Performance of steel moment resisting frames with RBS connections under fire loading

Memari, Mehrdad; Mahmoud, Hussam

doi:10.1016/j.engstruct.2014.05.040

Cited by 38 publications

(12 citation statements)

References 42 publications

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“…This model was firstly experimented by Rubert and Schaumann for investigation of standard fire loading effects on moment resisting frame structures [26]. This model has been analyzed by some other researchers [27][28][29]. The geometric configuration and loading details of this frame are depicted in Figure 5.…”

Section: Modeling Validationmentioning

confidence: 99%

Collapse assessment of Protected Steel Moment Frame under Post-earthquake Fire

Gerami

Mirzaei

2019

Scientia Iranica

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Postal code: 3513119111, Semnan, Iran Tel: +989125540046 Fax: +982333321005 Biographical notes: Pouria Mirzaei is a PhD student in the field of earthquake engineering in Semnan university of Iran. He has receive his M.Sc. degree from Iran University of science and technology (IUST) in 2012. He is working in a civil engineering company as a consultant engineer. His major specialty relates to fire engineering and modelling of structural systems. Mohsen Gerami is a Professor of civil engineering in Semnan University of Iran. He has received his Ph.D. from Tarbiat Modares University in 2003. His studies cover a wide range of topics in the structural and earthquakes engineering, including dynamic analysis of structures, performance based engineering, near fault ground motion effects and fire engineering. AbstractThis paper investigates the behavior of low-, medium-and high-rise protected steel moment resisting frames under post-earthquake fire through two different methods. In the first method, the pushover analysis is utilized to simulate the response of the sample structures for various target displacements. Then the thermal-mechanical analysis is implemented to evaluate the behavior of the damaged frames under fire, assuming that the fireproofing is delaminated at the end regions of the beams. In the second method, the seismic response of the frames under two sets of the MCE-scaled near and far fault ground motion records is determined employing the time history analysis. In this method, the damage of fireproofing is characterized by the maximum inter-story drift ratio. The results of the study revealed that the method 1 give similar results to the method 2, for most cases. It is also found that for sufficiently large drift demands, the collapse of the frames under post-earthquake fire occurs in side-way mode, while for lower seismic responses, the local failure of beams dominates other failure modes. Moreover, it was found that the reduction of fire resistance time due to the effects of MCE seismic loads ranges 4% to 27% for the considered structures.

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Section: Modeling Validationmentioning

confidence: 99%

Collapse assessment of Protected Steel Moment Frame under Post-earthquake Fire

Gerami

Mirzaei

2019

Scientia Iranica

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“…Many researchers have focused on studying individual structural components to observe behavior when subjected to a fire. In particular, beam-to-column connections have been studied at length (Al-Jabri et al, 2006; Fischer and Varma, 2017; Garlock and Selamet, 2010; Hu and Engelhardt, 2011; Mahmoud et al, 2016; Memari and Mahmoud, 2014; Pakala et al, 2012; Qian et al, 2008; Sarraj, 2007; Tan and Huang, 2005; Wang et al, 2011; Yang et al, 2009; Yu et al, 2009). Beams, columns, and floors have also been studied in isolation (Agarwal et al, 2014; Agarwal and Varma, 2011, 2014; Choe et al, 2011; Dwaikat et al, 2011; Kodur et al, 2013; Naser and Kodur, 2016; Selamet and Garlock, 2012; Selden et al, 2016; Selden and Varma, 2016; Takagi and Deierlein, 2007; Zhao and Kruppa, 1997).…”

Section: Fire Hazardsmentioning

confidence: 99%

Research review: Post-earthquake fire assessment of steel buildings in the United States

Chicchi

Varma

2017

Advances in Structural Engineering

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Researchers and practitioners have traditionally analyzed building hazards independently; however, with the recent focus on resilience, a multi-hazard analysis approach has emerged which considers the implications of cascading hazards. This article reviews the state of the art for analysis and design of steel moment frame buildings subjected to fires following earthquakes, also known as post-earthquake fires. The current design and analysis approaches for fire and seismic hazards in the United States, which follow prescriptive approaches, are each explained. Performance-based methodologies for each hazard are described. A literature review pertaining to the system behavior of buildings exposed to post-earthquake fires is provided. This includes consideration of nonstructural damage caused from earthquakes that could in turn affect building fire performance. Finally, recommendations are made for future post-earthquake fire analyses and design using incremental dynamic analyses and incremental fire analyses to capture building performance when subjected to various levels of these cascading hazards. The procedure for this methodology is explained, providing a direction for future research.

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“…However, no global collapse of frame occurred in the test. Memari and Mahmoud investigated the global response of SAC steel buildings and local behavior of the RBS connections under various fire scenarios. They concluded that single bay fire exposure did not affect the global stability of the frames, while significant local buckling developed in the flange and web of the reduced section.…”

Section: Introductionmentioning

confidence: 99%

Collapse analysis of regular and irregular tall steel moment frames under fire loading

Heshmati

Aghakouchak

2019

Structural Design Tall Build

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This study is carried out to evaluate the progressive collapse of steel buildings under fire event. To this end, a 15-story steel structure with moment-resisting system and composite floors is considered. The effects of various parameters such as beam section size, gravity load ratio, vertical irregularity of resisting system, and location of fire compartments on collapse modes are investigated numerically. Different temperature-time curves are defined across the composite floors according to the Eurocode 4. It is found that local collapse of the frames at the ground floor fire is triggered by the buckling of the interior heated columns at approximately 540°C. The redistributed loads by floors delay the global collapse at least 45 min. Increasing gravity loads accelerates the global collapse of the frames significantly. The heated columns of the middle floor buckle at higher temperature compared to the ground floor heated columns and no global collapse occur due to this scenario. In general, the potential of collapse of the regular and irregular frame due to fire in the edge bay is higher compared to the fire in the middle bay. It is also found that the local and global collapse of regular frames occur earlier than irregular frames. KEYWORDS collapse mode, column buckling, concrete slab, progressive collapse, tall steel frame, vertical irregularity 1 | INTRODUCTION The fire-induced collapse of real tall steel buildings such as the World Trade Centre (WTC) Towers in New York (2001), Windsor Tower in Madrid (2005), and the Plasco building in Tehran (2017) provided important information about the stability and progressive collapse of high-rise buildings during fire events. The progressive collapse of structures is defined as "the spread of an initial local failure from element to element, resulting eventually in the collapse of an entire structure or a disproportionately large part of it". [1] The level of damage to the buildings due to fire can be extensive and is dependent on various factors such as material properties, intensity and duration of fire, and also external factors such as wind conditions, firefighting operation, and building height. While steel materials have been widely used in many tall structures, temperature sensitivity of steel material is a major disadvantage, since the mechanical properties of steel deteriorate significantly at high temperatures. According to Eurocode 3, [2] the yield stress of steel remains unchanged up to 400°C. But at 700°C and 900°C, it reduces to 23% and 6% of ambient temperature yield stress, respectively. Also the yield stress and modulus of elasticity of steel material reach almost zero at 1,200°C.Fire and heat in buildings cause changes in the geometry (thermal expansion) and material properties (reduction of stiffness and strength) of structural members. In the frame structures in early stages of fire, the thermal expansion effects are crucial, and then, if further increase in temperature occurs, the reduction of stiffness and strength of materials will be more import...

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Performance of steel moment resisting frames with RBS connections under fire loading

Cited by 38 publications

References 42 publications

Collapse assessment of Protected Steel Moment Frame under Post-earthquake Fire

Collapse assessment of Protected Steel Moment Frame under Post-earthquake Fire

Research review: Post-earthquake fire assessment of steel buildings in the United States

Collapse analysis of regular and irregular tall steel moment frames under fire loading

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