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Assessment of geotechnical conditions for bored piles during construction
During the construction of bored piles it is common practice for a geotechnical engineer to validate ground conditions in addition to the roughness and cleanliness of the pile sidewalls and base cleanliness. To date the methods used to undertake bored pile inspections have typically been crude, and provide approximate data at best.
This paper briefly describes the development and application of an inspection device used to verify geotechnical conditions during the construction phase of current major infrastructure projects in Sydney. Recent developments in consumer electronics have provided inexpensive, compact and robust cameras that can capture high resolution video while being remotely operated. When combined with compact, reliable, and safe LED lighting it creates a device which can readily be used to inspect a range of construction environments. The resulting high quality images provide views that have until now rarely been captured.
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Risk assessment and risk mapping In the Victorian alpine resorts
Following the Thredbo disaster of 1997, SMEC was engaged by the Victorian DNRE (now DSE) to conduct stability reviews of all their alpine resorts, with results to be incorporated into a series of risk maps for guidance in resort development, this work having taken place early in 1999. A classification system was developed from the methodology in AS 4360, and applied in a program of inspections on 642 sites across six alpine resorts. From these inspections, a relative frequency was assigned to each site, and then developed into an individual hazard rating for particular failure modes by incorporating an assessed background risk.
The paper includes a brief review of the Thredbo slide, and a review of some slide events in the alpine region for an indication of background risk, and to supplement limited evidence within the resorts.
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Project alliancing and innovation
This paper discusses how innovation can be a key factor in the successful delivery of large-scale infrastructure projects undertaken in Australia. The framework of an Alliance is introduced as a project delivery mechanism for promoting innovative design and construction techniques. Two current road infrastructure projects within the Sydney region are used as illustrative case studies of Alliance projects – the construction of Lawrence Hargrave Drive and the Windsor Road Upgrade. Finally the authors provide a summary of their experiences and lessons learnt as geotechnical engineers while actively participating in the abovementioned projects.
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Monitoring Of Face Dams
The term Face Dam is used to mean a fill dam having an impervious membrane on the upstream face. The membrane may be of reinforced concrete, bituminous concrete, timber, steel or any other suitable material.
The overall performance of this type of dam depends almost entirely on the compressibility of the embankment material and the ability of the membrane and its joints to withstand the deformation to which they are subjected. The fill material will normally be non-cohesive and relatively pervious and may be a sandy gravel or, more commonly, a quarried rockfill. If the the fill is highly compressible large deflections of the membrane will result leading to large strains in the membrane and the likelihood, in the case of a high dam, of rupture and consequent leakage. This is what occurred at such dams as Dix River (275ft. – 1925), Salt Springs (328 ft. – 1931), Paradela (355 ft. – 1958), Wishon (290 ft. – 1958) and Courtright (310 ft. – 1959). Leakage flow at these dams has been in the range 20 to 130 cusecs. All were constructed of quarried rockfill placed by dumping it in high lifts.
In recent years the trend has been towards improving the deformation properties of the fill and this has been achieved by placing rockfill in thin layers and compacting with heavy vibratory rollers.
This paper presents details of various types of instrumentation used to monitor the behaviour of several rolled rockfill face dams recently completed by the Hydro-Electric Commission, Tasmania. Measurements from different types of instrument are compared and the results of some observations are given.
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Engineered Impact Compaction Of Un-Engineered Fills
Un-engineered fill sites are often characterised with variable and excessive settlement potential. Impact Compaction has been used extensively on sites of this nature as an economic alternative to the removal and replacement of the in situ fills as engineered fills. Impact compaction has in the past been applied simply with a pre-determined number of passes or a number of passes determined on site based on the average compaction settlement over large areas and visual observation by a geotechnical engineer. This technique provides only partial “engineered” fill, as the possibility of un- identified sub-surface deleterious material still presents some risk of adverse foundation performance which requires the use of conservative design parameters.
Innovative technologies have been developed that enable “Engineered” Impact Compacted fills that significantly reduce the risks associated with unidentified sub-surface deleterious material and spatial sub-grade variation. Case studies are presented where the reworking of un-engineered fills with “Engineered” impact compaction using innovative continuous impact response technology (CIR) and continuous induced settlement technology (CIS) allowed the use of slab–on-ground construction and upper level footings with more realistic design parameters.
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Design Of A Piled Raft Foundation For Twin Gold Coast Towers
Golder Associates Pty Ltd (Golder Associates) Melbourne office was commissioned by Grocon Pty Ltd (Grocon) to assess the feasibility of engineering a piled raft foundation for the twin 50 storey and 40 storey towers of the Oracle.
The twin towers are to be joined by a multilevel basement and a podium structure. A three level basement excavation is to be up to 10 m deep and is to be supported by a driven and anchored sheet pile wall.
The 3 level podium structure and the towers were initially proposed to be supported either on bored or continuous flight auger (CFA) piles some of which were required to resist permanent uplift loads. The site investigation revealed the presence of a stiff clay layer up to 10 m thick which was present above the weathered siltstone which underlies the site at depth. Up to 15 m thickness of dense to very dense sand extends from basement excavation level to the top of the stiff clay.
Initial geotechnical calculations, carried out by others, indicated that a raft founded on the dense sands would settle between 280 mm and 550 mm under the centre of the 50 storey tower. It was therefore recommended that the towers be supported on bored piles founded into the lower siltstone.
A later analysis of the performance of a piled raft carried out by Golder Associates, indicated that acceptable piled raft settlement performance and bearing capacity could be obtained without the need to extend piles to the rock. A more rigorous analysis carried out for final design, including additional geotechnical investigations and laboratory testing of the clay material, confirmed that a piled raft would provide acceptable settlement performance providing the piles were extended to below the clay layer.
The piled raft analysis provided the structural engineers with estimated pile and ground stiffness values that were incorporated into the structural design models used to predict design actions for the raft and the piles.
The design performance of the piles was confirmed by high strain dynamic pile testing and initial on site monitoring of the CFA piles to confirm that the piles were being constructed to the design depth and with full penetration of the clay layer.
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Methods for assessing Remote Rockfall Hazards above Transport Corridors
Many roads and railways in Australia, particularly in eastern Australia, traverse steep natural escarpments. These roads are commonly associated with rockfall hazards that pose risks to road users and can also cause significant disruption to these transport assets. The source of these rockfalls can originate considerable distances upslope of roads, often amongst densely forested slopes on steep, mountainous terrain that is difficult to access. Given these constraints it is often difficult for practitioners to assess rockfall hazards and ultimately risks, based on inspections undertaken from within transport corridors and can result in risks being poorly understood. Emerging technologies such as high resolution unmanned aerial vehicle (UAV) mounted lidar acquisition, advances in photogrammetry and three-dimensional rockfall modelling software offer the potential to greatly enhance the understanding of slope processes above roads across large distances. This paper presents the results of a study that investigated the use of a range of technologies aimed at acquiring high quality ground survey data and better predicting the runout behaviour of rockfalls originating from natural escarpments and the likelihood of these reaching a road. This included a detailed study of two large rockfalls above a road in the Sydney Basin. The results of the three-dimensional rockfall modelling are compared with empirical methods traditionally used to predict the runout distance of small rockfalls. When used in conjunction with more traditional engineering geology approaches, the application of emerging technologies can greatly improve the efficiencies and quality of rockfall hazard and risk assessments.
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In Situ Testing “Game Changers”
Major advances in CPT and DMT