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Landslide susceptibility and landslide hazard zoning in Wollongong
This paper describes ‘knowledge-based’ data-mining techniques, developed for the assessment of landslide susceptibility and hazard with particular reference to its application in the Wollongong area. Large scale maps of geology and a comprehensive Landslide Inventory with regional coverage have been prepared. GIS-based derivatives of the digital elevation model including slope, geomorphology, curvature, flow accumulation and wetness index have been developed. Model performance has been assessed as part of a refined methodology for validation, including field inspections. Susceptibility zones outside known landslide areas have been classified as (a) high (b) moderate, (c) low and (d) very low susceptibility. Results show the high susceptibility zone covers 10% of the study area and contains 60% of known landslides, the moderate zone covers 12% of the study area and contains 32% of known landslides, the low zone covers 6.4% of area and contains 3.3% of known landslides and the very low zone covers 71% of the study area and contains 4% of the landslides. The susceptibility maps have been upgraded to hazard level maps with identification of individual zone landslide likelihoods, specific landslide frequency, volume and ‘profile’ angles. The paper concludes with a preliminary landslide susceptibility map for a segment of the Sydney Basin Region developed using the methodology described in this paper.
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Mt Eliza — Slope Stabilisation
Triggered by excessive water, a landslip occurred on the cliff face of this bayside suburb with the potential to repeatedly slip and undermine beachfront residences located at the top of the cliff. Stabilization was imperative.
The coastal cliff is almost 15 m high, at an angle of 40 degrees to 60 degrees to the horizontal. The landslip, which was of approximately 4 metres wide was located immediately above a foreshore area that is frequented by the public. The cliff geology comprises Tertiary age sedimentary sandy clays, clayey sands and gravels of the Baxter Sandstone formation. Unlike most of the landslip issues in the Frankston South / Mt Eliza area, which are associated with the Selwyn Fault or the unfavourable geological conditions of the Balcombe Clays, the landslip on this site was considered a direct result of human interaction with the slope.
For the remedial works ATC Williams considered several methods including staggered retaining walls, and retaining wall with soil nail combinations; but ultimately developed a soil-nail only solution. Design challenges included a high groundwater with preferential seepage zones within the cliff face. However, the prime challenges were during construction, with site access only available across the foreshore at low tide, and access up the slope for nail installation achievable by small plant only. The success of the project depended on developing an appropriate construction method which enabled design requirements to be achieved.
With no equipment access to the top of the cliff, various means of providing access from the foreshore were considered including earth bunds, platforms, scaffolding and long reach excavators.
It was concluded that the only viable option was to use a crane to support a drilling rig mast at each nail position.
This arrangement limited the drilling depth and soil nail installation length to a relatively shallow 6 m and required a design modification necessitating the re-design of the pattern of soil nails to match the depth capabilities of the rig, whilst still meeting the local and global slope stability requirements. In total 137 soil nails were installed and the cliff was adequately stabilised.
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The 3D Digital Geological Model of the Latrobe Valley Coal Resource – benefits of building versatile models
The 3D Digital Geological Model of the Latrobe Valley Coal Resource captures and safely archives 90 years of knowledge accumulated by the State Electricity Commission of Victoria and other workers that was previously accessible only as paper records. 9,086 bores have been modelled over a total area of 4,916 km2, to include all onshore Gippsland Basin brown coal fields. Roofs and floors have been created for the sixteen thickest brown coal seams and splits off main parent seams. Seventeen coal quality parameters are incorporated into a block model.
The past few years have seen the purpose of the model changing. It is no longer a tool solely used to inform coal development opportunities, but is also used to inform coal mine rehabilitation. This paper highlights the relative strengths of explicit (data driven) versus implicit (significant amount of user input required) modelling based on the spatial coverage/resolution of the data. Also highlighted is the need for greater transparency in the strengths and uncertainties in 3D spatial models.
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Performance evaluation of a 21m deep excavation stabilised by combined soil nails and anchors – A case study
The design and construction of deep basement excavations requires careful analysis with respect to the staging and support of the excavation works. In urban environments, these issues are even more critical due to the potential for settlement of adjacent structures. Hence an understanding of the overall stability and ground deformation becomes paramount. In this paper, case study of a 21 m deep excavation adjacent to a 4 story residential building in soil alluviums in Tehran is presented. A combination of high pressure grouted soil nails and anchors was adopted to provide lateral support. Finite element and limit equilibrium analyses were conducted to predict the performance of this deep excavation and to evaluate the impact of the excavation on the existing adjacent structure. Displacements and anchor loads were monitored during various stages of the construction. Monitoring results and numerical predictions of displacements and reinforcement forces correlate well. The level of correlation between the parameters predicted in design and the measured results from monitoring lends credibility to the design methods adopted and should give confidence in their use to achieve safe design and construction of future excavations.
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Bio-cementation as an Alternative Ground Improvement Technique
Dr Rajibul Karim
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Probabilities of Failure and Factors of Safety in Geotechnical Engineering
Professor D. Vaughan Griffiths
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Q-slope: An empirical rock slope engineering approach in Australia
The Q-slope method for rock slope engineering provides an empirical means of assessing the stability of excavated rock slopes in the field. Q-slope allows geotechnical engineers and engineering geologists to make potential adjustments to slope angles as rock mass conditions become apparent during the construction of reinforcement-free road or railway cuttings and in open pit mines. Through case studies across Australia, the Americas, Asia and Europe, a simple correlation between Q-slope and long-term stable slopes was established. The Q-slope method is designed such that it suggests stable, maintenance-free, bench face slope angles of, for instance, 40-45°, 60-65° and 80-85° with respective Q-slope values of approximately 0.1, 1.0 and 10.
Q-slope was developed by supplementing the Q-system which has been extensively used for characterizing rock exposures, drill core and underground mines and tunnels under construction for the last 40 years. The Q’ parameters (RQD, Jn, Jr and Ja) have remained unchanged in Q-slope, although a new method for applying Jr/Ja ratios to both sides of a potential wedge is used, with relative orientation weightings for each side. The term Jw has been replaced with the more comprehensive term Jwice, which takes into account long-term exposures to various climates and environments. SRF categories have been developed for slope surface conditions, stress-strength ratios and major discontinuities such as faults, weakness zones or joint swarms.
This paper discusses civil and mining engineering applications of the Q-slope method in Australia for a variety of ground conditions from very weak to strong rocks, blocky to massive, isotropic rock masses to laminated, heterogeneous, highly anisotropic rock masses. A case study is also presented to illustrate the compatibility of Q-slope with P-wave velocity and acoustic and optical televiewer data obtained from borehole geophysical surveys to determine appropriate rock slope angles.
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Young Geotechnical Professionals and Students Evening
Richard Cavagnaro Award
Young Geotechnical Engineers and Researchers