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AGS NSW Research Award 2018
for Research in Geotechnical Engineering or Engineering Geology PresentationsDongli Zhu, Liet Dang, Ruoshi Xu, Subhani Samarakoon Jayasekara Mudiyanse and Xinyu Ye
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Comparison Of Different Hard Rock Drilling Methods For Bored Piles
Drilling penetration into rock becomes more difficult with increasing hole diameters and rock compressive strength. In piling applications, hard rock formations have to be cut and excavated prior to the installation of the foundation piles and/or piled retaining walls. Commonly, conventional rotary drill tools are used for bored piles in medium to very high strength rocks. For harder rock formations different methods have to be adopted as much larger cutting energy and force input are normally required to break the material at the rock tool interface.
Cluster drilling is a proven method to penetrate rocks with strengths exceeding 100 MPa. The method has been used successfully for decades in America, Asia and Europe for applications in the mining and construction industry with diameters usually ranging from 600 to 2400 mm. In Australia cluster drilling has recently been used for mining and modest construction applications. However, in 2010 Piling Contractors Pty Ltd has started utilizing innovatively designed and built cluster drills for the penetration of extremely high strength rock formations. Since then, more than 1,000 linear meters of extremely high strength rock (most of it with UCS in excess of 200 MPa) was successfully excavated using this technology for the installation of bored piles.
Air roller core barrels were also utilized in the past for various projects involving hard rock drilling. Basic working principles and limitations of these two traditional techniques compared to cluster drilling are identified and discussed in this paper.
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AGS VIC 2018 Symposium
Geotechnics and Transport Infrastructure
Dr David Oliveira, Dr George Kouretzis and David Mangan
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Significance of Atterberg limits on compressibility parameters of alluvial deposits – New correlations
Various methods and empirical correlations are available to predict consolidation parameters. Use of empirical correlations for consolidation parameters can not be generalized for all places and all soils. Empirical correlations should be used only after verifying their feasibility for a particular region or type of soils. Consolidation testing is expensive and reliability is poor due to sampling disturbance. Time is required to investigate with more time to finalize the soil report. Normally a soil report excludes the consolidation tests. In such cases empirical correlations are very useful to estimate consolidation settlement of shallow foundations. The test results and datasets containing index and consolidation parameters are used to conduct a statistical study to determine suitable correlations for estimating consolidation response of alluvial soil. This statistical analysis is carried out in order to obtain the most suitable and practically applicable relationships. New correlations are proposed for prediction of compression index and compression ratio using liquid limit, plasticity index, water content, void ratio and porosity (n0) for alluvial deposits of Surat city and surroundings situated in the Gujarat state of India. Correlations obtained using Atterberg limits having higher value of correlation coefficient. These correlations are use for prediction of compressibility parameters for all zones of Surat city and SUDA (Surat Urban Development Authority) region of South Gujarat in India.
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Effect of permeant liquid on the swell volume and permeability of geosynthetic clay liners
Nowadays geosynthetic clay liners (GCLs) are frequently used as hydraulic barriers from leachate in liner for waste containment facilities. This research aims to study (1) the effect of cation valence by using monovalent (LiCl, NaCl and KCl), divalent (CaCl2, MgCl2 and CuCl2) and trivalent (FeCl3) salt solutions, (2) the effect of concentration of CaCl2 and (3) effect of pH on swelling volume and permeability coefficient. The consolidation test, the indirect method, was used to find the permeability coefficient. At similar concentrations the swell volume was larger with monovalent cation solutions than with divalent and trivalent cation solutions. With various concentrations, swell volumes decreased with the increasing of concentration for all solutions. GCLs permeated with solutions containing divalent or trivalent cations had a higher permeability coefficient than GCLs permeated with monovalent or distilled water. The permeability coefficient of GCLs decreased with the increasing of concentration. Moreover, it was found that pH only influenced the swell volume and permeability coefficient when pH was very low (pH=2) or very high (pH=12).
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Digital optimisation workflow in early project phases and what it can bring when looking at the MacLeamy curve
It is known from the MacLeamy curve that early effort in project developments pays off. Any change in early project phases takes less effort and is more effective in impacting cost and success of the project than a change that incurs later. This contribution points out possible savings by employing numerical optimisation for achieving the optimal design with respect to both code-conforming performance and construction costs for common geotechnical systems such as ground improvements. One of the bottlenecks for the widespread use of numerical optimisation for design is perhaps the lack of a workflow management program. In the present paper, a structure of a functional workflow management program based on Python, its standard library, third-party packages, and external APIs will be detailed. In addition to that, some fundamentals of how optimisation works will be presented. One meaningful use case of the automated optimisation applied to the design of ground improvements for LNG tank foundation is presented. Extensions to digital ground model provided by the BIM process and seamless information transfer to the construction site purposed for the implementation of the observational method in geotechnical design will be drawn.
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Design Of Footings For Tilt-Up Panels At Boundaries
When a traditional shallow and wide footing is provided for tilt-up construction along the boundary of a property, the centreline of the footing falls on the inner side of the tilt-up panel thereby introducing a large moment due to load eccentricities. It is beneficial to provide a narrow and deep footing for tilt-up panels on a boundary for optimum utilisation of space. This study investigates the moment capacity of such footings with due consideration of the additional resistance provided by soil pressures on the vertical faces of the footings. A method for prediction of moment capacity was developed for narrow and deep footings that are subjected to eccentric loads. Three footings were tested at a construction site to develop the required insight for comparison of the failure load from field tests with the allowable load from the suggested method. Significant increase in eccentric load carrying capacity is possible if the resistance to moment due to the soil pressures on the vertical faces are included in the design equations. The suggested method to predict the allowable load of such footings for a given eccentricity is briefly outlined.
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Limiting force profile for laterally loaded piles in clay
Response of a laterally loaded pile is normally dominated by limiting force mobilised along the pile. The limiting force profile (LFP) varies from pile to pile at different sites. In order to provide guidelines for constructing the LFP, in this paper, an extensive back-estimation has been made against measured responses of 32 piles tested in situ. It was done using a spreadsheet program called GASLFP, which in turn was based on closed-form solutions. The solutions and GASLFP were developed by the first author in 2001 and 2002 respectively. Parameters obtained through the backestimation are presented herein for each pile. They indicate remarkably lower resistance than that derived from the conventional Matlock LFP for 18 piles; provide an average (slip) depth of 7.2d (d = pile diameter); offer an average ratio of modulus of subgrade reaction over shear modulus of 3.0 and an average ratio of the shear modulus over undrained shear strength of 92.3. These values may be directly used to design laterally loaded free-head piles and only the soil within the slip depth may need to be carefully investigated or improved.