Experimental studies on in-plane performance of plasterboard sheathed ceiling diaphragms

Liu, Angela; Li, Minghao; Shelton, Roger

doi:10.5459/bnzsee.52.2.95-106

Cited by 5 publications

(7 citation statements)

References 5 publications

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“…For plasterboard ceiling diaphragms, values of G vary significantly, as a result of different construction details in the different application situations. As reported by Liu [19], the value of G corresponding to the stiffest plasterboard ceiling diaphragms could be 17 times that of the most flexible plasterboard ceiling diaphragms, where the stiffest case represents the diaphragms where the fasteners to attach plasterboards to timber frames are closely spaced with tapes and stops between ceiling and walls. In contrast, the most flexible plasterboard ceiling diaphragms are the diaphragms where the fasteners from plasterboard to frames are sparsely spaced with neither tapes nor stops between ceiling and walls.…”

Section: Modelling Techniques Of Ltf Walls and Ceiling Diaphragmsmentioning

confidence: 82%

“…All these buildings contain plasterboard walls and plasterboard ceiling diaphragms as typical of NZ house construction. In studying these case study buildings, the in-plane racking behaviour of plasterboard bracing walls and ceiling diaphragms are modelled, using the models developed based on NZ practice as described by Liu et al [18,19]. The models simplify the plasterboard bracing walls and diaphragms into 2D plate elements with calibrated shear moduli at different deformation stages to match the test loaddeformation curves.…”

Section: Methodology For Studying the Seismic Effects Of Irregular Lt...mentioning

confidence: 99%

“…In evaluating the seismic performance of the case study buildings, a 3D numerical model for each case study building was created using ETABS software [21]. For the 3D ETABS models, in-plane stiffness of LTF plasterboard walls and plasterboard ceiling diaphragms were modelled using the equivalent models developed by Liu [18,19], where the racking model of the plasterboard bracing walls and in-plane rigidity model of plasterboard ceiling diaphragms were developed, based on backbone curves of the cyclic tests of these structural assemblies.…”

Section: Modelling Techniques Of Ltf Walls and Ceiling Diaphragmsmentioning

confidence: 99%

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Seismic effects of bracing irregularity of light timber-framed buildings

Liu

Li²

2023

BNZSEE

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Most residential buildings in New Zealand are low-rise light timber-framed (LTF) buildings, constructed according to a prescriptive standard – NZS 3604:2011 Timber-framed buildings. NZS 3604:2011 tabulates the seismic demand and also specifies the test procedure for evaluating the seismic resistance of proprietary LTF walls, which are often plasterboard walls. Designers need to ensure the provided total seismic bracing capacity is at least equal to the total seismic bracing demand, provided that bracing arrangements satisfy the specified irregularity limits. The irregularity limits of bracing arrangements in NZS3604:2011 were established based on engineering rules of thumb rather than rigorous scientific evidence. Earthquake damage observed in the 2010/11 Canterbury earthquake sequence demonstrated that simple regular LTF houses performed well while irregular houses often had significant damage that was uneconomical to repair. This suggested that the irregularity of LTF buildings was an important factor responsible for the exacerbated earthquake damage. To quantify seismic effects of permissible irregularities in NZS 3604:2011 and provide scientific evidence for elaborating irregularity limits in NZS 3604:2011, three single storey LTF buildings with varying degrees of permissible plan irregularities were designed and their seismic performance was studied by conducting three-dimensional non-linear push-over analyses. For the non-linear push-over analyses, the in-plane behaviour of LTF walls and ceiling diaphragms were modelled using the models, developed based on NZ practice, as reported in previous research. The study revealed that permissible irregular bracing arrangements in NZS 3604:2011 could amplify lateral deflections significantly, in comparison with the regular counterparts. As a result, irregular LTF buildings within the scope of NZS 3604:2011 could be susceptible to damage due to excessive deformations in earthquakes and this suggests that the irregularity limits in current NZS 3604:2011 be reviewed and tightened.

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Section: Modelling Techniques Of Ltf Walls and Ceiling Diaphragmsmentioning

confidence: 82%

Section: Methodology For Studying the Seismic Effects Of Irregular Lt...mentioning

confidence: 99%

Section: Modelling Techniques Of Ltf Walls and Ceiling Diaphragmsmentioning

confidence: 99%

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Seismic effects of bracing irregularity of light timber-framed buildings

Liu

Li²

2023

BNZSEE

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“…Through experimental tests and theoretical derivations, it highlights the strengths and weaknesses of this common type of internal partitions. Following on from the special issue dedicated to Seismic Performance on Non-Structural Elements (SPONSE) published in the Bulletin in 2017 and a stream of other papers published more recently on different aspects/issues of NSEs [42][43][44][45][46][47][48][49][50], these two papers further underline the emergence of the Bulletin as a prominent outlet of state-of-the-art papers on this important topic.…”

Section: Articles In This Issue Of Nzsee Bulletinmentioning

confidence: 97%

Hybrid posttensioned rocking (HPR) frame buildings: Low-damage vs low-loss paradox

Dhakal

2021

BNZSEE

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The 2010-11 Canterbury Earthquake Sequence inflicted seismic losses worth more than $40B, which is about 25% of the GDP of New Zealand (as per 2011 data). More than 80% of these losses were insured, which comprised of more than $10B covered by the Earthquake Commission (a New Zealand crown entity providing insurance to residential property owners) and more than $22B (comprising of roughly equal split between domestic and commercial claims) by private insurers [1]. The scale of financial impact has been perceived to be disproportionately large given the building regulatory regime in New Zealand is relatively stringent and the earthquakes and aftershocks were of moderate magnitude. As it is well known that some of the major faults spread in the Wellington region and the subduction boundary passing through the centre of New Zealand can generate much bigger earthquakes (upwards of magnitude 8), people are left pondering whether New Zealand is able to cope with the financial impact of larger earthquakes. This fearful realisation gradually led to people being dissatisfied with merely life-safe buildings and demanding more resilient buildings that meet the objectives of performance based design; i.e. suffer less damage, incur less loss, and can remain functional after earthquakes. In light of the extensive building damage resulting in high financial loss in recent earthquakes, practicing engineers and researchers in New Zealand have been advocating for revising the current design approach to improve performance of new structures and infrastructure in future earthquakes [2-5]. As a result, large proportion of buildings constructed in the last decade (including those built to replace earthquake-damaged buildings) have shied away from the traditional damage-friendly ductile structural systems and instead adopted one of the new and emerging structural systems claimed to be “low-damage”. In many cases, the adopted structural systems are not covered by existing design standards and are approved as alternate solutions through expert peer review. The “low-damage” attribute of most structural systems has been validated by component (or sub-assembly) level experimental tests, but their interactions with other building components and implications of their use in buildings have not been rigorously scrutinised. Hence, the rushed adoption of some of these systems in buildings can surprise the engineering community in future earthquakes with mismatch between the expected and real performances of the buildings; akin to what New Zealand engineering fraternity is currently going through due to realisation of poor seismic performance of precast hollow-core flooring system that has been widely used in New Zealand buildings without rigorous scrutiny. One such “low-damage” structural system is precast post-tensioned rocking frames with supplemental energy dissipaters. This paper summarises the development of this structural system, critically reviews the literature reporting the seismic performance of this system, and qualitatively evaluates system-level implications of its use in buildings. This paper is intended to better inform engineers of the likely seismic performance of buildings with this structural system so that they can optimise its benefits by giving due consideration to its effect on other building components.

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“…I feel privileged to be communicating with you with four very diverse papers in this issue and hope the readers will find this issue very informative and valuable. Two papers [4,5] in this issue are related to seismic performance of partition walls and ceiling diaphragms made of plasterboard. Together with other recent papers [2, 6-8] on seismic performance of nonstructural elements (SPONSE), these papers provide further evidence that New Zealand researchers have been increasingly active in this topic since the Canterbury earthquake sequence, which highlights the importance of building contents and nonstructural elements in the continued functionality of buildings.…”

Section: Editorial Rajesh P Dhakalmentioning

confidence: 99%

Editorial

Dhakal¹

2019

BNZSEE

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Experimental studies on in-plane performance of plasterboard sheathed ceiling diaphragms

Cited by 5 publications

References 5 publications

Seismic effects of bracing irregularity of light timber-framed buildings

Seismic effects of bracing irregularity of light timber-framed buildings

Hybrid posttensioned rocking (HPR) frame buildings: Low-damage vs low-loss paradox

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