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Assessment of landslide likelihood in the Pittwater Local Government Area
The likelihood of landsliding in the Pittwater LGA has been assessed by the compilation of an inventory of landslide events that have occurred in the area over a period of more than 30 years. This inventory indicated that most events were associated with residential development. An indication of the population of slope modification was provided by a survey of several areas selected as representative of the properties within the designated geotechnical risk zone.
Rainfall records for Newport have been used a basis for a review of the relationship between rainfall events and landslide events. The results of this analysis have been combined with the landslide inventory and population survey to provide an assessment of the likelihood of the occurrence of landslides in the Pittwater LGA in the future.
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Characterising soft alluvial deposits in Launceston
Holocene alluvial deposits, underlying many parts of the northern suburbs of Launceston, Tasmania, have posed significant geotechnical risks to the operation, design and construction of engineering structures in those areas. The objective of this paper is to present a characterisation of these alluvial deposits from mainly piezocone and normal electric cone penetration testing. These tests were performed at two near shore sites of the North Esk River and its confluence with the Tamar River, as well as another site in Invermay north of Launceston’s CBD. These deposits are known to be predominantly soft to very soft, but are poorly characterised in geotechnical terms, with the information in hand being largely in the form of geological and geomorphological descriptions, including observations by local drillers and pile driving operation staff. The geotechnical characterisation information presented in this paper will be useful for the design and construction of engineering works where the investigated deposits are present.
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Volume loss caused by open-face shield tunnelling on the Jubilee Line Extension, London
An investigation was carried out into the magnitude of undrained volume loss due to tunnelling by open-face shield in London Clay as part of PhD research concerning ground and building movement caused by tunnelling on the Jubilee Line Extension (Dimmock, 2003). The investigation was based on the volume loss observed at greenfield sections across St. James’s Park (Nyren, 1998; Harris, 2001). The objective was to link particular phases of tunnel construction to resulting volume loss. One section was monitored comprehensively for both surface and sub-surface ground movement. Other sections across St. James’s Park were just monitored for surface settlement. Most significantly, a modification to the Load Factor Approach (Mair et al., 1981; Macklin, 1999) to estimating undrained volume loss for open-face shield tunnelling in London Clay is proposed.
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Newcastle memories: Lessons mainly from the 1970s
Konrad Moelle (1932– 2002) made significant contributions to Engineering Geology research and teaching in the Hunter Valley and adjacent areas. Memories are short and the recent years of dry weather have perhaps tended to lull present workers about the stability of the soils and rocks of the Newcastle region. This paper, commenced prior to Konrad’s death, documents work we did together, mainly in the 1970s – 80s, in the Tickhole Tunnel – Carnley Avenue area where, in a single period, there were significant surface failures endangering engineering works. A particular aim of the paper is to stress that historical records are worth preserving and being available – they will be needed again. Not all the data exists on Google!
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Overview of open cut coal mining, Hunter Coalfield – A geotechnical perspective
An increased number of proposed multi-storey buildings in Newcastle and Charlestown has heightened concerns regarding the long-term stability of underlying abandoned bord and pillar workings. The workings are approximately 100 years old, often irregular in layout and are now inundated with water. The last large scale pillar crush occurred beneath Newcastle in 1908. The lack of subsequent crushes demonstrates stability since abandonment. However, possible deterioration of pillar, floor and roof material due to the effects of time and water may affect future stability. A proposed eight storey development in Newcastle West required the assessment of abandoned first and nearby second workings in the Borehole Seam at approximately 64 m depth. Three dimensional numerical modelling using the finite difference program FLAC-3D was used to assess pillar stability and subsidence over time with consideration of first workings, secondary pillar extraction and inundation of the workings. The paper presents a description of the workings, investigation work and the numerical modelling methodology and results. The pillar stresses are compared to estimates made using empirical methods for various stages of mining.
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Sea level change and paleochannels in the Perth Area
Possible causes of climatic fluctuations during the Quaternary and the resultant variations in global sea levels are described. The formation of palaeochannels in the Perth area is related to the sea level variations and channel forming episodes identified from site investigations along the Swan River. The geological and geotechnical characteristics of the channel infills are summarised and the engineering implications of the channels outlined.
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Geotechnical Innovations in the Tunnelling Industry
The Australian tunnelling industry has been thriving. In Sydney alone there have been 11 major projects in the past decade: the M2 widening, Metro Northwest, NorthConnex, Sydney Opera House forecourt, Wynyard Walk, City East Cable Tunnel, WestConnex (M4 East, New M5, M4-M5 link, Rozelle Interchange) and Sydney Metro. All this work within the same geological environment has enabled much innovation in terms of geotechnical and hydrogeological understanding, analysis of primary support, waterproofing, geological mapping and recording of observations during construction. This presentation documents some of these innovations and suggests where the industry may be going in the short to medium term.
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Two case studies of movement and damage in relatively new domestic dwellings
This paper presents cases of damage in two dwellings in Victoria that occurred because of soil movement. The paper explains the mechanisms of movement that lead to the damage, based on site specific geotechnical investigations.
In the first case study, significant localised heave occurred beneath the front section of a residence supported on a slab founded on a highly reactive, compacted clay fill. The other sections of the slab exhibited little movement. No site drainage issues were observed around the front of the building, where the heave has occurred. The front section of the slab was constructed over an access roadway for heavy earth moving machinery that was required during development of the estate were the house was built. The effect of the heavy machinery traffic on the performance on the fill, and therefore, on the slab is examined and discussed in this paper.
The second case study relates to significant localised heave beneath the front of another residence supported on a slab founded on highly reactive clay soil. The other sections of the slab exhibited little movement. The subject site sloped from front to back, requiring site levelling works. As a result of these works, the front section where the heave has occurred, is located within a site cut constructed just prior to the construction of the slab, whilst the rear section of the slab is suspended on deep piers over the filled area. The effect of the site cut, undertaken just prior to slab construction, on the performance of the slab is examined and discussed in this paper.
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The Evolution Of Geological Models As An Aid To Geotechnical Stability Analysis, Latrobe Valley
Lignite Mining in the Latrobe Valley commenced in the late 19th Century (Drucker, 1984) and three world scale large open pits continue to operate today. Extensive coal exploration, hydrogeological and geotechnical investigation drilling for over a century, enabled the establishment of desktop geological models. Up until the 1980s these models required extensive manual input and updates were onerous. Due to the extensive data available, as well as a team of State Electricity Commission of Victoria (SECV) geologists, the models were considered reliable and carried a reasonable degree of accuracy, including in areas of geotechnical stability interest.
To facilitate potential expansions in the use of lignite, in 2002 a government led initiative resulted in the creation of the digital Latrobe Valley Regional Coal model (Jansen et. al., 2003). This model relied on data from some 8,000 drillholes including the SECV’s stratigraphic interpretations and coal quality results. This model has since grown in extent to cover the Stradbroke area (in 2008) and the Moe Swamp Basin and Seaspray Depression (2011). Of note is the coarse scale of these models with respect to the lignite seams which required seam definition rules to define the extent of the seams which tend to split at basin margins.
Each of the operating mines has a more sophisticated subset of the model and include hydrogeological and additional structural detail. Such detail is required in areas both within the operational and non-operational areas of the mine, where geotechnical stability carries significant importance. The models allow rapid sectional work providing slope angles of coal seams for geotechnical studies as required. Such studies are valuable in the planning for various conceptual mining and infrastructure projects.
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Successful Application Of Mixed Abutment Construction To A Freight Rail Foundation On Granular Soil
The abutment structures for the Glenfield Flyover on the Southern Sydney Freight Line (SSFL) present an interesting application of mixed abutment construction using the Reinforced Earth System. The abutments support a long deck that spans over the Main South Line (MSL) tracks that run under the flyover. The abutments are not only to retain the embankment on either side of the MSL but also to support the deck structure. The abutment structures are long because of the geometry of the flyover, with a crossing angle of 15Ëš. The foundation conditions are of loose sand with minor clay layers that overly rock at about 11 m depth. Conventional concrete retaining wall construction would require large diameter piles or an equally expensive equivalent constructed from raked and vertical driven piles. An advantageous alternative is to adopt a mixed abutment, which has a piled frame to support the flyover deck with the Reinforced Earth construction to retain the embankment and protect the frame columns from collapse under accidental impact from railway traffic. The Reinforced Earth foundation can be constructed to provide a wide footing to suit the ground conditions of relatively deep sands.