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Finite Element Modelling Of An Embankment Seated On Pervious Concrete-Stone Composite Column
Embankments rested on soft soils reinforced with stone columns cannot provide enough support. In such soils, to increase their bearing capacity, pervious concrete can be applied to upper portion of the stone column forms a composite column to restrain bulging collapse. Pervious concrete is a type of concrete made without adding fine aggregate and having permeability comparable with stone column materials. The current research work carried out to study the behaviour of embankment rested on composite column through a parametric study using finite element analysis. The parameters; soft clay elastic modulus, embankment fill elastic modulus, stone column material elastic modulus, pervious concrete column elastic modulus, spacing of column, length of pervious concrete column in composite column, permeability of soft clay, and construction rate are considered for the parametric study. The influence of these parameters are compared and rated in terms of the degree of importance.
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Characterisation Of Complex Ground Conditions For The Rozelle Interchange Project
The Rozelle Interchange Project (RIC) in Sydney is an underground motorway interchange connecting multiple underground and surface arterial roads as well as the future Western Harbour Tunnel and Beaches Link. RIC completes the WestConnex program of works and is a complex array of approximately 22 km of multiple level tunnels, all constructed in an area 2.5 km long and 1.5 km wide.
RIC is located within complex ground conditions that include deep soils, regional faults, structural zones and igneous intrusions. Deep natural soils infilling a valley near Rozelle Bay are mostly recent Holocene alluvial, marginal marine and marine deposits. These soils are interlayered, discontinuous, normally to slightly over consolidated and capped by sand and coarse rockfill from 19th century reclamation.
There is a strong contrast in the level of detail between borehole and CPT data. Distilling this to provide a geological and geotechnical model for a project wide interpretive report for designers of multiple structures required a hybrid approach to model presentation. This included providing a simplified graphical model and including details from specific investigations and laboratory testing allowing designers flexibility to adopt appropriate parameters for their specific application.
Similarly, the rock structural model evolved from development of structural domains to identification and inclusion of regional geological structures overprinting the structural model. Regional scale thrust faults, corridors of structural complexity and igneous intrusions were identified and refined prior to and throughout the design process. These were considered in the design by modification of excavation sequencing and changes to tunnel support.
Tunnel excavations encountered these regional features at the locations predicted and with similar character as those described in the model allowing the safe construction of the tunnels.
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Development and Testing of a Modular Rockfall Protection Wall To Mitigate Earthquake-Induced Slope Hazards
The November 2016 M7.8 Kaikoura earthquake resulted in excess of 40 landslides that directly impacted the key road and rail corridor on New Zealand’s South Island. Within two months, the New Zealand Government formed the North Canterbury Transport Infrastructure Recovery (NCTIR) alliance, a team of more than 1700 workers who were tasked with restoring road and rail service by the end of 2017.
The work has involved a wide variety of landslide hazard mitigation measures that have included source treatment, installation of passive rockfall protection measures and relocation of sections of road further away from the base of the slope onto new seawalls. One of many challenges facing the geotechnical design team is space limitations along the narrow coastal corridor.
A modular rockfall protection wall has been developed to add to the suite of permanent rockfall protection structures in use on the project. The wall comprises interconnected concrete blocks with an upslope energy-absorbing layer of sand- filled and rock-filled gabions. The key advantages of the wall are a narrow footprint and a relatively fast installation time.
It was necessary to demonstrate the performance and capacity of the wall before it could be approved for use on site. Full-scale physical testing was performed at a vehicle impact testing facility. Six tests were undertaken to investigate sliding and overturning failure modes; impact energies were 250 and 750 kJ. Data collected during testing includes multiple high-speed videos and pre- and post-test laser scans.
The wall performed successfully, and it has been approved for use on site. The first installation is anticipated by mid-to- late 2018.
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Estimation Of Travel Distance For Landslides In Soil Slopes
Methods for prediction of the post failure travel distance for landslides from cuts, fills and natural soil slopes are presented. The methods first require assessment of the likely mechanics of initial sliding, based on the material properties and slope geometry with a view to identifying if the subsequent travel of the landslide will be “rapid” or “slow”. The post failure travel distance is then estimated for “rapid” slides from consideration of the slide mechanism, material type, slope geometry and/or slide volume; and for “slow” slides based on the residual factor of safety and estimated surface of rupture.
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The dynamic behaviour of some fine-grained subgrade soils under traffic load
The flexible pavement is a very important infrastructure asset which normally consists of asphalt or a sprayed seal surface layer and the underlying base and sub-base courses. The subgrade soil is the existing soils and is the foundation of the pavement. It can be said that the performance of the pavement significantly depends on the bearing capacity of the subgrade. Therefore, an understanding of the behaviour of the subgrade soils would increase the confidence of pavement engineers in the design. Under the moving traffic load the behaviour of the subgrade soils contains two parts: resilient and permanent deformation. In order to investigate this behaviour in the laboratory repeated load triaxial equipment is used. Due to the complicated, time-consuming and expensive procedure, it is a challenge to perform the repeated load triaxial test as a routine basic test. Previous studies have reported the significant influence of the subgrade soil properties and loading conditions on the resilient and permanent deformation. In the current paper, the resilient and permanent deformation behaviour of several fine-grained soils collected from various locations in Victoria, Australia were studied. The effect of subgrade soil physical properties and stress conditions on the resilient modulus and permanent deformation for the experimental soils are examined and discussed.
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Soft Soil Engineering In Practice
Engineering development on soft soils has grown rapidly in recent years, spurred by an increasing demand on land space for infrastructure expansion. However, the combination of poor strength, high compressibility and low permeability characteristics inherent to soft soils form a problematic suite of conditions, placing overlying structures at risk of excessive deformation and instability. Managing these conditions is particularly challenging to designers and constructors. This paper presents a summary of the critical findings and conclusions gained through the author’s own experience in designing embankments over soft soils. Particular emphasis is placed on the interpretation of geotechnical parameters using empirical correlations to validate test results and design assumptions, and specific design considerations that may impact on the performance of embankments built on soft soils. This paper also discusses design criteria, methods for settlement and stability control, commonly used ground stabilisation techniques, and approach to manage soft soil risks. The purpose of the paper is to provide suggestions towards a holistic approach to soft soil engineering based on the author’s experience. Examples are also provided to illustrate the author’s views and findings, which are not intended to be exhaustive.
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Assessment of Methodologies for Reburial of Excavated Acid Sulfate Soft Soils Within Shell Cove Boat Harbour Zone
A study was carried out to assess the practical aspects of placement of excavated disturbed Acid Sulfate Soft Soils (ASSS) within the future Shell Cove Boat Harbour excavation zone at the proposed Shell Cove Boat Harbour development. The objective of the work was to assess and comment on the methodology from a geotechnical perspective for the placement of ASSS material ‘in the moist’ rather than as ‘dredged slurry’, during Stage 2 of construction. Two large field trial cells (approximately 15m by 15m at base, and 4.5m high) were constructed to practically observe, test and assess different placement scenarios. The following three scenarios were assessed:
- Placement of untreated ASSS material
- Placement of Agricultural lime treated ASSS material to modify soil shear strength and consistency
- Placement of Hydrated lime treated ASSS material to modify soil shear strength and consistency
Track rolling via long reach excavators and swampy dozers were utilised to place, spread and remove the large air voids between clumps/clods of the ASSS material within the trial cells. The neutralisation capacity of the various limes for treatment of Acid Sulfate Soil was also assessed in a preliminary manner. It should be noted that the focus of the work from the addition of lime was on geotechnical modification/stabilisation aspects rather than assessment of Acid Sulfate Soil neutralisation capacity.
Shear strength of ASSS material was assessed using a hand-held shear vane. The shear strength of the soils was measured at the borrow pits prior to excavation of material. It was then compared with the measured shear strength of the soil in different layers placed within the trial cells for different scenarios. Comments are provided in relation to the effects of the mixing agent on the shear strength of the soil.
Construction of bunds within harbour excavation zone including bund sizing and stability of bund to be used by earthmoving plant was also assessed and commented on. Change in soft soil pH due to addition of agricultural and Hydrated limes was also assessed. Waiting time to place subsequent layers within the cells and the effect of weather conditions on the placed soft soils within trial cells is also discussed to some extent in this paper.
Utilisation of a new type of long reach excavator not previously used in Australia is also discussed. This innovative construction technique enabled the excavator to travel directly onto soft disturbed soils and to spread the soils within the harbour excavation zone in a manner that provided enormous cost and time savings for the client.
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Verification of pile design with bi-directional load testing
A large-scale pile testing programme, in-part comprising nineteen bi-directional load tests and forty-seven thermal integrity profile tests, was undertaken on 0.9m and 1.5m diameter bored piles up to 35m in length for the Victoria Park to Canning Level Crossing Removal Project, Western Australia. The bi-directional load tests were undertaken using Ougan Supercells, an assembly of cone-shaped hydraulic jacks, placed within each test pile at a level that would generate near equal and opposite upward and downward directed forces, facilitating shaft friction and end bearing measurements. The supercells were typically located within the bottom third of the test piles allowing pile behaviour at depth and at the pile base to be investigated. This paper discusses the interpretation of bi-directional load test data, pile-displacement behaviour and pile load distribution obtained in the tests carried out. Full mobilisation of pile capacity was observed in the lower test segment of a number of tests. Large displacement of the lower test segment allowed ultimate pile shaft friction and end bearing to be measured in very low strength Osborne Formation Siltstone and Shale. The significant displacement of the lower test segments was attributed to pile base disturbance during construction even though thorough base cleaning of the piles was undertaken. Pile constructability factors resulted in lower anticipated pile shaft friction as well as end bearing. Comparison is made between measured and estimated ultimate values from conventional rock uniaxial compressive strength-based methods for the Osborne Formation, and from cone penetration test-based method for the superficial formation.
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Evaluation of changes of the Thornthwaite Moisture Index in Victoria
Climate change has become one of the most pressing environmental concerns and the greatest challenges to global infrastructure today. It has been demonstrated by many researchers that Victoria along with other Australian States and Territories has been experiencing a drying trend over the last several decades. Numerous lightly-loaded residential buildings constructed on expansive soils are subjected to distortions arising from differential ground movements caused by seasonal soil moisture changes. The climatic parameter, Thornthwaite Moisture Index (TMI) has been widely used by geotechnical engineers and practitioners as a means of classifying climatic zones and estimating the depth of design soil suction changes. The main aim of this paper is to evaluate changes of TMI index in Victoria in the past 60 years. Long-term (1954-2013) meteorological data from 70 weather stations across Victoria were employed to develop TMI isopleth maps for the three 20-year periods (i.e. 1954-1973, 1974-1993 and 1994-2013). The methodology and equations employed for TMI computation are presented and a worked example is provided as well.