ORCID Profile
0000-0001-7826-5760
Current Organisation
Western Sydney University
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Structural Engineering | Civil Engineering | Geospatial Information Systems | Geotechnical Engineering | Geomechanics and Resources Geotechnical Engineering | Resources Engineering and Extractive Metallurgy | Civil Engineering Not Elsewhere Classified | Structural Engineering |
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Publisher: Elsevier BV
Date: 07-2012
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-2013
Publisher: Elsevier BV
Date: 04-2015
Publisher: SAGE Publications
Date: 11-2012
DOI: 10.1260/1369-4332.15.11.1989
Abstract: Serviceability limit state is an important limit state in the reliability analysis of building structures. One of the serviceability limit states to consider in the design is the lateral displacement or drift check. Due to the uncertainties in the cross-sectional dimensions and the mechanical properties of materials, the lateral drift of structures is a random variable. Second order effects also lify the lateral displacements and are a function of gravity loads and lateral displacements. In this study, the drift reliability of steel frames and the effects of second order analysis are investigated using geometric nonlinear analysis and Monte Carlo Simulation technique. Results show that for the drift limit state that does not include P–Δ effect, reliability indices do not depend on return period of the load cmbination, the wind to gravity load ratio or the drift limits. On the other hands, for the limit state in which P–Δ effect is incorporated, in low wind to gravity range, the reliability indices are sensitive, and could change dramatically. The limit state that does not have the P–Δ effect is the lower bound of load combination with 50 year return period, but is the upper bound for the other load combination with 20 year return period. Furthermore, the value of drift limit affects the reliability indices for the limit states that include P–Δ effect.
Publisher: Elsevier BV
Date: 09-2011
Publisher: Elsevier BV
Date: 11-2014
Publisher: Elsevier BV
Date: 11-2014
Publisher: Elsevier BV
Date: 09-2008
Publisher: Elsevier BV
Date: 11-2008
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2012
Publisher: Elsevier BV
Date: 12-2014
Publisher: American Society of Civil Engineers (ASCE)
Date: 2013
Publisher: Elsevier BV
Date: 12-2014
Publisher: SAGE Publications
Date: 09-2014
DOI: 10.1260/1369-4332.17.9.1315
Abstract: Although the current design codes apply reliability-based calibration procedures to evaluate safety factors for the strength based limit state, the safety factors used to ensure minimum ductility capacities are rather simple and are not resulted from a probability-based procedure. This study examines level of safety delivered by the current design codes with regards to providing minimum curvature ductility for reinforced concrete (RC) beams made with normal strength concrete. Reliability analysis results show that with regard to the strength limit state, the considered design codes are in good agreement with one another. However, there is considerable disparity in the level of safety provided for minimum curvature ductility amongst the codes. The provided reliability for the design to remain ductile is too low in some and just about acceptable in the others. This signifies the importance and the need to introduce reliability based methods of design for ductility.
Publisher: SAGE Publications
Date: 07-2014
DOI: 10.1260/1369-4332.17.7.993
Abstract: An investigation based on sequential analysis is performed here on the Immediate Occupancy performance level of important structures designed to the ACI 318–08 code after they are subjected to earthquake level with PGA of 0.30 g. This is followed by a fire analysis of the damaged structure, from which the time it takes for the damaged structure to collapse is calculated. As a benchmark, the fire analysis is also performed for the undamaged structure and before the occurrence of earthquake. The results indicate that the vulnerability of structures increases when a previously damaged structure is exposed to fire. A post-earthquake fire (PEF) factor as a function of the required fire resistance time is then proposed to improve the fire resistance of important buildings subjected to PEF. Whilst the investigation is for a certain class of structures (important building, intermediate reinforced structure, 5 stories) and the results can only be expected to be applicable to the cases investigated, it is hoped that it paves the way for further research into this important phenomenon.
Publisher: Wiley
Date: 10-08-2014
DOI: 10.1002/TAL.1035
Publisher: Elsevier BV
Date: 09-2016
Publisher: Elsevier BV
Date: 02-2012
Publisher: Elsevier BV
Date: 03-2014
Publisher: Elsevier BV
Date: 04-2014
Publisher: Elsevier BV
Date: 11-2012
Publisher: Copernicus GmbH
Date: 19-06-2013
DOI: 10.5194/NHESS-13-1579-2013
Abstract: Abstract. Near-fault ground motions with long-period pulses have been identified as being critical in the design of structures. These motions, which have caused severe damage in recent disastrous earthquakes, are characterized by a short-duration impulsive motion that transmits large amounts of energy into the structures at the beginning of the earthquake. In nearly all of the past near-fault earthquakes, significant higher mode contributions have been evident in building structures near the fault rupture, resulting in the migration of dynamic demands (i.e. drifts) from the lower to the upper stories. Due to this, the static nonlinear pushover analysis (which utilizes a load pattern proportional to the shape of the fundamental mode of vibration) may not produce accurate results when used in the analysis of structures subjected to near-fault ground motions. The objective of this paper is to improve the accuracy of the pushover method in these situations by introducing a new load pattern into the common pushover procedure. Several pushover analyses are performed for six existing reinforced concrete buildings that possess a variety of natural periods. Then, a comparison is made between the pushover analyses' results (with four new load patterns) and those of FEMA (Federal Emergency Management Agency)-356 with reference to nonlinear dynamic time-history analyses. The comparison shows that, generally, the proposed pushover method yields better results than all FEMA-356 pushover analysis procedures for all investigated response quantities and is a closer match to the nonlinear time-history responses. In general, the method is able to reproduce the essential response features providing a reasonable measure of the likely contribution of higher modes in all phases of the response.
Publisher: Elsevier BV
Date: 02-2009
Publisher: Informa UK Limited
Date: 08-05-2014
Publisher: Elsevier BV
Date: 12-2016
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-2005
Publisher: Emerald
Date: 13-05-2014
DOI: 10.1108/IJSI-03-2013-0005
Abstract: – Post-earthquake fire (PEF) can lead to a rapid collapse of structures partially damaged by earthquake. As there is almost no established PEF provisions by codes and standards, PEF investigations are therefore needed for those buildings. The paper aims to discuss these issues. – A non-linear PEF analysis comprises three steps, which are the application of gravity loads, earthquake loads and then fire loads. As a fire generally initiates on one floor and then spreads to other floors, applying a sequential fire is more realistic than applying a concurrent fire on several floors. Hence, in this study, the fire is applied sequentially to the floors with a time delay. – The results indicate a substantial reduction in the resistance of the damaged frame when subjected to PEF. In addition, the results of applying the PEF sequentially is more realistic than the concurrent fire. – It was better to perform an experimental test to have a better understanding of the issue. – PEF can potentially result in a catastrophe in areas located in seismic regions. Thus, investigating the effect of PEF on previously damaged structures is of importance.
Publisher: American Concrete Institute
Date: 03-2016
DOI: 10.14359/51688201
Publisher: Elsevier BV
Date: 06-2015
Publisher: Wiley
Date: 12-2011
Publisher: Wiley
Date: 24-10-2011
DOI: 10.1002/TAL.729
Publisher: Wiley
Date: 14-08-2013
DOI: 10.1002/TAL.1109
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-1994
Publisher: Elsevier BV
Date: 06-2000
Publisher: Elsevier BV
Date: 10-2016
Publisher: Elsevier
Date: 2015
Publisher: Informa UK Limited
Date: 05-03-2015
Publisher: Springer Science and Business Media LLC
Date: 20-05-2014
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2014
Publisher: Elsevier BV
Date: 09-1994
Publisher: Elsevier BV
Date: 09-2011
Publisher: Elsevier BV
Date: 10-2012
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2007
Publisher: Elsevier BV
Date: 09-2013
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-2016
Publisher: Elsevier BV
Date: 2009
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-1997
Publisher: Elsevier BV
Date: 04-2010
Publisher: Elsevier BV
Date: 03-2012
Publisher: Wiley
Date: 09-04-2012
DOI: 10.1002/TAL.599
Publisher: Elsevier BV
Date: 12-2008
Publisher: American Society of Civil Engineers (ASCE)
Date: 09-1995
Publisher: Thomas Telford Ltd.
Date: 07-2013
Abstract: Design codes allow a limited amount of moment redistribution in continuous reinforced concrete beams and often make use of lower bound values in the procedure for estimating the moment redistribution factors. Here, based on the concept of demand and capacity rotation, and by means of Monte Carlo simulation, a probabilistic model is derived for the evaluation of moment redistribution factors. Results show that in all considered cases, the evaluated mean and nominal values of moment redistribution factor are greater than the values provided by the ACI code. On the other hand, the 5th percentile value of moment redistribution factor could be lower than those specified by the code. Although the reduction of strength limit state reliability index attributable to uncertainty in moment redistribution factors is not large, it is comparable to the reduction in reliability index resulting from increasing the ratio of live to dead load.
Publisher: Wiley
Date: 10-2011
DOI: 10.1002/TAL.553
Publisher: SAGE Publications
Date: 04-2004
Abstract: Lateral-distortional buckling may occur in I-section beams with slender webs and stocky flanges. A computationally efficient method is presented in this paper to study this phenomenon. Previous studies on distortional buckling have been on the use of 3 rd and 5 th order polynomials to model the displacements. The present study provides an alternative way, using Fourier Series, to model the behaviour. Beams of different cross-sectional dimensions, load cases and restraint conditions are examined and compared. The accuracy and versatility of the method are verified by calibrating against the results of other published studies. The present method is believed to be a simple and efficient way of determining the buckling load and mode shapes of I-section beams that are susceptible to lateral-distortional buckling modes.
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-2016
Publisher: Elsevier BV
Date: 10-2017
Publisher: Elsevier BV
Date: 11-2014
Publisher: Elsevier BV
Date: 02-2013
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2016
Publisher: Wiley
Date: 12-11-2010
DOI: 10.1002/TAL.638
Publisher: Elsevier BV
Date: 05-2010
Publisher: Elsevier BV
Date: 12-2012
Publisher: Emerald
Date: 12-2013
DOI: 10.1260/2040-2317.4.4.207
Abstract: Post-earthquake fire (PEF) is considered as one of the most problematic potentially possible disasters in urban areas, as it may result in a conflagration. Most standards and criteria, however, ignore the possibility of fire after earthquake and therefore, majority of conventional buildings are not designed to resist thermal loading after an earthquake. Thus, there is high likelihood of rapid collapse for those buildings damaged partially after an earthquake, which are subjected immediately to a following fire. An investigation based on sequential analysis inspired by FEMA356 is performed in this paper on two RC frames three and five stories at the Life-Safety performance level and designed to the ACI 318-08 code after they are subjected to a spectral PGA of 0.35g. This is followed by a five-hour fire analysis of the weakened structures, from which the time it takes for the damaged structures to collapse is calculated. As a point of reference, the fire resistance is also determined for undamaged structures and before the occurrence of earthquake. The results show that the structures previously damaged by the earthquake and exposed to PEF are more vulnerable than those that are not damaged. A CPEF greater than 1 is then introduced as a function of fire extinguishing or evacuating time that can be multiplied by the base shear at the time of design in order to increase members sizes and thus improve the PEF resistance. Whilst the investigation is for a certain class of structures (ordinary buildings, intermediate reinforced concrete structure, three and five stories), the results confirm the need for the incorporation of post earthquake fire in the process of analysis and design, and provides some quantitative measures on the level of associated effects.
Publisher: Elsevier BV
Date: 05-2015
Publisher: Elsevier BV
Date: 08-2004
Publisher: SAGE Publications
Date: 25-10-2016
Abstract: This article presents the results of tensile tests performed on E-glass/Epoxy composite coupons. Eighteen GFRP panels were manufactured and cured in laboratory environment, out of which specimens in size of 25 mm × 250 mm specimens were cut. The specimens were categorised into three groups the first group was post-cured at 60℃ oven for 16 h while the second and the third groups were placed under seawater at 60℃ for about 60 days and 4 months to represent saturation condition and ageing, respectively. The mechanical parameters such as elastic modulus (E), ultimate tensile strain (ɛu) and shear modulus (G) which are reported here were measured and were compared to one another showing that these are influenced by different conditioning regimes to a great extent.
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2016
Publisher: Springer Science and Business Media LLC
Date: 12-2012
Publisher: Elsevier BV
Date: 03-2013
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2007
Publisher: Informa UK Limited
Date: 04-2013
Publisher: Springer Science and Business Media LLC
Date: 20-08-2014
Publisher: Wiley
Date: 12-2015
Publisher: Elsevier BV
Date: 1994
Publisher: Elsevier BV
Date: 06-2000
Publisher: Elsevier BV
Date: 10-2012
Publisher: SAGE Publications
Date: 2004
DOI: 10.1260/136943304322985774
Abstract: Distortional buckling, unlike the usual lateral-torsional buckling in which the cross-section remains rigid in its own plane, involves distortion of web in the cross-section. This type of buckling typically occurs in beams with slender web and stocky flanges. Most of the published studies assume the web to deform with a cubic shape function. As this assumption may limit the accuracy of the results, a fifth order polynomial is chosen here for the web displacements. The general line-type finite element model used here has two nodes and a maximum of twelve degrees of freedom per node. The model not only can predict the correct coupled mode but also is capable of handling the local buckling of the web.
Publisher: Elsevier
Date: 2015
Publisher: Elsevier BV
Date: 12-2011
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2007
Publisher: Wiley
Date: 19-03-2013
DOI: 10.1002/TAL.1084
Publisher: SAGE Publications
Date: 02-2013
DOI: 10.1260/1369-4332.16.2.245
Abstract: This paper presents a detailed investigation of the lateral performance of X-strap braced cold-formed steel shear walls and their response modification factor, R. Four full-scale 2.4 × 2.4 m specimens with different configurations were tested, and their responses recorded under a standard cyclic loading regime. Of particular interest were the specimens' maximum lateral load capacity and deformation behaviour as well as a rational estimation of the seismic response modification factor. The study also looks at the failure modes of the system and investigates the main factors contributing to the ductile response of the cold formed steel (CFS) shear walls in order to suggest improvements so that the shear steel walls respond plastically with a significant drift and without any risk of brittle failure, such as connection failure or stud buckling. The walls tested have different number of strap elements with different angles, and brackets. The study shows that the performance of this kind of CFS lateral resistant system under cyclic loads is satisfactory and can be considered reliable. A discussion on the calculated response factors in comparison to those suggested in the relevant codes of practice is also presented.
Publisher: Thomas Telford Ltd.
Date: 2016
Abstract: Post-earthquake fire (PEF) contributes significantly to loss of life and property following large earthquakes in urban regions. In the absence of adequate PEF provisions in the codes and criteria, an investigation is performed on a reinforced concrete portal frame, ided into two unequal parts by a firewall. Acknowledging that firewalls could break down after earthquake, three fire exposure scenarios are assumed: only the left part exposed, only the right part exposed and the entire frame exposed. In the first two scenarios, the firewall remains intact, whereas in the third it is assumed to be broken down. The building is first pushed to displacement corresponding to the life safety level of performance based on FEMA 356 code. Then, using a natural fire curve, fire analysis is performed. Fire-alone analysis is performed to provide a point of reference. No failure occurs in any of the fire-alone scenarios, or when exposing the smaller part of the building to the PEF. In contrast, exposing the larger part and the entire frame to PEF makes the frame fail at around 50 min and 25 min, respectively. This shows the importance of firewalls to reduce vulnerability of reinforced concrete buildings in case of PEF. The approach used allows designers to choose the position and configuration of firewalls to best protect a building against PEF.
Publisher: Informa UK Limited
Date: 19-05-2014
Publisher: Elsevier BV
Date: 07-2014
Publisher: Elsevier BV
Date: 08-2015
Publisher: Wiley
Date: 16-10-2010
DOI: 10.1002/TAL.623
Start Date: 01-2002
End Date: 02-2007
Amount: $799,000.00
Funder: Australian Research Council
View Funded ActivityStart Date: 02-2004
End Date: 06-2005
Amount: $10,000.00
Funder: Australian Research Council
View Funded ActivityStart Date: 07-2022
End Date: 07-2027
Amount: $4,980,000.00
Funder: Australian Research Council
View Funded Activity