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The role of micro-mechanics on the consolidation history of granular materials
A discrete element method (DEM) was used to investigate the undrained behaviour of granular materials under a critical state soil mechanics (CSSM) framework. The laboratory works within CSSM framework are mostly confined to an isotropic condition; therefore, the experimental data for the same granular material under different consolidated conditions was limited in the literatures. The research employs DEM to investigate the effect of different consolidation conditions, i.e. isotropic (the principal stress ratio, K=σ′3/σ′1=1), anisotropic (K=0.5) and K0- conditions, on the same granular material. It was found that the consolidation condition influenced the micro- and macro- mechanical properties and so their undrained behaviour during shearing. However, a unique critical state line (CSL) was achieved regardless of consolidation condition. The state of granular material is often defined in terms of initial state parameter (ψ0) using the CSL. The instability stress ratio (ηIS), which characterizes the triggering of instability or liquefaction, showed good relation with ψ0 and the relation is known as the instability curve. Multiple instability curves were found depending on the consolidation condition. The particle contact at the onset of instability in terms of coordination number (CN) was almost the same for the same ψ0 for all consolidation conditions, however the fabric anisotropy in terms of von Mises fabric (FvM) showed similar correlation with ηIS as found for instability curves. This suggests that the difference in instability curves for different consolidation conditions may be related to fabric anisotropy.
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In situ dissipation testing of soft soil under reclamation fills
In situ dissipation tests provide a means of evaluating the in situ coefficient of consolidation and hydraulic conductivity of soft clays due to horizontal flow. Dissipation tests using piezocone (CPTU), dilatometer (DMT), self-boring pressuremeter (SBPT) and BAT permeameter (BAT) were utilized in the characterization of the coefficient of horizontal consolidation and horizontal hydraulic conductivity of Singapore marine clay at Changi in a land reclamation project. Dissipation tests were carried out to compare the changes in the coefficient of consolidation and hydraulic conductivity due to horizontal flow prior to reclamation and after ground improvement. Tests were carried out in a Vertical Drain Area as well as in an adjacent untreated Control Area, 23 months after preloading for comparison purposes. The purpose of this research is to determine the consolidation parameters of soft soil before reclamation and after 23 months following preloading with and without vertical drains by means of in situ dissipation tests. This should indicate the change in these consolidation parameters associated with void ratio changes caused by the consolidation process under the same magnitude of load at different degrees of consolidation.
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Deep footing solution for Eureka Tower Project, Melbourne, Australia
The Eureka Tower project in Melbourne is an 88 level (300 m high) residential development. The geology of the site is complex. Bored piled foundations were recommended, requiring socketing into very high strength basalt or high strength siltstone. For the piles proposed to be socketed into the basalt, the successful piling contractor proposed the alternative of Continuous Flight Auger (CFA) piles bearing directly on to the basalt rock. The design bearing stresses for both these CFA piles and the bored piles in siltstone exceeded previously adopted values in Melbourne. Statnamic and Dynamic testing was performed on the CFA piles. For the bored piles an extensive investigation programme provided confidence in the socket design, with the assumed conditions verified during construction.
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Case Study Of 9m High Geogrid Reinforced Segmental Block Wall In Southeast Queensland
A 9.0m high geogrid reinforced segmental block wall was designed and constructed in Bethania, southeast of Queensland in 2012. It is currently the highest geogrid reinforced segmental block wall in Australia using the Stone Strong® system. In-situ highly to moderately weathered meta-siltstone and meta-sandstone were adopted as reinforced fill of the wall. Due to the significant depth of residual fill beneath the wall, the wall was designed to be founded on a continuous raft footing supported by drilled concrete piers. At critical sections over the wall length, differential height tiered walls supporting a heavily loaded access ramp were designed. This paper describes the design methodology based on large scale pull-out test results and AS4678:2002 guideline is adopted to assess the stability and deflection of the wall. Finite element and limit equilibrium analyses were performed to verify critical design sections, including sensitivity check on key design parameters from in-situ materials. Construction procedures and methodology to meet the design criteria in achieving the project requirements will be discussed.
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Volume 37, Number 4 — Other
Table of contents, editorial and chairman’s column for Australian Geomechanics, Volume 37, Number 4.
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Fifteen Years Of Slope Stability And Risk Assessment For Local Government Planning In Victoria: A discussion of common mistakes and shortcomings
Over the past 15 years, a number of local governments in Victoria have introduced Erosion Management Overlays (EMOs) to manage slope stability and landslide risk through the town planning process. Local government areas with Erosion Management Overlays include Yarra Ranges, Colac- Otway, Moreland, Frankston and Mornington. Whilst there are some local nuances, the requirements of the EMOs under different Local Government Authorities (LGA) are essentially the same. A key requirement is that a geotechnical assessment or landslide risk assessment is undertaken for development in areas susceptible to landslide or other slope degradation processes. The intent of the geotechnical assessment is to identify whether a proposed development will be at risk from slope instability, if it will create or increase landslide risk and, if required to estimate the magnitude of the risk and evaluate the risk against a criteria.
The authors have in excess of 15 years each of peer review of geotechnical assessments on behalf of local government and combined have reviewed over 1000 geotechnical assessment and landslide risk assessment reports. This paper presents and discusses some shortcomings gleaned from review of geotechnical assessment and landslide risk assessment for residential development within areas subject to EMOs.