Seismic fragility of suspended ceiling systems used in NZ based on component tests

Dhakal, Rajesh; MacRae, Gregory A.; Pourali, Atefeh; Paganotti, Giacomo

doi:10.5459/bnzsee.49.1.45-63

Cited by 20 publications

(19 citation statements)

References 7 publications

(22 reference statements)

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“…The hysteresis behaviour of the joints and the degradation due to cyclic loading were represented in the model combining the element "zeroLength" element with the uniaxial material "Pinching4". Dhakal et al (2016) continued the work presented in Paganotti et al (2011) and performed static tests on connections of cross and main runners of two different manufacturing companies. The failures reported in both typologies were tearing of the slot in the transversal runner in tension and buckling of the joint in compression, ultimately causing its compression and deformation.…”

Section: Introductionmentioning

confidence: 74%

“…The work here presented aims to characterize the behaviour of two typologies of suspended ceiling joints, whose shape and performance significantly differ from all the suspended ceiling joints already investigated in Literature. In order to accurately compare the experimental results, the setup was designed similarly to the previous experimental campaigns on ceiling joints (Soroushian et al 2016b;Dhakal et al 2016).…”

Section: Introductionmentioning

confidence: 99%

“…The category "seismic" joints, especially designed to withstand earthquake events, is here compared to "standard" joints. The performance of the latter is discussed and compared to the behaviour of other joints previously tested (Soroushian et al 2016a;Dhakal et al 2016). Several preliminary numerical analyses are here presented to evaluate the suitability of the boundary conditions assumed in the experimental tests.…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Experimental and numerical assessment of suspended ceiling joints

Fiorin

Brandolese

Scotta

2020

Bull Earthquake Eng

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During an earthquake, damages of non-structural components can prevent the safe occupancy of buildings and contribute largely to the global economic losses. Ceiling systems are among the most common non-structural components, since they are widely installed in public buildings, retails and offices. As demonstrated by the failures reported after seismic events worldwide, ceiling joints are often subjected to damage that ultimately leads to collapse of the ceiling system. While perimeter joints have been assessed in many experimental campaigns, there are limited data regarding experimental and numerical characterisation of inner joints. Moreover, the available experimental results are characterized by elasto-fragile behaviour and concern devices which differ in size and type from the mechanical connections commonly manufactured in Europe. In this work a preliminary numerical study on a full-scale suspended ceiling model has been performed to evaluate the main actions on suspended ceiling joints. Moreover, an extensive experimental campaign has been conducted on a type of the so-called “standard” and “seismic” joints, produced in Europe and installed in different typologies of runners. Specimens were subjected to monotonic and cyclic quasi-static tests, using a similar setup to the ones used in Literature to allow a comparison of the performances obtained. Moreover, numerical models of the joints were developed and calibrated on the experimental results. The aim of this work is to evaluate the performance of different types of inner joints and investigate the influence of shape and dimensions of tees to the performance of the connection. The results here presented allows to accurately characterise the behaviour of inner joints and finally enhancing the global seismic behaviour of suspended ceilings.

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Section: Introductionmentioning

confidence: 74%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Experimental and numerical assessment of suspended ceiling joints

Fiorin

Brandolese

Scotta

2020

Bull Earthquake Eng

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“…The total unit weight of the third ceiling is assumed as 6.5 kg/m 2 . These additional two curves are produced based on the fragility curves of most critical ceiling components [30]. Figure 6(a) shows these three fragility curves corresponding to different rivet sizes and unit weights.…”

Section: Generalized Fragility Function For Typical Ceiling Systemsmentioning

confidence: 99%

“…The seismic force in ceiling components is directly related to the seismic weight applied on it. Therefore, the maximum seismic force induced in a ceiling can be assumed directly proportional to the length of the ceiling or the length of grid member [30]. In other words, the floor acceleration a ceiling can sustain decreases linearly with the ceiling length.…”

Section: Generalized Fragility Function For Typical Ceiling Systemsmentioning

confidence: 99%

Simplified seismic loss functions for suspended ceilings and drywall partitions

Dhakal

Pourali

Saha

2016

BNZSEE

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Post-disaster reconnaissance reports frequently list non-structural components (NSCs) as a major source of financial loss in earthquakes. Moreover, minimizing their damage is also of vital significance to the uninterrupted functionality of a building. For efficient decision making, it is important to be able to estimate the cost and downtime associated with the repair of the damage likely to be caused at different hazard levels used in seismic design. Generalized loss functions for two important NSCs commonly used in New Zealand, namely suspended ceilings and drywall partitions are developed in this study. The methodology to develop the loss functions, in the form of engineering demand parameter vs. expected loss due to the considered components, is based on the existing framework for the storey level loss estimation. Nevertheless, exhaustive construction/field data are employed to make these loss functions more generic. In order to estimate financial losses resulting from the failure of suspended ceilings, generalized ceiling fragility functions are developed and combined with the cost functions, which give the loss associated with typical ceilings at various peak acceleration demands. Similarly, probabilities of different damage states in drywall partitions are combined with their associated repair/replacement costs to find the cumulative distribution of the expected loss due to partitions at various drift levels, which is then normalized in terms of the total building cost. Efficiencies of the developed loss functions are investigated through detailed loss assessment of case study reinforced concrete (RC) buildings. It is observed that the difference between the expected losses for ceilings, predicted by the developed generic loss function, and the losses obtained from the detailed loss estimation method is within 5%. Similarly, the developed generic loss function for partitions is able to estimate the partition losses within 2% of that from the detailed loss assessment. The results confirm the accuracy of the proposed generic seismic loss functions.

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Shake‐table tests of innovative drift sensitive nonstructural elements in a low‐damage structural system

Bianchi

Ciurlanti

Perrone

et al. 2021

Earthq Engng Struct Dyn

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Post‐earthquake damage reports have continuously highlighted the significant vulnerability of nonstructural elements to seismic events. Nonstructural damage has severe impact in the building recovery, increasing the socioeconomic losses even for low intensity events. In the last few years, research efforts have focused on the development of innovative nonstructural solutions, to be combined with damage‐resistant structural skeletons in order to obtain an overall high‐performance building. As part of a European Union (EU)‐funded project, the effectiveness of such integrated skeleton&envelope low‐damage system in reducing the earthquake related losses was investigated. Tridimensional shake table tests on a 1:2 scaled timber‐concrete low‐damage structural skeleton, “dressed” by different innovative nonstructural elements (glass/concrete facades, gypsum/masonry partitions), were performed at the National Laboratory for Civil Engineering (LNEC) in Lisbon, Portugal. The shake table tests were carried out at increasing seismic intensities to investigate the structural and nonstructural performance up to a higher‐than Collapse Prevention Limit State according to the Italian Code (975 years return period). This paper focuses on the dynamic behavior of nonstructural elements with detailed discussion on construction detailing, seismic demand and performance of the innovative solutions. The high performance of nonstructural elements proved the potential of the details introduced in the partitions/facades. Minimal or no damage was observed up to the end of the overall testing sequence, which reached moderate‐to‐high interstory drift ratios (more than 1.00%) ‐ typically expected to cause severe damage to traditional nonstructural partitions/infills/facades.

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Seismic fragility of suspended ceiling systems used in NZ based on component tests

Cited by 20 publications

References 7 publications

Experimental and numerical assessment of suspended ceiling joints

Experimental and numerical assessment of suspended ceiling joints

Simplified seismic loss functions for suspended ceilings and drywall partitions

Shake‐table tests of innovative drift sensitive nonstructural elements in a low‐damage structural system

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