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Ballina National Geotechnical Field Testing Facility
- The Ballina Field Testing Facility
- In-situ testing
- Sampling and laboratory testing
- Embankments
- Footings
- Future plans
- The Ballina Field Testing Facility
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A systems approach to verifying driven pile foundations
Dr. Julian Seidel
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Excavations In The Brisbane CBD
Significant geological non-conformities (i.e. shear zones or contact zones) exist within the geological formations that underlie the Brisbane CBD. Where deep excavation is proposed geotechnical modelling of these excavations must be undertaken to fully understand the possible slope failure mechanisms and to design appropriate positive support requirements. Site specific geotechnical models must be verified by inspection and monitoring of the respective excavations.
This paper highlights the geological and geotechnical engineering aspects of some recently completed deep excavations in the Brisbane CBD.
The projects discussed include the Brisbane Casino Carpark, which comprised a 22m deep by 80m square excavation where full-time slope stability assessment and inclinometer monitoring were undertaken. The excavation was adjacent to heritage-listed buildings and the project won an ACEA ‘Award of Excellence’ for Douglas Partners Pty Ltd.
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Variability in selecting design values in Queensland: A calibration of professional opinions
Selection of design values is often subjective although statistical approaches may also be adopted. The design value is derived from the characteristic value which is a cautious estimate of the parameter. However many practitioners rely on their judgment in arriving at a characteristic value. The use of statistics provides transparency, especially when a third party is required to review the parameter selection, as often personal judgment lacks accountability. However, to be useful, a sufficient number of test results should be obtained for statistics to be used.
This paper describes a survey carried out to assess this personal judgment, and examines how the background of the engineer influences what design value is selected. The case study is for a local road with soaked California Bearing Ratio (CBR) values provided. This survey also compares the background of participants in terms of work type as well as number of years of experience to assess how we select design values. When the participants are informed of the relative cost of their decision then a comparison of the survey results (before and after) was then used to see this effect on the recommended design value.
These “professional opinion” values were compared with statistically derived results to assess our risk appetite in Queensland (as compared to elsewhere).
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In situ Ground Investigation Techniques for Soft Soils – new Perth Stadium site
- Soft Soil – Swan River Alluvium
- Investigation approach for new Perth Stadium site
- In situ CPT testing
- Methods
- Results
- Comparison with other available data
- Use of test results to sub-divide SRA
- Conclusions/Observations
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Real Time Monitoring of a Road Embankment Subject to Coastal Erosion and Slope Instability
In this paper, monitoring the stability of a road embankment at Lawrence Hargrave Drive along the Illawarra coast is discussed. The embankment supports a coastal road and had been subject to an ongoing process of coastal erosion at the embankment toe and instability due to elevated piezometric pressures after heavy or sustained rainfall. In this paper, the stability issues and potential failure mechanisms are discussed. In order to allow a long term solution to be developed, an interim real time, web based monitoring system was installed. An outline of the investigations and geotechnical conditions at the site is presented. The paper discusses the monitoring system, including the instrumentation used (in-place inclinometers, piezometers, rain gauge, wave height buoy and web cam, the development of monitoring plans, the integration of instrumentation to develop a Trigger Action Response Plan (TARP), the development of trigger levels based on antecedent monitoring data, and the successful operation of the system.
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Long Term Stability Of Canal Banks Formed Of High Plasticity Clay Fill
Compacted clay fill is a widely accepted construction material with measurable properties and predictable performance. This paper explores weakening of an adequately compacted clay fill that resulted in slope failures.
Raby Bay Canal Estate is situated on the southeast Queensland coastline as a staged development of cut-to-fill earthworks in high plasticity clay soils. Final canal banks consist of various zones of compacted clay material overlying residual clays. Revetments consist of low concrete retaining walls with rockfill mattresses extending down to lowest tide level.
During construction some failures occurred during excavation of slopes in fissured residual clays. More widespread post-construction slope failures have occurred in several stages of the estate, with repairs including piled support for the concrete walls. Initially there was reluctance to accept that these failures developed in compacted clay that had passed testing in accordance with specifications.
Investigations were undertaken to identify weakening and potential future failures, with field and laboratory tests including simple wetting-up procedures. The processes leading to failure are not completely understood but involve clay mineralogy, initial fabric, and drying and wetting effects on plasticity. The constructed slope batter angle is almost identical to the softened peak friction angle, while the residual friction angle is significantly lower. The as-compacted clay fill fabric must be virtually free of defects, which is not easy to achieve at edges and between layers using typical construction specifications.
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AGS NSW Research Award 2017
for Research in Geotechnical Engineering or Engineering Geology PresentationsAdnan Sufian, Chongpu Zhai, Kirti Choudhary and Thanh Trung Nguyen