Energy Based Temperature Profile for Heat Transfer Analysis of Concrete Section Exposed to Fire on One Side
For fire safety purposes, the fire resistance and the
structural behavior of reinforced concrete members are assessed to
satisfy specific fire performance criteria. The available prescribed
provisions are based on standard fire load. Under various fire
scenarios, engineers are in need of both heat transfer analysis and
structural analysis. For heat transfer analysis, the study proposed a
modified finite difference method to evaluate the temperature profile
within a cross section. The research conducted is limited to concrete
sections exposed to a fire on their one side. The method is based on
the energy conservation principle and a pre-determined power
function of the temperature profile. The power value of 2.7 is found
to be a suitable value for concrete sections. The temperature profiles
of the proposed method are only slightly deviate from those of the
experiment, the FEM and the FDM for various fire loads such as
ASTM E 119, ASTM 1529, BS EN 1991-1-2 and 550 oC. The
proposed method is useful to avoid incontinence of the large matrix
system of the typical finite difference method to solve the
temperature profile. Furthermore, design engineers can simply apply
the proposed method in regular spreadsheet software.
[1] O. M.A. Youssef, M. Moftah, "General stress-strain relationship for
concrete at elevated temperatures", Eng. Struct., 29(10), 2007, 2618-
2634.
[2] AS 3600, Concrete structures. Australia: Committee BD-002, 2001.
[3] BS EN 1991-1-2, Actions on structures: Part 1-2 General actionsÔÇö
structures exposed to fire. Brussels (Belgium): European Committee for
Standardization, 2002.
[4] ACI 216.1-07, Standard method for determining fire resistance of
concrete and masonry construction assemblies. Detroit: American
Concrete Institute; 2007.
[5] ASTM E 119, Standard methods of fire test of building construction and
materials, Test Method E119a -08. American Society for Testing and
Materials, West Conshohocken, PA, 2008.
[6] ISO 834, Fire-resistance testsÔÇöelements of building constructionÔÇöPart
1: General requirements. International Standard, Geneva, 1999.
[7] S. Bratina, M. Saje, I. Planinc, "The effects of different strain
contributions on the response of RC beams in fire", Eng. Struct., 29(3),
2007, 418-430.
[8] A. Law, J. Stern-Gottfried, M. Gillie, G. Rein, "The influence of
travelling fires on a concrete frame", Eng. Struct., 33, 2011, 1635-1642.
[9] T.T. Lie, Structural fire protection. ASCE Manuals and Reports on
Engineering Practice, No. 78, New York, NY, USA, 1992.
[10] V.R. Kodur, T.C. Wang, F.P. Cheng, "Predicting the fire resistance
behaviour of high strength concrete columns", Cem. Concr. Compos.,
26, 2004, 141-153.
[11] V.K.R. Kodur, M. Dwaikat, "A numerical model for predicting the fire
resistance of reinforced concrete beams", Cem. Concr. Compos., 30,
2008, 431-443.
[12] S.F. El-Fitiany, M.A. Youssef, "Assessing the flexural and axial
behaviour of reinforced concrete members at elevated temperatures
using sectional analysis", Fire Saf. J., 44, 2009, 691-703.
[13] K. V. Wong, Intermediate Heat Transfer. New York: Marcel Dekker,
INC., 2003, ch. 5.
[14] ANSYS, ANSYS multiphysics. Version 11.0 SP1. ANSYS Inc.,
Canonsburg (PA), 2007.
[15] BS EN 1992-1-2, Design of concrete structures. General rules.
Structural fire design. Brussels (Belgium): European Committee for
Standardization, 2004.
[16] ASTM E 1529, Standard Test Methods for Determining Effects of Large
Hydrocarbon Pool Fires on Structural Members and Assemblies. ASTM
Intl., West Conshohocken, PA., 2000.
[17] C.G. Bailey, E. Ellobody, "Fire tests on bonded post-tensioned concrete
slabs", Eng. Struct., 31, 2009, 686-696.
[1] O. M.A. Youssef, M. Moftah, "General stress-strain relationship for
concrete at elevated temperatures", Eng. Struct., 29(10), 2007, 2618-
2634.
[2] AS 3600, Concrete structures. Australia: Committee BD-002, 2001.
[3] BS EN 1991-1-2, Actions on structures: Part 1-2 General actionsÔÇö
structures exposed to fire. Brussels (Belgium): European Committee for
Standardization, 2002.
[4] ACI 216.1-07, Standard method for determining fire resistance of
concrete and masonry construction assemblies. Detroit: American
Concrete Institute; 2007.
[5] ASTM E 119, Standard methods of fire test of building construction and
materials, Test Method E119a -08. American Society for Testing and
Materials, West Conshohocken, PA, 2008.
[6] ISO 834, Fire-resistance testsÔÇöelements of building constructionÔÇöPart
1: General requirements. International Standard, Geneva, 1999.
[7] S. Bratina, M. Saje, I. Planinc, "The effects of different strain
contributions on the response of RC beams in fire", Eng. Struct., 29(3),
2007, 418-430.
[8] A. Law, J. Stern-Gottfried, M. Gillie, G. Rein, "The influence of
travelling fires on a concrete frame", Eng. Struct., 33, 2011, 1635-1642.
[9] T.T. Lie, Structural fire protection. ASCE Manuals and Reports on
Engineering Practice, No. 78, New York, NY, USA, 1992.
[10] V.R. Kodur, T.C. Wang, F.P. Cheng, "Predicting the fire resistance
behaviour of high strength concrete columns", Cem. Concr. Compos.,
26, 2004, 141-153.
[11] V.K.R. Kodur, M. Dwaikat, "A numerical model for predicting the fire
resistance of reinforced concrete beams", Cem. Concr. Compos., 30,
2008, 431-443.
[12] S.F. El-Fitiany, M.A. Youssef, "Assessing the flexural and axial
behaviour of reinforced concrete members at elevated temperatures
using sectional analysis", Fire Saf. J., 44, 2009, 691-703.
[13] K. V. Wong, Intermediate Heat Transfer. New York: Marcel Dekker,
INC., 2003, ch. 5.
[14] ANSYS, ANSYS multiphysics. Version 11.0 SP1. ANSYS Inc.,
Canonsburg (PA), 2007.
[15] BS EN 1992-1-2, Design of concrete structures. General rules.
Structural fire design. Brussels (Belgium): European Committee for
Standardization, 2004.
[16] ASTM E 1529, Standard Test Methods for Determining Effects of Large
Hydrocarbon Pool Fires on Structural Members and Assemblies. ASTM
Intl., West Conshohocken, PA., 2000.
[17] C.G. Bailey, E. Ellobody, "Fire tests on bonded post-tensioned concrete
slabs", Eng. Struct., 31, 2009, 686-696.
@article{"International Journal of Architectural, Civil and Construction Sciences:57675", author = "Pattamad Panedpojaman", title = "Energy Based Temperature Profile for Heat Transfer Analysis of Concrete Section Exposed to Fire on One Side", abstract = "For fire safety purposes, the fire resistance and the
structural behavior of reinforced concrete members are assessed to
satisfy specific fire performance criteria. The available prescribed
provisions are based on standard fire load. Under various fire
scenarios, engineers are in need of both heat transfer analysis and
structural analysis. For heat transfer analysis, the study proposed a
modified finite difference method to evaluate the temperature profile
within a cross section. The research conducted is limited to concrete
sections exposed to a fire on their one side. The method is based on
the energy conservation principle and a pre-determined power
function of the temperature profile. The power value of 2.7 is found
to be a suitable value for concrete sections. The temperature profiles
of the proposed method are only slightly deviate from those of the
experiment, the FEM and the FDM for various fire loads such as
ASTM E 119, ASTM 1529, BS EN 1991-1-2 and 550 oC. The
proposed method is useful to avoid incontinence of the large matrix
system of the typical finite difference method to solve the
temperature profile. Furthermore, design engineers can simply apply
the proposed method in regular spreadsheet software.", keywords = "temperature profile, finite difference method,
concrete section, one-side fire exposed, energy conservation", volume = "6", number = "5", pages = "341-6", }