Search results for: Free PDF Quiz 2024 High Hit-Rate EMC D-PM-IN-23 Latest Test Report 🍂 Search for ✔ D-PM-IN-23 ️✔️ and download exam materials for free through [ www.pdfvce.com ] 🦞Questions D-PM-IN-23 Exam
-
Self-boring pressuremeter testing in spearwood dune sands
The self-boring pressuremeter (SBP) offers the possibility of direct determination of parameters for sand in situ that cannot be obtained directly by any other means. The paper presents the results of SBP tests in sand in Perth at two locations: three boreholes in the Perth CBD and three boreholes at a test site in Shenton Park. The tests were carried out in Spearwood Dune sands (at both locations) and in Guildford/Perth Formation sands (in the CBD boreholes). The results presented show that the friction and dilation angles determined from the test are reasonable for the sands investigated. The Ko values obtained from the “liftoff” pressures show considerable scatter but, with no benchmark against which to compare them, it is impossible to state whether they are correct or not. With regard to the stiffness parameters, the results show that there is no simple relationship between small-strain stiffness Go and the larger-strain stiffness Gur measured in unload-reload loops in the SBP. For the tests in the CBD, the tendency observed is that Go is higher for the older Guildford/Perth Formation sands than for the younger Spearwood Dune sands, but the rate of “softening” for the former is greater than for the latter. However, the Spearwood Dune sands at Shenton Park show a much higher rate of softening than the Spearwood Dune sands in the CBD, probably due to partial saturation and/or slight cementation in the former.
-
Ground Improvement Of Contaminated Uncontrolled Fill Using Impact Roller Compaction
This paper presents a case study of the use of an alternative ground improvement technique to treat contaminated uncontrolled fill other than traditional “remove and replace” for major earthworks for the proposed container Import and Export (IMEX) Terminal at Moorebank, Sydney. Firstly, a brief discussion of the options considered for the ground improvement including removal and replacement and the Impact Roller Compaction (IRC) method is presented. The local geological setting and the historical form of the existing Stage 1 IMEX Terminal site will be described, with the geotechnical model and associated design engineering parameters being summarised. The key points in the development of a technical specification are presented to take account of the performance requirements, including on-site IRC trial and validation testing. The primary validation measures adopted comprise plate load testing, cone penetration test (CPT) profiling, in-situ density testing, dilatometer (DMT) testing and proof rolling after IRC treatment. Surcharging was undertaken for the remediated contaminated land areas where details of the remedial treatments were not available at the Stage 1 IMEX development stage, to ensure there would be no issues resulting from long-term settlement. At the time of writing this paper, the Stage 1 IMEX works have been completed and are operational. The monitoring results indicate the performance of the site is satisfactory.
-
Application of semi-rigid composite permeable pavements in road network
Use of Permeable Paving Systems (PPS) in road transport networks has been gaining more attention due to benefits such as minimising surface run-off, decreasing the risk of flash flooding and reducing pollutants deposited in waterways. Simultaneously the increasing stockpiles of waste tyre and its non-biodegradable nature leading to negative environmental impacts and associated hazards have posed increased attention to seek innovative sustainable solutions for reducing tyre stockpiles. Crumb rubber has enhanced properties that allow it to be a suitable substitution for rock aggregate in PPS. By using mixtures of tyre and rock aggregates and engineered level of binders the flexibility of PPS can be optimized based on the application to accommodate differential settlements thus reducing degradation and cracking commonly observed in conventional permeable pavement systems. This can ultimately lead to an increase in serviceability and minimising costly maintenance works and more importantly expand the range of applications permeable pavements can be used in. This study reports on the mechanical behaviour of a range of semi-rigid PPS products incorporating tyre crumbs for surface paving with high drainage capability for mitigation of storm-water run- off.
The transient stiffness-deformation behaviour of a range of permeable pavement systems with varying tyre crumb content and binder type under variable loadings was investigated. In the first step, different mixing ratios of crushed rocks (rigid aggregate) and tyre crumbs (soft aggregate) were tested in the laboratory to find the optimum mixtures fit for different applications. Constraint modulus and shear wave velocity tests were carried out to establish the mixtures which their performance changes from rigid-type to soft-type with varying pressure level. Results of this step provide an insight into the formation of force chains in the mixtures ultimately providing the most formidable mix ratio resulting in transitional soft to rigid behaviour.
In the next step different binder types (polyurethane based) and percentages were added to selected blends to investigate the performance of polymer bonded tyre-rock aggregates under static and dynamic loads. Test results suggest that the quality of binder only shows its impact for tyre contents higher than 30%. In blends with higher tyre contents the force chains mostly pass through tyre aggregates and hence the deformation of tyre aggregates puts more strain on binder film causing the lower grade binders to fail. Same low grade binders show satisfactory results when tested with mixtures up to 30% tyre content.
Preliminary test results suggest that the optimum mixture of tyre and rock aggregate with the right binder type and ratio can produce a permeable pavement system suitable for car parks and other lightly trafficked areas including pedestrian footpaths.
-
Development and Application of Geotechnical Monitoring and Data Management for Woolgoolga to Ballina Pacific Highway Upgrade
One of the major challenges on the Woolgoolga to Ballina Pacific Highway upgrade involved constructing more than 26 kilometres of road infrastructure over soft ground within 1 to 2 years, as part of upgrading 155 kilometres of the Pacific Highway. This included one of Australia’s largest soft ground instrumentation programs. As with many other sections of the Pacific Highway, the design required embankments on soft ground to meet pavement performance criteria, and address risks of instability of high fill embankments, and the potential impact of the new works on existing infrastructure. Data-management systems and automation maximized the value of site investigation data collected using GIS and document management capabilities. The project adopted web based real-time reporting which provided high information availability, transparency, efficiency and reliability. This paper provides a framework of the system with its unique features and functionalities. It demonstrates the monitoring and feedback process at several sections of the project, looks at innovations introduced as part of the work, discusses how monitoring could be improved, and describes applications of smart digital technology and high-performance computing which were used to facilitate early decision making, and enhance project and client outcomes.
-
Improvements To The Observational Method In New South Wales Road Tunnel Construction
The past five years has seen an unprecedented boom in tunnel construction in Sydney. Road tunnels, in particular, continue to push both design and construction to their limits, no less than when Sydney Harbour Tunnel was constructed 30 years ago. Integral to the safe and efficient construction of road tunnels has been the application of the Observational Method in design and construction. This paper describes some important “lessons learned” in implementing the Observational Method in New South Wales road tunnels since the construction of the Sydney Harbour Tunnel.
Construction of the major underground excavations relied on application of the principles of the Observational Method as described by Peck in 1969. This concentrated on validating design assumptions against detailed monitoring data. As confidence in the ability to predict the behaviour of rock masses in the Sydney Region increased, it could be argued that appreciation of the fundamentals of the Observational Method diminished to a process of collecting data for the sake of collecting data, rather than being a live tool to identify and manage geotechnical hazards. The tunnel collapses in the Cross City Tunnel (2004) and Lane Cove Tunnel (2005) led to the industry reassessing tunnel construction risk management. The Permit to Tunnel (PTT) process was born, and at its heart, it provides a means to manage geotechnical risk via a formalised process that includes reviewing of observations by both designers and constructors and agreement to continue construction, within the main principles of the Observational Method.
However, over the past 5 years, the author has observed waning deference to the Observational Method. Construction processes used on major projects, including the Observational Method, the PTT and associated processes have become opportunities for contractors and designers to modify certified designs in an ad hoc manner, often without design changes being adequately reviewed against key criteria such as safety, stability and durability. This paper aims to identify key concerns with the current implementation of the Observational Method through the PTT process. Recommendations are proposed to reset practice to ensure designs are constructed safely and owners are provided with assurances that construction delivers the intended design.
-
Using geotechnical innovation to reduce project risk
Project risk is commonly defined as an uncertain event or condition that, if it occurs, has a positive or negative effect on a project’s objectives. As the construction industry continues to deliver larger and more complex projects, improving how we manage project risk is a key priority for clients, contractors and designers. Within this digital age, innovation and change in our industry will play a key part in how we manage risks and deliver projects. This paper considers how we can define ‘innovation’ and how innovation can be promoted within organisations and on projects. The classification of something as innovative can vary widely depending on its novelty and context. The journey from creativity (an idea) to a productive solution (innovation) is difficult and frequently does not materialise. Three examples of innovation are presented to highlight the range of productive solutions that can be considered as innovation within their context.
- The development and benefits of public Geotechnical Databases; novel within the context of Victoria
- Incremental innovation in the use of InSAR satellite monitoring.
- Radical/modular innovation using automated processed to import piling construction records back into project models to validate QA and geotechnical ground models.
-
Directional shear strength models in 2D and 3D limit equilibrium analyses to assess the stability of anisotropic rock slopes in the Pilbara Region of Western Australia
The bedded iron ore and gold deposits in the Pilbara Region of Western Australia are hosted in highly anisotropic rock masses. For iron ore, these comprise strong banded iron formations discretely interbedded with very weak shales. Gold and other precious metals deposits in the same region are hosted by interbedded siltstones, sandstone and quartzites. Slope instability mechanisms generally involve sliding along bedding planes combined with joints or faults acting as release planes.
Slope stability modelling techniques applied to highly anisotropic rock masses have developed significantly over the years from basic kinematic analysis in the 1990’,s through to two-dimensional limit equilibrium analysis and numerical modelling in the 2000,s with the available software increasing in functionality and complexity over time. Limit equilibrium analysis software now offer a range of options to model the behaviour of anisotropic rock masses. The results obtained by these different models can vary significantly. It has been found that selecting either inappropriate anisotropic shear strength models for a given rock mass or using poorly calibrated models typically result in overly conservative slope designs. This paper presents case studies which illustrate the importance of geological interpretations, correct constitutive model selection, the use of non-linear shear strengths, and 2D and 3D modelling approaches.
-
Modified Asphalt By Coffee Cup Fibres: An Optimum Mix Design Using Response Surface Method
Stone Mastic Asphalt uses fibres to stabilise high binder contents. The fibres are typically made from natural cellulose, and prevent binder draindown. This study investigates the use of post-consumer coffee cups (liquid paperboard) as a recycled fibre alternative. Coffee cups (CC) use laminated polyethylene as a liquid barrier, making them challenging to recycle in existing paper and plastic recycling systems; approximately one billion coffee cups are landfilled annually in Australia. In this research, coffee cup fibres are used up to 0.6% by total weight of the asphalt mixture across fourteen mix designs. The mixes are optimised by the response surface methodology using the Design-Expert software. Models are created based on Marshall and draindown test results. This study finds that shredded coffee cups effectively reduce the draindown, reduce flow of the asphalt mixture, increase stability, and increase the air voids. The LDPE content slightly increased the viscosity and the softening point of the asphalt binder and dropped its penetration value. Overall, the asphalt mixture containing 0.4% coffee cups (by total weight of the mixture) met all specifications in Australian Standards and performed similarly to the commercial cellulose fibre. This paper also provides practical insights from field trials conducted in Western Sydney using the optimised parameters identified. The pavements will continue to be monitored to develop long term performance comparison between CC and traditional fibres in SMA applications.
-
Laboratory Assessment Of Mechanical Interface Properties, Interaction And Behaviour Between Rock And Shotcrete
The shear resistance of a joint can be determined by using the concept of mobilised roughness under the applied normal forces. The effect of concrete curing age and roughness of rock surfaces are currently being estimated for the most of design procedures in the ground support system, which results of this study can provide comprehensive information for numerical analysis.
A series of laboratory direct shear tests were performed on cemented shotcrete-rock with different roughness scales (JRC 0-2 and 6-10) over a range of concrete curing ageing. Three concrete age ranges were selected for testing, these included 3-6, 7-11 and +26 days cured. Rock samples were collected from various finalised and ongoing projects in Brisbane City. Brisbane tuff; a volcanic igneous rock, was selected and tested in this study for the sake of the consistency in laboratory results. Samples were prepared from the core specimens and cast within a mortar mixture based on the standard dimensions of the shear testing apparatus; being 150 x 150 mm. All samples were tested under the dry conditions according to the suggested method by the International Society of Rock Mechanics (ISRM).
In addition to the frictional angle and cohesion strength of tested samples, shear and normal stiffnesses of the interface were also determined, which play critical roles in the reliable numerical modelling. An interesting observation was the complex interaction at the interface and the mechanisms that controlled the peak shear strength which depended on the surface roughness, the existence of natural flaws and applied loads. The shear failure mechanism was investigated under a various range of normal forces and shear displacement rates, aiming to provide the required information for Discrete Element Models (DEM) and elastic closed formed solutions in rock mechanics engineering applicable for underground support design.
-
Contaminant Flow In Groundwater In Hawkesbury Sandstone – Experience From Major Basement Excavations
The geology and hydrogeology of the Hawkesbury Sandstone is well documented in relation to the construction of deep excavations and water resources. Less well known is the impact of structure/defects and bedding in relation to contaminant migration into excavations.
The Triassic Hawkesbury Sandstone is a quartz sandstone, cut by many igneous dykes and characterised by dominant NNE and ESE trending fault/joint zones. The sandstone can be divided into sheet, massive and mudstone facies (Hebert, 1983). In vertical section, the sheet (or cross bedded) and massive facies make up 95% of the formation (Pells, 1998). Tammetta and Hewitt (2004) indicate the hydraulic conductivity of the sandstone is related to defect characteristics, which is influenced by depth and in situ stress and ranges from a mean of 0.1 m/day near surface to 0.002 m/day at 50 m. Many studies also document the changes in vertical and horizontal permeability of the sandstone (AGL, 2013).
With urban renewal, many old industrial sites are being redeveloped for residential purposes. The developments are often multi-storey with multiple basement car parking levels. Investigations of groundwater contamination at these sites often requires installation of monitoring wells to below the basement depth to assess the potential risk to human health and the environment.
The migration of contaminants particularly hydrocarbon compounds can migrate into the defects in the unsaturated zone and may form light non aqueous phase liquids (LNAPLs such as petrol) in the fractures or dense non aqueous phase liquids (DNAPLs such as chlorinated solvents or coal tar) that sink below the water table.
Contamination assessments in Hawkesbury Sandstone should identify the various facies and target particular bedding planes and defects for groundwater sampling. Identifying the presence of major joint sets in vertical boreholes can be more problematic and may result in a poor understanding of the vertical migration. Often this can only be fully appreciated during excavation. In many areas, the water level measured, also represents a phreatic surface due to the location of the site within a catchment.
This paper provides examples showing how contaminant migration is driven by the vertical permeability in sub-vertical defects/joints and by the horizontal bedding planes between the various sedimentary facies in the sandstone.