Structural Response of World Trade Center Buildings 1, 2 and 7 to Impact and Fire Damage

McAllister, Therese P.; Gross, John L.; Sadek, Fahim; Kirkpatrick, Steven W.; MacNeill, Robert; Zarghamee, Mehdi S.; Erbay, Omer O.; Sarawit, Andrew T.

doi:10.1007/s10694-012-0289-2

Cited by 22 publications

(8 citation statements)

References 34 publications

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“…In turn this led to the weakening and collapsing of the trusses. NIST [16][17][18][19] also conducted a comprehensive investigation of this accident and provided many important conclusions which promoted on-going efforts in fire safety research.…”

Section: Fire Technology 2015mentioning

confidence: 99%

A Case Study on a Fire-Induced Collapse Accident of a Reinforced Concrete Frame-Supported Masonry Structure

Guan

et al. 2015

Fire Technol

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In 2003, an 8-storey reinforced concrete (RC) frame-supported masonry structure, located in Hengyang City, China, underwent a severe fire-induced collapse accident. Information on the structure and the fire scenario is presented. It includes the design data, the site observation record of the fire incident, and the laboratory material test results. Preliminary investigation reveals that about 45.9% of the bottom storey of the RC frame experienced temperatures in excess of 800°C, and its central area reached 1300°C. Such a severe fire load, of fairly high temperature and large area, is thought to be the primary cause of the progressive collapse of the entire building structure. To better understand the collapse mechanism, this study presents a coupled thermo-mechanical numerical simulation of the building collapse. The actual collapse area is well reproduced by the proposed numerical model. The simulation further demonstrates that the initial damage happened to two interior columns exposed to temperature of 1300°C. Such damage was also attributable to the large gravity load they carried, and the complicated nature of the local structural arrangements. The adjacent structural members were subsequently damaged, because they were also weakened by the fire, and were over-loaded by the redistributed load. Failure of the two interior columns and adjacent area eventually triggered a progressive collapse. Further, the effect of some critical factors on the collapse mechanism is discussed. On the basis of this numerical case study, practical design considerations on the key structural components, the fire compartments, and the structural robustness are given for the prevention of the fire-induced progressive collapse of RC frame structures.

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Section: Fire Technology 2015mentioning

confidence: 99%

A Case Study on a Fire-Induced Collapse Accident of a Reinforced Concrete Frame-Supported Masonry Structure

Guan

et al. 2015

Fire Technol

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“…Indeed the importance of irregular building layouts, the position of service cores, and lateral restraint to thermal expansion are already known (through computational modeling studies of real high rise buildings) to be potentially important for full-structure response to fire (e.g. Usmani et al 2006, Flint et al 2007, McAllister et al 2012, Flint et al 2013). …”

Section: Structural Interactions and Asymmetrymentioning

confidence: 99%

A contemporary review of large-scale non-standard structural fire testing

2013

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In recent years, large-scale structural fire testing has experienced something of a renaissance. After about a century with the standard fire resistance test being the predominant means to characterize the response of structural elements in fires, both research and regulatory communities are confronting the many inherent problems associated with using simplified single element tests, on isolated structural members subjected to unrealistic temperature-time curves, to demonstrate adequate structural performance in fires. As a consequence, a shift in testing philosophy to large-scale non-standard fire testing, using real rather than standard fires, is growing in momentum. A number of custom made, non-standard testing facilities have recently been constructed or are nearing completion. Non-standard fire tests performed around the world during the past three decades have identified numerous shortcomings in our understanding of real building behavior during real fires; in most cases these shortcomings could not have been observed through standard furnace tests. Supported by a grant from the Fire Protection Research Foundation, this paper presents a review of relevant non-standard structural fire engineering research done at the large-scale around the world during the past few decades. It identifies gaps and research needs based both on the conclusions of previous researchers and also on the authors' own assessment of the information presented. A review of similar research needs assessments carried out or presented during the past ten years is included. The overarching objective is to highlight gaps in knowledge and to help steer future research in structural fire engineering, particularly experimental research at the large-scale.

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“…Connections in steel structures not only transfer load from one loadbearing member to another, but, through their rigidity, also influence internal forces. Just how devastating the failure of one connection can be for an entire steel structure in the event of fire became apparent in the collapse of World Trade Center 7, a 47-storey building in New York City, on 11 September 2001 [1] . Owing to the fires caused by the collapse of the two towers (WTC 1 and WTC 2), a beam-column connection failed on the 13th floor.…”

Section: Introductionmentioning

confidence: 99%

Tension‐shear interaction of high‐strength bolts during and after fire

Lange

Kawohl

2019

Steel Construction

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Connections in steel structures play an essential role in the structural stability of the entire construction. This is also true in the event of a fire. The difficulty in designing connections for fire lies in the fact that not only material properties, but also loads applied to the connections change depending on temperature. In addition, the temperature‐dependent decrease in the tensile strength of high‐strength bolts does not coincide with the decrease in shear strength. So far, the influence of combined tension and shear loading on high‐strength bolts has not been studied in detail. This project included carrying out interaction tests on high‐strength bolts of property class 10.9 (fu = 1000 N/mm2). Post‐fire performance was examined in addition to observing the loadbearing behaviour during fire. The examinations were completed with additional material tests. The results were compared with earlier research on the temperature‐dependent loadbearing capacity of high‐strength bolts during and after temperature loading as well as on the loadbearing behaviour of bolts in steel structures under combined tension and shear loads. This investigation contributes to a better understanding of the loadbearing capacity of high‐strength bolts under combined loading during and after a fire.

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Structural Response of World Trade Center Buildings 1, 2 and 7 to Impact and Fire Damage

Cited by 22 publications

References 34 publications

A Case Study on a Fire-Induced Collapse Accident of a Reinforced Concrete Frame-Supported Masonry Structure

A Case Study on a Fire-Induced Collapse Accident of a Reinforced Concrete Frame-Supported Masonry Structure

A contemporary review of large-scale non-standard structural fire testing

Tension‐shear interaction of high‐strength bolts during and after fire

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