Fire load: Survey data, recent standards, and probabilistic models for office buildings

Khorasani, Negar Elhami; Garlock, María Eugenia Moreyra; Gardoni, Paolo

doi:10.1016/j.engstruct.2013.07.042

Cited by 42 publications

(25 citation statements)

References 10 publications

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“…The authors collected and studied available surveys in the literature on fire load density in office buildings (Elhami Khorasani et al 2014). The results of four surveys on office buildings from different countries, and using different surveying methods, were compared to older data from eight other surveys, as well as the design values suggested by codes.…”

Section: Fire Loadmentioning

confidence: 99%

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Probabilistic Evaluation Framework for Fire and Fire Following Earthquake

Khorasani

Garlock

Gardoni

2016

Multi-Hazard Approaches to Civil Infrastructure Engineering

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This work provides a probabilistic framework to evaluate the performance of a structure under fire and fire following earthquake, by studying response of the structure for several limit states and incorporating uncertainties in demand and capacity parameters. The multi-hazard framework is then applied to a steel moment resisting frame (MRF) to evaluate the structural performance of the MRF under post-earthquake fires. The study develops probabilistic models for key quantities with uncertainty including fire load, as well as yield strength and modulus of elasticity of steel at elevated temperatures. The MRF is analyzed under several fire scenarios and fire locations. Results show that the location of fire in the frame (e.g., lower vs. upper floors and interior vs. exterior bays) affects the element response. Compartments in the interior bays reach limit states faster than those on the perimeter of the frame, and upper floors reach limit states sooner than lower floors. The post-earthquake damage does not affect the structural response under fire for the considered limit states, but post-earthquake fire increases the drift demand on columns located at the perimeter of the structure. IntroductionThe available codes and guidelines on design of structures for fire are based on performance evaluation at the component level and using deterministic approaches, while fire events and performance of structures at elevated temperatures involve

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Section: Fire Loadmentioning

confidence: 99%

“…In a recent study on historical FFE events, 20 cases from seven different countries were collected, 15 of which occurred between 1971and 2014(Elhami Khorasani and Garlock 2015. Fire that followed the earthquake in a majority of these cases caused considerable damage.…”

Section: Introductionmentioning

confidence: 99%

Probabilistic Evaluation Framework for Fire and Fire Following Earthquake

Khorasani

Garlock

Gardoni

2016

Multi-Hazard Approaches to Civil Infrastructure Engineering

Self Cite

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“…The duration and maximum temperature for this type of fire curve will depend on the compartment geometry (specifically volume and ventilation) as well as fuel load. A detailed survey and discussion of fire load density in office buildings is provided by Khorasani et al (2014).…”

Section: Evaluating Resistance To Subsequent Firementioning

confidence: 99%

Progressive Collapse Resistance for Steel Building Frames: A Cascading Multi-Hazard Approach with Subsequent Fire

Quiel

2016

Multi-Hazard Approaches to Civil Infrastructure Engineering

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The design of building frames for progressive collapse resistance typically includes a two-phase sequence: (1) the initial hazard that causes localized damage and (2) the subsequent response of the structure to redistribute loads and bridge over the damaged areas. However, recent events have shown that local damage to building frames is commonly followed by a fire which subsequently ignites near the location of the damage. In current practice, little consideration if any is given to fire as a cascading hazard for progressive collapse-resistant design. Fire exposure for a damaged structure could be detrimental to the short-term stability of that structure and may pose a significant threat to the safe evacuation of building occupants. This chapter explores the effects of fire following an extreme event that causes failure of one column on the perimeter of a steel building frame-this damage scenario represents the typical design case for assessing progressive collapse resistance. Two prototype office buildings are considered: a low-rise (5-story) new construction and a high-rise (38-story) preexisting structure. The approach focuses on implementation of the US Government guidelines for progressive collapse resistance and assumes that the extreme event not only damages one column but also damages active fire protection (i.e., sprinklers) in the vicinity of the structural damage. Results of these studies include estimates of the time to collapse initiation and a correlation between the level of remaining passive fire protection (i.e., fire-resistive materials applied to the structural elements) and the collapse time. The goal of this chapter is to raise awareness of potential fire hazards that may follow extreme events and provide guidance for the assessment of these hazards.

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“…Additionally, the available data shows that considerable uncertainty exists in defining fire load density and properties of material at elevated temperatures [9]. Therefore, a reliability approach to evaluating structures in fire is necessary, and consequently a finite element program that can effectively model fire and FFE while also incorporating uncertainties in the thermal analysis is needed.…”

Section: Introductionmentioning

confidence: 99%