Finite element analysis of creep for plane steel frames in fire

doi:10.1007/s11709-012-0162-x

Front Struc Civil Eng

2012, Vol. 6

Issue (3) : 297-307 https://doi.org/10.1007/s11709-012-0162-x

RESEARCH ARTICLE

Finite element analysis of creep for plane steel frames in fire

Hui ZHU¹, Yuching WU²(

)

1. Chinese Architecture Shanghai Design Institute Co. Ltd., Shanghai 200092, China; 2. Department of Building Engineering College of Civil Engineering, Tongji University, Shanghai 200092, China

Download: PDF(518 KB) HTML
Export: BibTeX | EndNote | Reference Manager | ProCite | RefWorks

Abstract

Steel is widely used for the construction of bridges, buildings, towers, and other structures because of its great strength, light weight, ductility, and ease of fabrication, but the cost of fireproofing is a major disadvantage. Therefore, the resistance of a steel structure to fire is a significant subject for modern society. In the past, for simplification, creep behavior was not taken into account in research on the resistance of a steel structure to fire. However, it was demonstrated that the effect of creep is considerable at temperatures that commonly reach 600°C and should not be neglected in this context. In this paper, a co-rotational total Lagrangian finite element formulation is derived, and the corresponding numerical model is developed to study the creep behavior of plane steel frames in fire conditions. The geometric nonlinearity, material nonlinearity, high temperature creep, and temperature rate of change are taken into account. To verify the accuracy and efficiency of the numerical model, four prototypical numerical examples are analyzed using this model, and the results show very good agreement with the solutions in the literature. Next, the numerical model is used to analyze the creep behavior of the plane steel frames under decreasing temperatures. The results indicate that the effect of creep is negligible at temperatures lower than 500°C and is considerable at temperatures higher than 500°C. In addition, the heating rate is a critical factor in the failure point of the steel frames. Furthermore, it is demonstrated that the deflection at the midpoint of the steel beam, considering creep behavior, is approximately 13% larger than for the situation in which creep is ignored. At temperatures higher than 500°C, the deformed steel member may recover approximately 20% of the total deflection. The application of the numerical model proposed in this paper is greatly beneficial to the steel industry for creep analysis, and the numerical results make a significant contribution to the understanding of resistance and protection for steel structures against disastrous fires.

Keywords creep plane steel frame fire finite element method geometric nonlinearity

Corresponding Author(s): WU Yuching,Email:ycwu@tongji.edu.cn

Issue Date: 05 September 2012

Cite this article:

Yuching WU,Hui ZHU. Finite element analysis of creep for plane steel frames in fire[J]. Front Struc Civil Eng, 2012, 6(3): 297-307.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-012-0162-x
https://academic.hep.com.cn/fsce/EN/Y2012/V6/I3/297

Fig.1 Configuration of the plane steel frame and its cross-section.

Fig.2 Horizontal displacements at the two top points of the columns at different temperatures.

Fig.3 Configuration of the simple beam and its cross-section.

Fig.4 Comparison between results from the present study and solutions from the literature at a heating rate of (a) 20°C/min, (b) 5°C/min, and (c) 2°C/min.

Tab.1 Cross-sections of beams and columns

Tab.2 Material properties of steel

Fig.5 One-story two-span steel frame under loading.

Fig.6 Temperature-time relationships of measurement points at (a) span A and (b) span B.

Fig.7 Relationship between the time and the displacement at the midpoint of (a) span A and (b) span B.

Fig.8 Configuration and cross-section of the simple beam

Fig.9 Relationship between the displacement of the midpoint of the simple beam and time

Fig.10 Comparison between the displacements of the midpoint of the beam with and without consideration of creep

Fig.11 Configuration of the plane steel frame and cross-sections of the beam and column

Fig.12 Comparison between the displacements of the midpoint of the beams with and without consideration of creep

1	Saab H A, Nethercot D A. Modeling steel frame behavior under fire conditions. Engineering Structures , 1991, 13(4): 371–382 doi: 10.1016/0141-0296(91)90024-7
2	Richard L, Tang L K, Holmaas T. Advanced analysis for the assessment of steel frames in fire. Journal of Constructional Steel Research , 1998, 47(8): 19–45
3	Wang Y C, Moore D B. Steel frames in fire-analysis. Engineering Structures , 1995, 17(6): 462–472 doi: 10.1016/0141-0296(95)00047-B
4	Bailey C G, Burgess I W, Plank R J. Analyses of the effect of cooling and fire spread on steel-framed buildings. Fire Safety Journal , 1996, 26(4): 273–293 doi: 10.1016/S0379-7112(96)00027-6
5	Bailey C G. The influence of the thermal expansion of beams on the structural behavior of columns in steel-frames structures during a fire. Engineering Structures , 2000, 22(7): 755–768 doi: 10.1016/S0141-0296(99)00028-0
6	Wang P J, Li G Q, Guo S X. Effects of the cooling phase of a fire on steel structures. Fire Safety Journal , 2008, 43(6): 451–458 doi: 10.1016/j.firesaf.2007.12.001
7	Lin T J, Yang Y B, Huang C W. Inelastic nonlinear behavior of steel trusses cooled down from a heating stage. International Journal of Mechanical Sciences , 2010, 52(7): 982–992 doi: 10.1016/j.ijmecsci.2010.03.014
8	Huang Z F, Tan K H. Fire resistance of compartments within a high-rise steel frame: New sub-frame and isolated member models. Journal of Constructional Steel Research , 2006, 62(10): 974–986 doi: 10.1016/j.jcsr.2006.02.001
9	Huang Z F, Tan K H, Ting S K. Heating rate and boundary restraint effects on fire resistance of steel columns with creep. Engineering Structures , 2006, 28(6): 805–817 doi: 10.1016/j.engstruct.2005.10.009
10	Huang Z H, Burgess I W, Plank R J. Three-dimensional analysis of composite steel-framed buildings in fire. Journal of Structural Engineering , 2000, 126(3): 389–397 doi: 10.1061/(ASCE)0733-9445(2000)126:3(389)
11	El-Rimawi J A, Burgess I W, Plank R J. The treatment of strain reversal in structural members during the cooling phase of a fire. Journal of Constructional Steel Research , 1996, 37(2): 115–135 doi: 10.1016/0143-974X(95)00023-O
12	Huang Z F, Tan K H. Effects of external bending moments and heating schemes on the responses of thermally restrained steel columns. Engineering Structures , 2004, 26(6): 769–780 doi: 10.1016/j.engstruct.2004.01.010
13	Li G Q, Guo SX. Analysis of restrained heated steel beams during cooling phase. Steel and Composite Structures , 2009, 9(3), 191–208
14	Li G Q, Wang P, Hou H. Post-buckling behaviours of axially restrained steel columns in fire. Steel and Composite Structures , 2009, 9(2), 89–101
15	Tan K H, Ting S K, Huang Z F. Visco-elasto-plastic analysis of steel frames in fire. Journal of Structural Engineering , 2002, 128(1): 105–114 doi: 10.1061/(ASCE)0733-9445(2002)128:1(105)

[1]	Rwayda Kh. S. AL-HAMD, Martin GILLIE, Safaa Adnan MOHAMAD, Lee S. CUNNINGHAM. Influence of loading ratio on flat slab connections at elevated temperature: A numerical study[J]. Front. Struct. Civ. Eng., 2020, 14(3): 664-674.
[2]	Mohammad Abubakar NAVEED, Zulfiqar ALI, Abdul QADIR, Umar Naveed LATIF, Saad HAMID, Umar SARWAR. Geotechnical forensic investigation of a slope failure on silty clay soil—A case study[J]. Front. Struct. Civ. Eng., 2020, 14(2): 501-517.
[3]	Farhoud KALATEH, Farideh HOSSEINEJAD. Uncertainty assessment in hydro-mechanical-coupled analysis of saturated porous medium applying fuzzy finite element method[J]. Front. Struct. Civ. Eng., 2020, 14(2): 387-410.
[4]	Lingyun YOU, Kezhen YAN, Nengyuan LIU. Assessing artificial neural network performance for predicting interlayer conditions and layer modulus of multi-layered flexible pavement[J]. Front. Struct. Civ. Eng., 2020, 14(2): 487-500.
[5]	Weihua FANG, Jiangfei WU, Tiantang YU, Thanh-Tung NGUYEN, Tinh Quoc BUI. Simulation of cohesive crack growth by a variable-node XFEM[J]. Front. Struct. Civ. Eng., 2020, 14(1): 215-228.
[6]	Vahid ALIZADEH. Finite element analysis of controlled low strength materials[J]. Front. Struct. Civ. Eng., 2019, 13(5): 1243-1250.
[7]	Tugrul TALASLIOGLU. Optimal dome design considering member-related design constraints[J]. Front. Struct. Civ. Eng., 2019, 13(5): 1150-1170.
[8]	Gui-Rong Liu. The smoothed finite element method (S-FEM): A framework for the design of numerical models for desired solutions[J]. Front. Struct. Civ. Eng., 2019, 13(2): 456-477.
[9]	T. VO-DUY, V. HO-HUU, T. NGUYEN-THOI. Free vibration analysis of laminated FG-CNT reinforced composite beams using finite element method[J]. Front. Struct. Civ. Eng., 2019, 13(2): 324-336.
[10]	Nhan NGUYEN-MINH, Nha TRAN-VAN, Thang BUI-XUAN, Trung NGUYEN-THOI. Static analysis of corrugated panels using homogenization models and a cell-based smoothed mindlin plate element (CS-MIN3)[J]. Front. Struct. Civ. Eng., 2019, 13(2): 251-272.
[11]	Nazim Abdul NARIMAN. Thermal fluid-structure interaction and coupled thermal-stress analysis in a cable stayed bridge exposed to fire[J]. Front. Struct. Civ. Eng., 2018, 12(4): 609-628.
[12]	Pengfei LIU, Dawei WANG, Frédéric OTTO, Markus OESER. Application of semi-analytical finite element method to analyze the bearing capacity of asphalt pavements under moving loads[J]. Front. Struct. Civ. Eng., 2018, 12(2): 215-221.
[13]	P. ZAKIAN. An efficient stochastic dynamic analysis of soil media using radial basis function artificial neural network[J]. Front. Struct. Civ. Eng., 2017, 11(4): 470-479.
[14]	M. H. NGUYEN-THOI,L. Le-ANH,V. Ho-HUU,H. Dang-TRUNG,T. NGUYEN-THOI. An extended cell-based smoothed discrete shear gap method (XCS-FEM-DSG3) for free vibration analysis of cracked Reissner-Mindlin shells[J]. Front. Struct. Civ. Eng., 2015, 9(4): 341-358.
[15]	B. R. JAYALEKSHMI,S.V. JISHA,R. SHIVASHANKAR. Response in piled raft foundation of tall chimneys under along-wind load incorporating flexibility of soil[J]. Front. Struct. Civ. Eng., 2015, 9(3): 307-322.

Viewed

Full text

Abstract

Cited

Shared

Discussed