ORCID Profile
0000-0001-8072-636X
Current Organisation
University of Tasmania
Does something not look right? The information on this page has been harvested from data sources that may not be up to date. We continue to work with information providers to improve coverage and quality. To report an issue, use the Feedback Form.
Publisher: Elsevier BV
Date: 10-2009
Publisher: ASTM International
Date: 23-08-2018
DOI: 10.1520/GTJ20170279
Publisher: Elsevier BV
Date: 08-2023
Publisher: Canadian Science Publishing
Date: 11-2014
Abstract: This paper presents the results of compression and tension load tests performed on a single helical pile installed in dense sand. The pile was instrumented using strain gauges that allowed the shaft and base load resistance to be separated and the distribution of shaft resistance along the pile during the test to be determined. The pile was loaded first in compression, with a maintained load test, followed by a constant rate of penetration load test being performed to assess the effects of creep on the pile’s response to compression loading. The pile was then loaded in tension using a maintained load test procedure. Finite element analyses were performed using Abaqus and these helped to provide additional insights to explain the response of the instrumented pile during loading. The test showed that during compression loading, substantial bearing pressures developed beneath the pile helix, which provided the majority of axial load resistance. During tension loading, uplift pressure mobilized on the helix again provided the majority of axial resistance. The strain gauges suggested that the pile load response to compression loading was ductile. During tension loading, the pile response was brittle. Whilst load tests performed on only one instrumented pile test are presented, the use of instrumentation and finite element analyses allowed important insights into the load–displacement response of helical piles.
Publisher: AIP Publishing
Date: 2023
DOI: 10.1063/5.0130947
Abstract: A finite difference lattice Boltzmann method (FDLBM) for the simulation of mud and debris flows for one-dimensional cases has been introduced. The proposed FDLBM recovers the generalized equations of mud and debris flows, that is, an unsteady one-dimensional Saint-Venant equation, including the effects of the non-Newtonian behavior of the mixture of water and soil, contraction–expansion losses (or large eddy loss), wind force, various geometries, and lateral inflow or outflow. The proposed FDLBM can be implemented for various non-Newtonian viscoplastic constitutive models of the studied mud and debris flows. The method is validated against previous studies for several benchmark cases, including steady-state problems, hydraulic jump tests, dam breaks with dry and wet beds, and slope dam break floods. Finally, the Anhui debris dam failure flood was investigated by this approach, and the results demonstrated a good agreement with the observed computational and field tests.
Publisher: Springer Science and Business Media LLC
Date: 28-08-2019
Publisher: Elsevier BV
Date: 06-2023
Publisher: Springer Science and Business Media LLC
Date: 06-07-2020
Publisher: Springer Science and Business Media LLC
Date: 24-11-2021
Publisher: Springer Science and Business Media LLC
Date: 08-10-2020
Publisher: Elsevier BV
Date: 02-2023
Publisher: Scientific and Academic Publishing
Date: 12-2012
Publisher: Thomas Telford Ltd.
Date: 03-2020
Abstract: Generation of negative excess pore-water pressure (NEPWP) due to the excavation of saturated soils under undrained conditions and the dissipation that follows over time may result in different short- and long-term slope instability. The NEPWP generated due to excavation gradually decreases towards equilibrium or, in some cases, steady seepage. Hence, total pore-water pressures immediately after excavation are lower than the ultimate equilibrium values, leading to a reduction of the average effective stresses in the slope and subsequently threatening stability in the long term. In this research study, the stability of three benchmark civil and mining excavations has been studied, considering the effects of the generation and dissipation of NEPWP. A series of numerical simulations are conducted to determine the role of in situ stresses and time in NEPWP dissipation as well as the consequent effects on the stability of the excavated slopes. To conduct a realistic time-dependent transient analysis, fully coupled hydro-geomechanical formulation has been employed. Results show that in general, higher removal of stress levels lead to higher NEPWP generation and higher factor of safety values in the short term. Thereafter, the dissipation of NEPWP threatens the long-term stability of the excavation.
Publisher: Elsevier BV
Date: 06-2018
Publisher: Wiley
Date: 07-2010
Publisher: CRC Press
Date: 25-05-2006
DOI: 10.1201/B16818-89
Publisher: Springer Science and Business Media LLC
Date: 03-02-2020
Publisher: Elsevier BV
Date: 08-2019
Publisher: Elsevier BV
Date: 10-2020
Publisher: Elsevier BV
Date: 09-2020
Publisher: Elsevier BV
Date: 03-2018
Publisher: Springer Science and Business Media LLC
Date: 30-10-2021
Publisher: Elsevier BV
Date: 04-2020
Publisher: CRC Press
Date: 20-07-2017
Publisher: Elsevier BV
Date: 10-2019
Publisher: Springer Science and Business Media LLC
Date: 10-08-2021
Publisher: Springer Science and Business Media LLC
Date: 29-07-2022
DOI: 10.1007/S40948-022-00451-W
Abstract: Large-scale open-pit mining activities have profound impacts on the surrounding landscape and environment. At the cessation of open-pit mining, the rehabilitation of large void spaces can be achieved by pit-lake filling, where the water body provides a confining pressure on surrounding mine surfaces, reducing both the likelihood of slope failure and the need for ongoing slope maintenance. Although pit-lakes present a range of long-term benefits, the geotechnical performance of mines containing soft soils that are susceptible to creep under increasing loads due to pit-lake filling is seldom considered. From a geotechnical standpoint, creep induced failure is commonly associated with slow, downslope movements, prior to critical slope failure events. In this research, time-dependent slope stability analyses based on creep-sensitive materials are presented for an open-cut mine undergoing pit-lake filling. Numerical simulation provides a mechanism for the assessment of materials exhibiting soft soil creep constitutive behaviour under various loading conditions due to pit-lake filling. The response of mine surfaces is investigated for various filling regimes, highlighting location-dependent deformation rates, pore pressures and slope Factors of Safety for a large Australian open-pit brown coal mine. Results are presented for two separate creep-sensitive materials, identifying the ability to achieve final, stable landforms for a range of long-term pit-lake conditions. Time-dependent creep deformation behaviour is investigated for a large Victorian open-pit brown coal mine undergoing pit-lake rehabilitation. The soft soil creep model is implemented for a large open-pit rehabilitation model, to assess long-lasting creep movements of a specific mine slope. Mine void filling rates are simulated for a range of rehabilitation scenarios over a 5 to 40 year period, identifying the excess pore water pressure distributions in addition to vertical and horizontal deformations rates. The long-term behaviour of 8 cross-section profiles is presented, identifying the effect of pit-lake filling for silt and clay interseam materials.
Publisher: Elsevier BV
Date: 06-2018
Publisher: CRC Press
Date: 17-06-2010
DOI: 10.1201/B10554-121
Publisher: Oxford University Press (OUP)
Date: 21-12-2012
DOI: 10.1093/IJLCT/CTS077
Publisher: Elsevier BV
Date: 06-2011
Publisher: Thomas Telford Ltd.
Date: 12-2013
Abstract: A wide range of correlations have been proposed between cone penetration test end resistance, q c , and the ultimate end bearing pressure developed by bored piles. The q c value is typically related to the pile end bearing resistance at a normalised pile displacement equal to 10% of the pile diameter, q b0·1 , through a correlation factor, α. While it is generally accepted that constant α factors can be applied for the design of displacement piles, a combination of field tests and finite-element analyses of bored piles in sand has resulted in a myriad of design approaches, some of which suggest that α varies with pile geometry, stress level and sand density. In this paper the results of finite-element analyses are presented which suggest that a constant α factor can be adopted for the design of deep foundations in sand.
Publisher: Springer Science and Business Media LLC
Date: 28-11-2021
Publisher: Springer Science and Business Media LLC
Date: 23-04-2018
Publisher: Informa UK Limited
Date: 28-08-2013
Publisher: Elsevier BV
Date: 04-2018
Publisher: Elsevier BV
Date: 06-2016
Publisher: Elsevier BV
Date: 11-2018
Publisher: Thomas Telford Ltd.
Date: 12-2013
Abstract: This paper presents the results of full-scale load tests performed to investigate the end bearing pressure mobilised by continuous flight auger piles installed in sand. In particular, the tests considered the effects of the footing width and, by varying the load test procedure (from maintained load test to constant rate of penetration), allowed quantification of creep effects. By comparing the load test results with in situ test results from cone penetration tests, correlations between the end bearing pressure mobilised at normalised settlement levels of 10% of the footing width and the cone penetration test q c value were studied. For the maintained load tests, these correlations were found to be similar to those used in routine design practice. When creep effects were reduced using constant rate of penetration load testing, the end bearing pressure mobilised was significantly higher than that assumed in normal practice, and it was in keeping with the results of finite-element analyses performed using a soil model that ignored creep. In the final section, the field test results are compared to database pile load tests performed on non-displacement piles in sand.
Publisher: Elsevier BV
Date: 12-2020
Publisher: Elsevier BV
Date: 10-2017
Publisher: Elsevier BV
Date: 05-2019
Publisher: Elsevier BV
Date: 07-2021
Publisher: ASTM International
Date: 19-09-2014
DOI: 10.1520/GTJ20140028
Publisher: Elsevier BV
Date: 11-2012
No related grants have been discovered for Ali Tolooiyan.