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Continuous Monitoring of Landslides and Infrastructure for Asset Management
The University of Wollongong Faculty of Engineering and Information Sciences Landslide Research Team (UoW), with our industry partners, Wollongong City Council, Roads and Maritime and Sydney Trains, has developed a network of thirty one currently active Continuous near Real-Time Monitoring (CRTM) stations within NSW.
This paper provides a general overview of the field monitoring equipment used, the monitoring strategies employed, wireless and mobile communications employed and a brief mention of the monitoring server setup and the related IT setup. The second part of the paper focuses a more detailed summary of two site installations, the acquired monitoring history and how this has expanded our knowledge and understanding of the site geological models and allowed progress towards site remediation and ongoing management. A brief mention of several interesting and emerging technologies in the fields of the Internet of Things (IoT) and Low Power, Wide Area Network (LoRaWAN) instrumentation is made.
The paper concludes by highlighting some critical issues related to the development of site monitoring strategies that experience has shown are sometimes not well managed. These include the reason for monitoring, the awareness of ongoing maintenance costs for the life of the monitoring, the duration of monitoring and reasons to either continue, modify and cease a monitoring program.
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Natural Hazards, Risk, And The Resilience Of Transportation Infrastructure: An Example Of Risk-based Geotechnical Asset Management
The Colorado Department of Transportation (CDOT) has recently implemented a Risk-Based Transportation Asset Management Plan (RB TAMP) that incorporates geotechnical assets and hazards. CDOT’s RB TAMP includes an ancillary wall structures program that includes all earth retaining structures, and a geohazards management program which is used to manage multiple hazards related to slopes, embankments, and roadway subgrade. The RB TAMP states multiple performance goals to be achieved, including safety, infrastructure condition, reliability, congestion, and maintenance, and the state will measure and report progress in these areas. Natural hazards, physical failures, external agency impacts and operational risks are risk types that present threats to CDOT’s achievement of their goals. The way these risks act on assets to impact performance goals can be visualized in a cubic form, and this allows for recognition of how many elements of risk there are, for making explicit decisions on which risks to address and how, and for communicating these decisions to others. Risk analysis at CDOT includes both qualitative and quantitative approaches in accordance with data availability. The quantitative estimate of risk is expressed in terms of exposure cost for all assets, risk types and performance goals and then used by CDOT subject matter experts for project selection and planning. The estimated risk exposures are also categorized into Level of Risk grades that are used to concisely communicate risk levels to executive management and to compare the long-term performance risks between asset types under different funding scenarios in the RB TAMP.
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Earthquake-induced displacements of earth dams and embankments
This paper presents an overview of some of the available methods to estimate earth dam displacements due to earthquakes, from the simple Newmark one-dimensional displacement method to a complex coupled effective stress dynamic analysis. It discusses the assumptions used, advantages and limitations of each method. The use of pseudo-static analysis for assessing seismic stability of earth structures is critically reviewed. An example on the use of total stress dynamic analysis in the seismic upgrade work of Yarrawonga Weir in Victoria is presented. The dynamic analyses were very useful in providing an indication of possible flow failure, crack development during earthquake shaking and the potential for loss of freeboard of the earth dam. The method was also very useful to assess the most efficient remedial method that satisfies all the imposed requirements from the community and the client.
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Quantitative risk assessment for urban redevelopment adjacent to quarry Slopes
The redevelopment of Boral’s Greystanes Quarry in Western Sydney involved a risk assessment of existing shale and dolerite quarry slopes, excavated over 40 years and up to 50 m high, to assess whether reshaping of the slopes or other support was required. Immediately above the crest of the quarry slopes are three Sydney Water Corporation (SWC) reservoirs which were considered to be critical assets in Sydney’s water supply. Immediately adjacent to the toe of the quarry slopes was to be industrial and commercial development.
The risk analysis addressed risk during the construction phase and in perpetuity (agreed to be 100 years).
The hazards addressed included overall slope failure, bench scale failures, toppling failures, boulder fall, erosion and rill development, vibrations resulting from blasting, flyrock resulting from blasting and accessing the slope for maintenance.
The methodologies adopted in the analysis included AGS2000 and the “Draft Capital Investment and Risk Assessment Framework”, Technical Services Branch, February 2006 (State Water Framework 2006). This document has been adopted by the Department of Commerce NSW and Goulburn Murray Water in their risk assessment for major dams.
As part of this work a geological, geotechnical and hydrogeological model was developed, the historical slope performance was assessed, quantitative data regarding rockfalls, toppling and wedge failures were gathered and used as input to the quantitative risk analysis.
A batter management plan with limited constraints was developed. No artificial support was required and only minor regrading of the weathered profile was required. On this basis, the QRA indicated acceptable risk to life, the SWC Assets and the proposed development within the quarry.
The work was undertaken by PSM, reviewed by GHD and verified by SMEC as the independent verifier for SWC.
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Prediction of collapse potential for silty glacial sand
This paper examines the wetting induced collapse behaviour of three different silty glacial sands from South Australia. Single-oedometer collapse testing was applied to determine the wetting induced collapse settlement. For each soil, three different initial dry unit weights (one close to the field dry unit weight) were used to investigate the effect of dry density ratio. For each dry unit weight, specimens were inundated at varying pressure to investigate the effect of wetting pressure. Dry density ratio, percent of clay fraction, wetting pressure and the initial degree of saturation were found to be the key factors controlling the collapse behaviour of soil. A new empirical equation was proposed to predict the collapse potential of soil depending on the aforementioned factors. The empirical equation gave good predictions for the South Australian silty sand. Verification of the proposed equation was performed using existing data from the literature. The proposed equation gave much better estimates than that obtained from existing prediction equations.
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Technical Note On Pseudo-Static Seismic Pressure Applied To Retaining Walls With Linear Surcharge In C-Ø Soils
This study has explored seismic pressure applied to retaining walls with linear surcharge effect in cohesive-frictional soils, assuming three general approaches. The first approach provides a formulation. This formulation is able to calculate the seismic pressure, the seismic pressure coefficient, and the angle of failure wedge. The second approach provides dimensionless graphs for designers. There are three general graphs for calculating the seismic pressure applied to the wall and four graphs for determining the minimum and maximum seismic pressure levels. The lower limit of each graph shows the minimum active soil pressure coefficient (kase(min)) at the lowest surcharge distance, and the upper limit shows the maximum active soil pressure coefficient (kase(max)) at the highest surcharge distance from the wall. Five comprehensive graphs are presented to determine the angle of failure wedge. These graphs show the changes in the internal friction angle of the soil, cohesion, linear surcharge, horizontal acceleration coefficient, surcharge distance from the wall, and the friction angle between the soil and wall. In the third approach, all specific and unique wall analyses can be performed by referring to MATLAB software and using programming codes. Compared to other methods, the proposed method has the advantage of considering soil parameters such as cohesion, soil internal friction angle, friction angle between the soil and wall and linear surcharge in elasto-plastic soil and in seismic conditions. Other advantages include the calculation of excess stress distribution due to surcharge, the distribution of total seismic stress, and the calculation of depth of tensile crack. Comparison of the results of the proposed method with previous methods and numerical software shows the accuracy of relationships and graphs.
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Temporary Support Of Deep Basement Excavations In Rock
Deep basements have become common in our modern cities. Whilst the analysis and design of retention systems for deep basements in soil are relatively well established, the same cannot be said for deep basement retention systems in rock. In many instances the design of retention systems in rock are based on a soil mechanics approach and as a result often ignore unique aspects of rock mass behaviour that can significantly impact the performance of these retention systems. It is important that the characteristics of the rock mass are well understood and are quantified during the ground investigation. Some of the aspects of retention system design and analysis that are set out in this paper only became apparent following unsatisfactory performance of a retention system. Due to the sensitivity surrounding such unsatisfactory performance, it has not been possible to include the specific case studies. As a result, this paper provides an overview of the many aspects involved in respect to ground investigations, analysis, design and construction of deep basement retention systems in rock that are required to mitigate against unsatisfactory performance. This paper is restricted to temporary embedded wall retention systems that are installed to allow the construction of the permanent basement structure.
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Embodied Carbon Assessment of Geotechnical Works
In the light of rising construction sustainability concerns, embodied carbon assessments are often one of the main engineering tools to identify the best “green” option. Embodied carbon assessments provide a simple way to quantify and measure the summation of all the greenhouse gases generated from the built environment. It includes a whole life carbon cycle assessment of a given project from the impacts of materials production, transportation, installation, maintenance, and any waste or disposals during and at the end of design life. This paper aims to allow geotechnical engineers to quickly determine the embodied carbon of their design, and more profoundly form the basis of an innovative and efficient design approach with the consideration of intelligent and alternate material choice to achieve the same performance. In this paper, the methodology of embodied carbon calculation will first be introduced, followed by a summary of carbon emission factors (CEF) that are applicable for geotechnical designs. The discussion herein will focus on the initial portion of the embodied carbon life cycle assessment which comprises of the “before use stage” only for a particular project. Case studies on the use of embodied carbon calculations were provided for a variety of geotechnical projects including foundation for road embankment, trench excavations, and tunnel design. These case studies will show the significance of carbon calculations during the initial design stages and its value in recognition of projects’ sustainability goals. Alternative real-life solutions in achieving de-carbonization will also be presented as a concluding remark, highlighting the possibility of sustainable design in geotechnical practice.
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Geotechnical Challenges In Design And Construction Of Bridge Foundations And Approaches In Hilly Granite Formation
This paper presents a case study of geotechnical design and construction challenges of bridge foundations and approaches in a hilly granite formation in northern New South Wales, Australia. Firstly, the geological formation and existing cut slope conditions which have high risks of rock fall will be described. The original design was based on the available geotechnical information and assumed construction methodology. Reinforced concrete cantilever retaining walls founded on mass concrete were adopted for the bridge southern approach to resolve constructability issues over hilly terrain. The design considered retaining wall block sliding stability while overturning and internal stabilities were satisfied. Slope treatments using a rock fall fence together with individual boulder stabilisation or removal were also considered. It was found during construction that the actual ground conditions were different to that originally inferred and modifications to pad footing designs were deemed necessary. Additional investigations were undertaken, and the subsurface ground models updated to inform the revised design. For the northern bridge abutment foundation, a piled foundation was introduced to optimise the design with due consideration of temporary piling platform and access along a new geotextile reinforced approach embankment. The revised design was developed in close collaboration with the Contractor and the Principal. The foundation design of Pier 2 was revised using micro-piles to address the presence of a weak rock layer intrusion. In the end, key lessons learnt from this challenging project have been summarised for future project references.
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Seismic Analysis For Open Pit Mines
Open pit mines are of a dramatically different scale and nature to most civil works, so seismic analysis techniques required for open pit mines are also very different to those for civil works. This paper demonstrates two important aspects of the seismic behaviour of open pit mines; site response effects resulting from large scale man-made and natural topographical features, and the effect of earthquake ground motion on seismic stability assessments for steep and high slopes. An understanding of the first aspect is a prerequisite for understanding the second aspect.
The effect of topographical features is generally to amplify ground motion at the crests of pit slopes and ridges, and up through spoil piles. These effects will alter response spectra for infrastructure design. Slip mass scale effects mean that, during an earthquake, the maximum average acceleration within a slip mass is less than the maximum surface acceleration. The combination of these two effects means that the appropriate value of acceleration for use in slope stability calculations is highly dependent on topography, and the size and location of the potential slip mass under consideration.
Seismic analysis techniques for open pit mines are not well established. Two case studies, one of an open pit slope, and one of a large ore spoil pile on a ridge, demonstrate that meaningful insights, based on sound engineering principles and consistent with the literature, can be obtained with the use of appropriate and thorough seismic analysis techniques. It is suggested that dynamic analysis is required to assess seismic behaviour at open pit mines.