[논문]Fire Behavior of Steel Columns Encased by Damaged Spray-applied Fire Resistive Material

Kwak, Yoon Keun; Pessiki, Stephen; Kwon, Kihyon

Fire Behavior of Steel Columns Encased by Damaged Spray-applied Fire Resistive Material 원문보기

Architectural research, v.10 no.1, 2008년, pp.1 - 11

Kwak, Yoon Keun (Department of Architectural Engineering, Kumoh National Institute of Technology) , Pessiki, Stephen (Department of Civil & Environmental Engineering, Lehigh University) , Kwon, Kihyon (Department of Civil & Environmental Engineering, Lehigh University)

Abstract ▼ AI-Helper

A Steel column with damaged spray-applied fire resistive material (SFRM) may exhibit reduced structural performance due to the effects of elevated temperature during fire events. Thus, the fire load behavior of steel columns with removed or reduced SFRM needs to be examined to predict the structural damage by fire. FEM analyses were performed for the flange thinning removal models in which the SFRM was reduced as a constant strip in thickness at the top flange of the column. The temperature results for all models obtained from the heat transfer analyses were included as an initial condition in the FEM structural analyses. In this study, the results of analysis show that even small remnants of SFRM led to an effective reduction of temperature at any given fire duration, and improved significantly the axial load capacity of a column as compared to the complete removal cases of SFRM.

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문제 정의

The objective of this research is to investigate the temperature distributions and the axial load behavior of steel columns protected by damaged SFRM during the action of fire.
The effects of both residual stresses and out-of-plane were ignored in the model. This is because the current study focuses on the influence of the damaged SFRM on the axial load behavior of the columns in fire.

가설 설정

(1) The steel temperatures increase as the removal size increases. Also, the complete removal of the SFRM leads to dramatic rise of temperature and significantly reduces the fire resistance of steel column.
(2) The capacities of all models decrease as the fire duration increase. Also, as the removal size of the SFRM increases, the capacity of the steel column decreases.

제안 방법

A transient heat transfer analysis was conducted. This is because temperatures in a member vary with time in fire, and an overall temperature history of the member needs to be solved for the following structural analysis.
All FEM structural analyses were conducted with displacement control of the steel column to obtain the maximum strength of the steel column and to capture post peak resistance behavior of steel columns after reaching the ultimate load. Fire loading was applied for specified fire durations of 60, 120, and 180minutes.
Analysis is performed to examine the fire load behavior of steel columns with damaged SFRM subjected to concentric axial compression. Nonlinear heat transfer analyses are performed to predict the temperature distribution in the steel columns under the action of the ASTM E-119 curve.
(1997) studied stability issues of steel columns in fire. In their studies, the behavior of steel columns subjected to axial compressive forces was investigated both numerically and experimentally. Concentrically loaded as well as eccentrically loaded columns were considered.
The analytical approach consists of two sequential analysis steps: (1) heat transfer analysis; and (2) structural analysis. The heat transfer analysis is conducted first to evaluate temperatures in the columns under the action of fire, and then the structural analysis is conducted to investigate the structural behavior due to temperature distributions obtained from the previous heat transfer analysis.
The heat transfer analysis is conducted to simulate the transfer of heat from the fire to the structural members. The structural analysis is conducted to determine the complete structural response of the column subjected to the fire loading and axial load.
As shown in Figure 2, the specific heat tends to increase with an increase in temperature up to 700℃, peaks near 735℃, and then tends to decrease after 735℃. The specific heat relationship given in the Eurocode 3 was modified in this research. Figure 2 compares the original Eurocode 3 specific heat with a modified specific heat relationship.
The heat transfer analysis is conducted to simulate the transfer of heat from the fire to the structural members. The structural analysis is conducted to determine the complete structural response of the column subjected to the fire loading and axial load. The fire loading is first applied using the temperature-time history output obtained from previous heat transfer analysis.

대상 데이터

2x18 (W360x370x134, G=134kg/m). They were made of Grade 50 steel (Fy=345Mpa), and the entire height of columns was 8bf (i.e., 2.952m). Each steel column was modeled with a simple supported boundary condition.

이론/모형

According to NIST SP 1000-5(2004), the thermal conductivity and specific heat of Blaze Shield were determined as a function of temperature up to 1200℃ and their test data were used in this research.
The thermal conductivity was measured according to ASTM C 1113 test method for thermal conductivity of refractories by hot wire (Platinum Resistance Thermometer Technique) and it was used. Figure 8 shows the preliminary result for thermal conductivity as a function of temperature.
This is because temperatures in a member vary with time in fire, and an overall temperature history of the member needs to be solved for the following structural analysis. The time increment in each transient heat transfer analysis was controlled automatically by ABAQUS, and was done with the backward Euler method. The heat transfer analysis is nonlinear because the material properties are temperaturedependent.

성능/효과

(3) Even small remnants of SFRM led to an effective reduction of temperature at any given fire duration, and improved significantly the axial load capacity of a column as compared to the complete removal cases of SFRM.

참고문헌 (26)

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상세보기
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