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Stochastic finite element analysis of pile using FOSM
With the increase in the demand for a rational treatment for uncertainty in geotechnical engineering, the use of probabilistic method has gained importance. Recent developments in reliability theory provide a way of quantifying uncertainties and handling them consistently. Stochastic finite element approaches combine well known deterministic finite element analysis with reliability methods to produce more rational design. In the present study, direct computation of the covariance matrices and solution for the variances in the finite element analysis of single pile by first order second moment methods (FOSM) has been investigated. The problems of a pile subjected to lateral load and axial load have been considered. In this study, the pile modulus is assumed to be deterministic whereas the soil modulus is considered as a random variable. Results indicated that correlation between displacements exist even if the element properties themselves were mutually independent.
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Mechanistic design of concrete block pavements
Concrete block pavements consist of a layer of rigid, specially shaped and jointed paving blocks that are overlaid on a bedding course layer. The joints of these pavers create an ‘interlocking’ action, which makes the pavement stiffer and stronger with progressive loading. Therefore the design concepts for flexible pavements cannot be directly adapted for concrete block pavements. Instead a mechanistic design method is required, which is too complex to be undertaken by hand calculation and requires the use of computer analysis. This paper describes the development of a new software program (DesignPave), which has been developed in conjunction with the Concrete Masonry Association of Australia. The program’s methodology and design procedure involve: a) estimation of the number of design traffic vehicles (NDT) and traffic loading spectra; b) modelling of progressive interlocking and stiffness development of the block layer; c) stress-strain analysis of a multi-layer pavement system; and d) application of rutting and fatigue criteria suitable for block pavements. This paper uses DesignPave to produce design curves that describe the relation between design thicknesses with NDT. The design curves for different layer systems are compared to identify appropriate subgrade CBR and NDT for a layer system. The different layer systems include a granular base course, a granular base course with a sub-base course and a granular base course with a stabilised sub-base course. The DesignPave program also produces extensive technical documentation for use in common engineering practice. -
Townsville landslide hazard study
This paper presents the methodology used for a landslide hazard and risk assessment study for selected areas in the Townsville District, utilising processes and guidelines outlined within the Australian Geomechanics Society Landslide Risk Management Document (2007). This study was undertaken on behalf of the Townsville City Council (TCC) to help fulfil the requirements of the Natural Disaster Risk Management program.
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Sydney sandstone and shale parameters for tunnel design
Inherent in any set of rock mass parameters are various assumptions regarding, amongst other things, the depth of cover, the proportion of materials encountered and the scale of the proposed excavations. The factors typically used to define rock mass conditions are:
- the rock type (lithology)
- the strength of the rock substance (intact rock strength)
- the fracturing of the rock mass by defects (bedding, joints, shears, etc.)
- the persistence and spacings of defects
- the number of sets of defects
- the infill material
- the roughness of defects
- the groundwater pressures
- the reactivity of the rock substance to environmental change (shrink/swell, slaking)
The designers’ rock mass parameters communicates their assumptions regarding the ground conditions to those in the field responsible for implementing the designs. It is vital that those in the field are vigilant in observing, documenting and interpreting geological structures that may dominate support requirements at a particular location, and which would render the “average” rock mass class irrelevant and feed back to the designers where conditions are different from those anticipated.
The intention of this paper is to present typical geotechnical characteristics for tunnel design in Sydney’s Hawkesbury Sandstone and Ashfield Shale following the Sydney classification system (Pells et al., 1998). It is suggested that for geotechnical parameters the Mittagong Formation can generally be considered in line with the Hawkesbury Sandstone classes. This paper also presents design parameters that can be used in numerical analyses for tunnel design.
Different sets of material properties may need to be provided to cater for different scales as design parameters are dependent on the scale of assessment. For example:
- Overall tunnel scale – properties to be used in continuum analyses e.g. FLAC, Phase2, PLAXIS, Abaqus. Specific geological structures, one or two at most, can be included in the model.
- Approximately 1m3 scale – properties to be used in discontinuum analyses where numerous geological structures are explicitly modelled, e.g. UDEC.
This paper updates Bertuzzi and Pells (2002) with data from recent tunnelling projects. The database now includes information from the Ocean Outfalls, Sydney Harbour Tunnel, Eastern Distributor, M5 East, Cross City, cables tunnels, Epping-Chatswood, Lane Cove, CBD Metro, M2 and the northwest rail projects. This paper also presents useful methods by which the designers can communicate their views of rock mass conditions, particularly to those in the field. Finally, the paper brings into consideration the rock mass behaviour types recommended by the Austrian Society for Geomechanics (2010). The example of a nominally 6 to 12 m diameter TBM at depths of up to 50 m is used.
It is hoped that practitioners will find this paper useful in their work in Sydney.
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Setup of driven pile capacity with time in soft marine sediments
This paper describes the findings from a recent maritime project in Melbourne, Australia, which proved that substantial savings in pile lengths can be achieved in mixed clay-sand profiles if construction programs can accommodate longerterm restrike testing. During the design phase static load tests were undertaken on two preliminary test piles, with restrike dynamic testing continuing on both these test piles and associated reaction piles through a period up to 163 days following installation. Dynamic testing was also undertaken on the production piles up to as much as 70 days following installation. The tests indicated a general trend of increasing capacity with time, with differences being evident between pile types. Large shaft setups are evident after little more than 1 month, ranging up to values in excess of 6 times end of drive capacity. Whilst the tendency for high setups is clear, the data shows large scatter. However, much less scatter is observed when 1-day post installation is used as a reference point, with a more consistent trend-line through this data set.
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Application of arch shaped deep cement mixed walls for excavation support
In this paper, a typical arrangement of compound DCM columns with bored piles at the toes for excavation support is investigated. The excavation is analysed considering the three-dimensional nature of the problem. A case study was modelled, where the wall design was carried out assuming a uniform lateral pressure distribution over the wall section in the horizontal plane. Both computed and measured deformations are similar and confirm that the wall design was conservative and hence the deformations are very small for this case. Also this study shows that it is too conservative to assume uniform pressure distributions for arch walls. An analytical computation presented in the paper shows that the flexural rigidity gained by an arch wall is substantially higher than that gained by a planar wall section between bored piles. Finally a parametric study was carried out varying the geometric parameters of the arch section (span and rise) to investigate the viability of DCM wall sections in supporting excavations. Results confirm that the even with a small curvature, tensile stress development within the wall sections can be completely eliminated.
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Hoover Dike USA – Experiences with the use of a digital twin in specialist civil engineering
Clewston, USA. Paper is outdated, the digital twin is reality!
This is how evaluations and production optimisations run in a matter of seconds in digital form. The customer is aware of that as well and that is the reason why the customer demand data management on the Herbert Hoover Dike contract. Production parameters are recorded every second by the CSM rig using various sensors and saved in a production file. In addition, all project-relevant data (reports, images, videos …) are stored centrally and are made available for the customer on a daily basis. All project parties have the possibility to follow the process of the construction site on a digital replica and are able to start control measures for the execution or planning.
The production data are read into the relevant production data management system “b-project”, processed, and stored in a standardised database. The production logs, quality checks or overlap calculations generated from this twin are created completely automatically by b-project. The overlaps between the individual constructed Cutter Soil Mix (CSM) elements are required by the customer in three different levels and every 10 feet (approx. 3 m).
No 2D/3D modelling software or other programs are required for the visualisation and calculations. The data and tools are implemented in the software. A data manager sets up the system on the construction site and raises an alarm if there are any quality defects. As a result, location-independent control measures can be initiated in the shortest possible time after the element has been manufactured. All data can be accessed worldwide. In this way, the efficiency of the measures initiated can be traced directly on the digital twin.
A 3D geographical information system (GIS) system opens another form of visualisation and documentation for the digital image of the project. This enables a uniform understanding of the project and visual monitoring of target/actual states.
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A laboratory investigation of the upper horizons of the Perth/Guildford Formation in Perth CBD
The inter-bedded layers of sand and clayey soils of the ‘Perth Formation’ (often referred to as the ‘Guildford Formation’) underlying Perth CBD provide significant challenges for geotechnical engineers. Surprisingly, no systematic laboratory investigation of the ‘Perth Formation’ has been published to date and designers use in situ test data almost exclusively to provide parameters for foundation design. To address the shortage of element test data in the public domain, this paper presents the findings of a laboratory investigation supplemented by in situ test data for a typical 9 m thick horizon of the ‘Perth Formation’ at St Georges Terrace in the centre of Perth CBD. The paper provides results from classification tests including electron microscopy and X-ray diffractometer analyses in addition to state-of-the-art triaxial, simple shear and oedometer tests. The in situ test data are compared with these results to provide a basis for comparison at other sites in the Perth area.
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NPER specific area of practice landslide risk management
You will find on the following pages a final draft of the guideline for applicants on eligibility criteria and procedures for recognition in the specific area of practice within the National Professional Engineers Register (NPER) for Landslide Risk Management.
This document is being published here to permit comment by the membership of AGS prior to forwarding the completed document to the National Engineering Register Board (NERB) for their consideration for its implementation.
You would recall that the development of a specific area of practice for LRM within the National Professional Engineers Register (NPER) is in response to requirements of legislation, and is a means for practitioners to demonstrate competency as required by such legislation. At the moment, that means areas covered by NSW Kosciusko Alpine (under NSW SEPP75), Victorian Alpine (under an EMO), and Pittwater Council area in the northern beaches of metropolitan Sydney (under an Interim Geotechnical Policy). Wollongong City Council also is in the process of updating its policy in a comparable fashion. Each of these pieces of legislation is similar in that they all require practitioners to be chartered professionals (i.e. CPEng, CPGeo or RPGeo) and “to demonstrate core competencies in landslide risk management”. The specific area of practice under NPER for LRM will be a means of demonstration of those competencies, where required by these pieces of legislation. At present, there is no means, other than by CV, to provide this demonstration of competency. The National Committee believes that leaves several challenges in regards to such assessment.
A competency panel populated by representatives of our Society, as well as the Civil College of Engineers Australia, has developed the guideline. The competency panel has reported directly to the National Committee of AGS as progress has been made. The philosophy adopted in the development of the specific area of practice of Landslide Risk Management within NPER was approved at the November 2004 National Committee meeting. In addition, the first draft was circulated to the AGS LRM Sub-Committee for comment; this committee has representatives nationwide. The text of the final draft guideline was presented to the AGS National Committee meeting in April 2005, wherein the philosophy of the approach was again endorsed. Since that time, the registration guideline has been subjected to review and a flowchart developed which explains the process. The flowchart is presented in Figure 2. This was reported to you in the previous issue of Australian Geomechanics.
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Managing Ground Movement Impacts For Australian Urban Road Tunnels
Road tunnels in Australia involve underground construction with the potential for substantial impact to both surface and underground third-party assets. This paper looks at lessons learnt from recent and current Australian road tunnels in terms of stakeholder consultation and best practice for this process.
Road tunnels in Australia are generally delivered under a model where it is the design and construction contractor’s responsibility for undertaking the ground movement impact assessment. As a minimum this requires consultation with affected third party businesses, property owners, utility owners and road/rail authorities.
Contractual obligations may require contractors to consult with affected parties and receive formal approval prior to construction commencing. Affected parties will often not have experience or resources to engage in these processes and, therefore, the requirement for consultation and/or approval of the ground movement impact assessment and potential mitigation measures can put the construction programme at risk.
This paper will investigate the following in more detail:
- Ground movement design assessment approach
- Unknown conditions of third-party assets
- Parties requirements for assessment
- Monitoring of third-party assets and trigger levels
- Contractual obligations of the contractor
- Recommendations for future Australian road tunnelling projects