studies are also carried out.
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Capital and Operational Carbon in Ground Engineering
Nick O’Riordan
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Geotechnical design of Main Creek Tailings Dam
The Main Creek Tailings Dam at Grange Resources Savage River Mine is a good example of a large tailings dam being constructed using the upstream construction method.
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Estimation of tunnelling induced ground movements – Part 2: Application
This paper presents the application of the theoretical methods described in Part 1. Two case histories are presented, namely (i) Deep Tunnel Sewerage System, Singapore, and (ii) Airport Link, Sydney, Australia. Ground loss values were predicted based on the tunnel boring machine configurations, ground properties and tunnel excavation methods as described in Part 1. The predictions were then compared with back calculated ground loss values in the field. Similarly, tunnelling-induced ground movements were predicted using theories presented in Part 1 of this paper and then compared with the field measurements. Predictions of the proposed theories match well with the measured ground loss values and ground deformations.
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Construction and quality management of a bentonite-cement slurry containment wall, Perth
The OMEX site once housed a waste oil recovery facility. Years of deposition of waste product into unlined surface ponds lead to significant migration of a range of heavy metal and hydrocarbon pollutants into the sub-surface formations. After extensive investigations it was decided to remove the worst of the polluted near surface material to secure land fill. A precursor to this operation was to install a low permeability barrier around the site to have a two-fold application:
- To limit ingress of ground water to the excavation as the removal and backfilling took place.
- To limit the ongoing migration of pollutants away from the site.
The barrier was created by the installation of a slurry trench cut-off installed to depths in excess of 25 m to penetrate into a low permeability stiff clay layer. This paper describes the techniques applied and presents some details of the quality control and compliance testing measures adopted
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Discussion “Landslide Risk Management Concepts And Guidelines”
Coffey Geosciences Pty Ltd has many years of experience of landslide risk assessment and management and continue to do a great deal of work in this area. The paper entitled “Landslide risk management concepts and guidelines” (Landslide Paper) published in the last edition of Australian Geomechanics will have implications for us, other practitioners, clients, owners and regulators and those affected by landslide risk. The Landslide Paper defines landslides as “the movement of a mass of rock, debris or earth down a slope”. This broad definition, which includes falls, topples, slides, flows and spreads from both natural and artificial slopes, means that many geotechnical professionals get involved in slope risk management at some time.
We are currently in the process of preparing notes for internal distribution on landslide risk management and the Landslide Paper and, in these notes, we intend including examples of how they can be applied. During this process it has become clear that some of our experienced practitioners have concerns about some aspects of the Landslide Paper and how it might be interpreted in practice.
The purpose of this letter is to contribute to a constructive debate by highlighting and discussing the strengths of the Landslide Paper, raising and discussing areas of concern and summarising what we think are important issues. We have also included four example case histories which show how short simple reports can be consistent with risk management principles and the concepts and guidelines in the Landslide Paper.