Plastic Axial Load and Moment Interaction Curves for Fire-Exposed Steel Sections with Thermal Gradients

Garlock, María Eugenia Moreyra; Quiel, Spencer E.

doi:10.1061/(asce)0733-9445(2008)134:6(874)

Cited by 48 publications

(35 citation statements)

References 4 publications

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“…The plot shows that the column's axial load ratio increases due to increasing temperature (and decreasing strength) until the P-M curve reaches the P-M capacity envelope and the column fails. Note that the P-M capacity envelope has shifted because the unprotected column has developed a thermal gradient through its cross section (Garlock and Quiel 2008), which is caused by uneven heating of the column as shown in Fig. 11.5.…”

Section: Low-rise Structural Fire Resultsmentioning

confidence: 99%

“…Each flange is modeled with 96 fibers, and each web is modeled with 48 fibers. Levels of discretization used for the structural and thermal models are consistent with those used by Quiel and Garlock (2010) and Garlock and Quiel (2008), respectively. The fiber-beam elements are capable of capturing plastic behavior and out-of-plane buckling but not local plate buckling.…”

Section: Evaluating Resistance To Subsequent Firementioning

confidence: 99%

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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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Section: Low-rise Structural Fire Resultsmentioning

confidence: 99%

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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“…6(a) shows the normalized P-M path that the column takes until failure for OS_OriginalThermal and OS_NewMaterial. The plot compares those curves with the normalized P-M path calculated by SAFIR and the plastic P-M interaction capacity envelope at the time of failure calculated based on Garlock and Quiel [17]. The plot shows that the normalized P-M path steps outside of the capacity envelope when calculated using the current formulation in OpenSees, and with the module with the updated material model but no change in the moment calculation.…”

Section: Single Element Validation: 1mp Perimeter Columnmentioning

confidence: 97%

Modeling steel structures in OpenSees: Enhancements for fire and multi-hazard probabilistic analyses

Khorasani

Garlock

Quiel

2015

Computers & Structures

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“…According to the American Society of Civil Engineers (ASCE) Report Card on America's Infrastructure [5], one-fourth of the nation's bridges are either structurally deficient or obsolete. Increased traffic demands combined with this deteriorated state of the nation's bridges increases their vulnerability to many types of natural and manmade hazards including but not limited to earthquakes, corrosion, blasts, storm surge, and fires.…”

Section: Open Accessmentioning

confidence: 99%

Residual Axial Capacity Comparison of CFFT and RC Bridge Columns after Fire

Echevarria¹,

Zaghi

Christenson

et al. 2015

Polymers

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Abstract:The fire performance of protected concrete-filled fiber reinforced polymer (FRP) tube (CFFT) and conventional reinforced concrete (RC) bridge columns is studied through two phases of experimental research comprised of fire exposure and residual axial capacity tests. Two one-fifth scale CFFT columns and two one-fifth scale conventional RC columns having similar axial and flexural capacities were subjected to two durations of extreme temperature exposure. The CFFT columns were protected by the Tyfo ® CFP fire protection system during the experiments. Subsequently, the post-fire robustness of the columns was quantified by measuring the residual axial capacity characteristics of each column. The protected CFFT columns exhibited superior axial strength and stiffness retention compared to the RC columns after fire exposure.

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Plastic Axial Load and Moment Interaction Curves for Fire-Exposed Steel Sections with Thermal Gradients

Cited by 48 publications

References 4 publications

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

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

Modeling steel structures in OpenSees: Enhancements for fire and multi-hazard probabilistic analyses

Residual Axial Capacity Comparison of CFFT and RC Bridge Columns after Fire

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