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Journal articles on the topic 'Fire ; connections ; finite element modelling'

Author: Grafiati

Published: 4 June 2021

Last updated: 6 February 2022

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1

Sarraj, M., I. W. Burgess, J. B. Davison, and R. J. Plank. "Finite element modelling of steel fin plate connections in fire." Fire Safety Journal 42, no. 6-7 (September 2007): 408–15. http://dx.doi.org/10.1016/j.firesaf.2007.01.007.

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2

Dong, Gang, Ian Burgess, Buick Davison, and Ruirui Sun. "Development of a General Component-Based Connection Element for Structural Fire Engineering Analysis." Journal of Structural Fire Engineering 6, no. 4 (June 17, 2015): 247–54. http://dx.doi.org/10.1260/2040-2317.6.4.247.

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This paper reports on the development of a general-purpose Eurocode-compliant component-based connection finite element for steel-to-steel joints in fire. The development begins by utilising the temperature-dependent connection component characteristics previously developed at the University of Sheffield to create a component-based connection finite element to model flush endplate connections. Subsequently the element was extended to a new connection type with high ductility, the reverse channel. The component models have been developed for the reverse channel under tension and compression. The element has been incorporated into the nonlinear global structural analysis program Vulcan, in which it has been used along with a static-dynamic formulation. The use of the element is illustrated by modelling a fire test at the University of Manchester in which reverse channel connections were used.

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3

Liu, T. C. H. "Finite element modelling of behaviours of steel beams and connections in fire." Journal of Constructional Steel Research 36, no. 3 (January 1996): 181–99. http://dx.doi.org/10.1016/0143-974x(95)00016-o.

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4

Dhima, Dhionis, Maxime Audebert, and Abdelhamid Bouchaïr. "Analysis of the Thermo-Mechanical Behaviour of Steel-to-Timber Connections in Bending." Journal of Structural Fire Engineering 5, no. 2 (June 1, 2014): 97–112. http://dx.doi.org/10.1260/2040-2317.5.2.97.

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Two different configurations of steel-to-timber connections are tested in bending in normal conditions and under ISO-fire exposure. To observe the influence of clearances in the connection area on the fire resistance of the connections, two specimens were previously tested under cyclic loadings. These tests consist in the application of loading-unloading cycles by controlled displacements. The experimental results of connections tested in cold and under ISO-fire conditions are analyzed and commented. These results are then used to validate a finite element model. This model allows to simulate numerically the evolution of the temperatures inside the connections as well as their mechanical and thermo-mechanical behaviours. The thermal modelling is validated on the basis of the temperature-time evolutions measured during fire tests. The nonlinear modelling of the mechanical behaviour of timber is done using the Hill yield criterion in combination with the Tsaï-Wu failure criterion. The thermo-mechanical modelling allows obtaining fire resistances of the tested connections in good agreement with the experimental ones.

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5

Wang, Yu, Yong Jun Liu, and Lin Qi. "Experimental Research of Corner Joints in Steel-Framed Structures under Fire Conditions." Applied Mechanics and Materials 578-579 (July 2014): 374–77. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.374.

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The research involved experimental testing of simple steel connections and components (structural 8.8 bolts) at elevated temperatures. High temperature tests on structural bolts demonstrated two modes of failure at elevated temperatures: bolt breakage and thread stripping. In order to prevent the thread stripping in a connection,the manufacturing process of bolts and nuts has been investigated and the ‘over tapping’ of nut threads to accommodate the (zinc) coating layer for corrosion resistance has been indentified as a primary reason resulting in this premature failure between bolts and nuts. Experimental tests on endplate connections revealed the ductility of these connections to decrease at high temperatures, which might hinder the development of catenary actions in fire if plastic hinges are attempted to be formed within the connection zones. Component-based modelling and finite element simulation have been utilized for investigation of the performance of these connections.

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6

Burgess, Ian. "Connection behaviour and the robustness of steel-framed structures in fire." MATEC Web of Conferences 149 (2018): 01008. http://dx.doi.org/10.1051/matecconf/201814901008.

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The full-scale fire tests at Cardington in the 1990s, and the collapse of at least one of the WTC buildings in 2001, illustrated that connections are potentially the most vulnerable parts of a structure in fire. Fracture of connections causes structural discontinuities and reduces the robustness provided by alternative load paths. An understanding of connection performance is essential to the assessment of structural robustness, and so to structural design against progressive collapse. The forces and deformations to which connectionscan be subjected during a fire differ significantly from those assumed in general design. The internal forces i generally start with moment and shear at ambient temperature, then superposing compression in the initial stages of a fire, which finally changes to catenary tension at high temperatures. If a connection does not have sufficient resistance or ductility to accommodate simultaneous large rotations and normal forces, then connections may fracture, leading to extensive damage or progressive collapse of the structure. Practical assessment of the robustness of steel connections in fire will inevitably rely largely on numerical modelling, but this is unlikely to include general-purpose finite element modelling, because of the complexity of such models. The most promising alternative is the component method, a practical approach which can be included within global three-dimensional frame analysis. The connection is represented by an assembly of individual components with known mechanical properties. Component characterization must include high-deflection elevated-temperature behaviour, and represent it up to fracture.In reality a connection may either be able to regain its stability after the initial fracture of one (or a few) components, or the first failure may trigger a cascade of failures of other components, leading to complete detachment of the supported member. Numerical modelling must be capable of predicting the sequence of failures of components, rather than considering the first loss of stability as signifying building failure. It is necessary to use a dynamic analysis, so that loss of stability and re-stabilization can be tracked, includingthe movements of disengaging members and the loadsharing mechanisms which maintain integrity and stability within the remaining structure, until total collapse occurs.

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7

El Kalash, Sana, and Elie Hantouche. "Mechanical modeling for predicting the axial restraint forces and rotations of steel top and seat angle connections at elevated temperatures." Journal of Structural Fire Engineering 8, no. 3 (September 11, 2017): 258–86. http://dx.doi.org/10.1108/jsfe-05-2017-0033.

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Purpose This paper aims at developing a mechanical-based model for predicting the thermally induced axial forces and rotation of steel top and seat angles connections with and without web angles subjected to elevated temperatures due to fire. Finite element (FE) simulations and experimental results are used to develop the mechanical model. Design/methodology/approach The model incorporates the overall connection and column-beam rotation of key component elements, and includes nonlinear behavior of bolts and base materials at elevated temperatures and some major geometric parameters that impact the behavior of such connections when exposed to fire. This includes load ratio, beam length, angle thickness, and gap distance. The mechanical model consists of multi-linear and nonlinear springs that predict each component stiffness, strength, and rotation. Findings The capability of the FE model to predict the strength of top and seat angles under fire loading was validated against full scale tests. Moreover, failure modes, temperature at failure, maximum compressive axial force, maximum rotation, and effect of web angles were all determined in the parametric study. Finally, the proposed mechanical model was validated against experimental results available in the literature and FE simulations developed as a part of this study. Originality/value The proposed model provides important insights into fire-induced axial forces and rotations and their implications on the design of steel bolted top and seat angle connections. The originality of the proposed mechanical model is that it requires low computational effort and can be used in more advanced modelling applications for fire analysis and design.

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8

Xiao, R. Y., and C. S. Chin. "Flat Slabs at Slab-Column Connection: Nonlinear Finite Element Modelling and Punching Shear Capacity Design Criterion." Advances in Structural Engineering 10, no. 5 (October 2007): 567–79. http://dx.doi.org/10.1260/136943307782417717.

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Nonlinear finite element analysis has become very useful in modelling complicated structural systems and their behaviour. In this paper, an attempt has been made to utilize a tension softening material (TSM) model to simulate the full pre-cracking and post-cracking response of fibre reinforced concrete flat slabs at slab-column connections by finite element analysis. Validation of the developed numerical model was carried out by means of comparisons with test results. In addition, a universal analytical model has been proposed to predict the ultimate punching shear strength of slab-column connections. Compared with the relevant design codes (BS 8110, ACI 318–05, EC 2 1991, EC 2 2004/CEB-FIP MC90 and JSCE 1986), the model proposed herein has been shown to be accurate, with low coefficient of variation. Furthermore, a distinctive failure mode indicator has also been derived.

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9

Gowda, Chandan, Fabio P. Figueiredo, Joaquim A. O. Barros, and António Ventura-Gouveia. "A numerical finite element study on connections of SFRC offshore wind towers with prestressed CFRP reinforcement and steel connectors." RILEM Technical Letters 5 (December 15, 2020): 101–13. http://dx.doi.org/10.21809/rilemtechlett.2020.117.

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The growing need for sustainable production of electricity highlights the importance and the necessity of having higher number and more effective offshore wind towers. The rapid growth of offshore wind towers is estimated to produce 4% of electricity demands in Europe by the end of 2020. The research described in this paper is part of a project dedicated for the development of innovative structural system using advanced materials for lightweight and durable offshore towers. Specifically, it discusses the nonlinear finite element modelling of the connection between representative prefabricated rings of offshore wind tower made by steel fibre reinforced concrete (SFRC), and prestressed by a hybrid system of carbon fibre reinforced polymers (CFRP) bars and steel strands. This connection is assured by post-tension high steel strength cables and concrete-concrete shear friction width an idealized geometric configuration of the faces in contact. The model takes into account the loads from the rotor, wind and water currents, by considering the critical loading conditions for the safety verifications of serviceability and ultimate limit states. The material nonlinear analyses are carried out with FEMIX V4.0 software, considering a 3D constitutive model capable of simulating the relevant nonlinear features of the SFRC, and interface finite elements for modelling the shear friction of the concrete-concrete surfaces in contact. The parametric analyses involve the influence on the relevant results of the SFRC fracture parameters, pre-stress level of the reinforcements, shape of interlock mechanism, friction angle and interface cohesion.

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10

Kawecki, Bartosz, and Jerzy Podgórski. "The Effect of Glue Cohesive Stiffness on the Elastic Performance of Bent Wood–CFRP Beams." Materials 13, no. 22 (November 11, 2020): 5075. http://dx.doi.org/10.3390/ma13225075.

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This paper presents experimental, theoretical and numerical studies of wood-CFRP beams bonded with polyurethane (PUR) adhesive. The analyses include two types of CFRP (carbon fibre-reinforced polymer) strengthening configurations and pure glue laminated timber beams as a reference. Through detailed analyses of a double-lap connection on blocks with and without CFRP strips, the authors state that neglecting the cohesive stiffness of adhesive layers may lead to an overestimation of an overall beam’s stiffness. This is significant with wood–CFRP connections, which showed values two times lower than with wood–wood connections. Theoretical modelling of the equivalent area used in a theory of composites provided much stiffer behaviour of the beams than in laboratory experiments. It proves that a PUR glue eliminates the possibility of using simple models that assume a perfect connection between bonded parts. These conclusions led the authors to use the finite element method (FEM) to take into account the cohesive stiffness. The FEM, based on the properties obtained from a double-lap joint analysis, allowed for the precise prediction of the elastic stiffness of the beams.

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11

Nunes, Daniel L., Adrian Ciutina, Ioan Marginean, Florea Dinu, and Ivana Tadić. "Optimisation of FE parameters used in fine numerical modelling of steel T-stub elements." ITM Web of Conferences 29 (2019): 02002. http://dx.doi.org/10.1051/itmconf/20192902002.

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In steel frame buildings the role of the beam-to-column connection is crucial for assuring structural integrity, and due to their complexity and non-linear behaviour, the bolted configurations of this type of connection are usually the most vulnerable elements of a building. In order to assess the behaviour of a bolted steel connection, the simplified model of the equivalent T-stub is used. Based on previous experimental studies on a parametric set of T-stubs, the aim of this study is to optimise a numerical model in order to validate the experimental data and produce a fully calibrated finite element model,created with Abaqus/Explicit FE software package. To model properly the nonlinear behaviour of the component, an analysis of the properties of the model was conducted regarding the finite elements properties, analysis properties and discretization. The solid finite element properties considered were such as the number of nodes, integration, contact and true stress-strain material definition, including damage criteria. In this context, the assembly was subjected to a transient quasi-static explicit FE analysis using mass-scaling features. The results are expressed by comparison of Force-displacement curves obtain via numerical analysis and experimental testing.

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12

Huang, Zhaohui. "A connection element for modelling end-plate connections in fire." Journal of Constructional Steel Research 67, no. 5 (May 2011): 841–53. http://dx.doi.org/10.1016/j.jcsr.2010.12.009.

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13

Bursi, O. S., and J. P. Jaspart. "Benchmarks for finite element modelling of bolted steel connections." Journal of Constructional Steel Research 43, no. 1-3 (July 1997): 17–42. http://dx.doi.org/10.1016/s0143-974x(97)00031-x.

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14

Nadjai, A., M. O’Garra, and F. Ali. "Finite element modelling of compartment masonry walls in fire." Computers & Structures 81, no. 18-19 (August 2003): 1923–30. http://dx.doi.org/10.1016/s0045-7949(03)00212-8.

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15

Hajiloo, Hamzeh, and Mark F. Green. "GFRP reinforced concrete slabs in fire: Finite element modelling." Engineering Structures 183 (March 2019): 1109–20. http://dx.doi.org/10.1016/j.engstruct.2019.01.028.

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16

Vilela, Paula Moura Leite, Hermes Carvalho, and Gílson Queiroz. "01.28: Modelling of bolted connections by the finite element method." ce/papers 1, no. 2-3 (September 2017): 405–13. http://dx.doi.org/10.1002/cepa.76.

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17

Domański, Tomasz, and Kamil Kmiecik. "Load-bearing capacity of the steel-to-timber connections in fire temperature." MATEC Web of Conferences 262 (2019): 09005. http://dx.doi.org/10.1051/matecconf/201926209005.

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Connections are usually the weakest parts in most structures, especially in fire conditions. The load-bearing capacity of timber structures is often limited by the resistance of steel connection between timber structural members. The temperature distribution in the cross-section as well as the influence of steel fasteners on the charring of the timber members is necessary to predict the fire resistance of the connection. This paper presents a summary of results from numerical studies on the fire behaviour of the steel connections between timber structural members. To make the three-dimensional thermal models of the joints, the FE (finite element) programme SAFIR was used. Then, the finite element models of the connections were used to analyse the temperature distribution inside cross-sections under standard ISO-fire exposure. The failure modes from the literature were used to predict the load-bearing capacity of the steel connections at elevated temperatures. The reduction of the cross-section caused by charring, the reduction of embedment strength and the reduction of steel strength at fire conditions were taken into account in the calculations.

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18

Assanelli, A. P., and E. N. Dvorkin. "Finite element models of octg threaded connections." Computers & Structures 47, no. 4-5 (June 1993): 725–34. http://dx.doi.org/10.1016/0045-7949(93)90354-g.

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19

Hwang, D. Y., and J. M. Stallings. "Finite element analysis of bolted flange connections." Computers & Structures 51, no. 5 (June 1994): 521–33. http://dx.doi.org/10.1016/0045-7949(94)90059-0.

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20

Ab-Kadir, Mariyana Aida, and A. S. M. Abdul Awal. "Finite Element Modelling of Reinforced Concrete Slab at Elevated Temperature Using ABAQUS." Applied Mechanics and Materials 752-753 (April 2015): 623–27. http://dx.doi.org/10.4028/www.scientific.net/amm.752-753.623.

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This paper investigates the finite element modelling of the temperature distributions of reinforced concrete slab using a general purpose non-linear finite-element program, ABAQUS. The reinforced concrete slab is tested under exposure to designed fire in order to validate the shell element in in the ABAQUS program. The modelling results showed agreement with the fire test and it demonstrated that the ABAQUS shell element can be used to predict fire behaviour within reinforced concrete slab in elevated temperature conditions.

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21

JABŁOŃSKA-KRYSIEWICZ, Agnieszka. "Finite element modelling of the behaviour of steel end-plate connections." Journal of Civil Engineering, Environment and Architecture XXXII, no. 3/II/2015 (December 1, 2015): 173–84. http://dx.doi.org/10.7862/rb.2015.148.

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22

Zoubek, Blaz, Yasin Fahjan, Matej Fischinger, and Tatjana Isakovic. "Nonlinear finite element modelling of centric dowel connections in precast buildings." Computers and Concrete 14, no. 4 (October 30, 2014): 463–77. http://dx.doi.org/10.12989/cac.2014.14.4.463.

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23

Girard, C., A. Picard, and M. Fafard. "Finite element modelling of the shear lag effects in an HSS welded to a gusset plate." Canadian Journal of Civil Engineering 22, no. 4 (August 1, 1995): 651–59. http://dx.doi.org/10.1139/l95-077.

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The behavior of a typical connection at the ends of an HSS bracing member was investigated with the finite element method. The connection is effected by means of a gusset plate welded into slots in the HSS member. The paper presents the results of the finite element analyses of 25 connections which differed in the values assigned to the three main parameters that were considered. The finite element results are compared with the provisions of CSA Standard S16.1-M89, and some adjustments to these provisions are recommended. Key words: connections, steel, shear lag, finite element, hollow section, gusset.

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24

Elleithy, Wael, and Choon Kiat Lim. "Finite Element Investigation on Ultimate Strength of Bolted Connections." Applied Mechanics and Materials 166-169 (May 2012): 1157–63. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1157.

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In this paper, the ultimate behaviour of bolted connections and the effect of various configurations of bolted connections on the ultimate strength are thoroughly investigated. Through finite element modelling, the stress distributions, bolt load distributions, and the effect of bolt sizes and bolt arrangements are studied in detail. The finite element analysis results show that the square shape arrangement of a bolted connection has a higher ultimate strength than that of the diamond shape arrangement. The ultimate strength of bolted connection increases as the bolts size increase until a limitation of improvement in strength is reached.

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25

Harte, A. M., and D. Mc Cann. "Finite element modelling of the semi-rigid behaviour of pultruded FRP connections." Journal of Materials Processing Technology 119, no. 1-3 (December 2001): 98–103. http://dx.doi.org/10.1016/s0924-0136(01)00883-4.

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26

Shrestha, Rijun, Scott T. Smith, and Bijan Samali. "Finite element modelling of FRP-strengthened RC beam-column connections with ANSYS." Computers & concrete 11, no. 1 (January 25, 2013): 1–20. http://dx.doi.org/10.12989/cac.2013.11.1.001.

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27

Kataoka, Marcela N., and Ana Lúcia H. C. El Debs. "Parametric study of composite beam-column connections using 3D finite element modelling." Journal of Constructional Steel Research 102 (November 2014): 136–49. http://dx.doi.org/10.1016/j.jcsr.2014.07.006.

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28

Selamet, Serdar, and Caner Bolukbas. "Fire performance of single plate shear connections in a composite floor." Journal of Structural Fire Engineering 7, no. 4 (December 12, 2016): 316–27. http://dx.doi.org/10.1108/jsfe-12-2016-022.

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Purpose This paper aims to present a numerical investigation on the fire performance of a single plate shear connection in a steel-framed composite floor. Large-scale fire experiments show that the tensile membrane action of the concrete slab enhances the fire performance of composite floors. The enhancement in the performance is contributed to large slab deflections. However, these deflections cause significant rotations and tensile force in the single plate connection. Design/methodology/approach A finite element model is constructed, which consists of a secondary steel beam, concrete slab and shear connection components. The interaction between the connection components such as bolts and single plate is defined by contact surfaces. The analysis is conducted in two uncoupled phases: thermal analysis by creating fire boundaries on the composite floor model with convective and radiative heat transfer, and mechanical analysis by considering thermal expansion and changes in the material stiffness and strength due to temperature. Findings The thermo-mechanical analysis of the composite floor finite element model shows that the structure survives the 2-h Standard fire, but the connection fails by bolt shear and buckling of the connection plate. Originality/value This paper investigates the fire performance of a shear connection in a steel-framed concrete slab. Previous work generally focused on the concrete slab behavior only. The originality of the research is that the connection is considered as part of a sub-assembly and is subjected to forces due to concrete and steel beam interaction.

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29

Huo, Jing Si, and Hui Qu. "Finite Element Modeling of Concrete-Filled Steel Tubular Column after Exposure to Fire." Key Engineering Materials 400-402 (October 2008): 775–81. http://dx.doi.org/10.4028/www.scientific.net/kem.400-402.775.

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A computational model, in which the effects of high temperature on steel and concrete’s properties and the composite action and interfacial properties between steel tube and concrete core were considered, was developed using ABAQUS program. Based on a damage model of concrete at ambient condition and tested stress versus strain curves of fire-damaged concrete, a new damage model of concrete after exposure to high temperatures was developed to consider the influence of high temperatures on the damage of concrete. By introducing the damage model of fire-damaged concrete, the reasonable equivalent stress-strain relations of confined concrete and a modified steel tube-concrete interface model into the ABAQUS FE model, the mechanical behaviors of the fire-damaged CFT columns and connections were simulated precisely and verified by some relative test results.

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30

Thi, V. D., M. Khelifa, M. El Ganaoui, and Y. Rogaume. "Finite element modelling of the pyrolysis of wet wood subjected to fire." Fire Safety Journal 81 (April 2016): 85–96. http://dx.doi.org/10.1016/j.firesaf.2016.02.001.

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31

Wang, Yu, Yong Jun Liu, and Jun Ma. "Finite Element Method of Corner Joints in Steel-Framed Structures under Fire Conditions." Applied Mechanics and Materials 578-579 (July 2014): 407–11. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.407.

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An improved component-based model has been developed which includes nonductile(brittle) components (bolts and welds) into a connection model with a reasonable assumption of their failure displacements, based on experimental tests.This model was created for a flexible end-plate connection, using the ABAQUS finite element code, in order to investigate its resistance and ductility at ambient and elevated temperatures. In the subsequent analyses, steel beams and columns are going to be simulated as finite shell/beam elements and the connection behaviour is to be represented by the simplified models. This sub-frame model will also be used for parametric studies to investigate restrained beam behaviour under fire attacks with particular emphasis on the role of the connections.

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32

Yu, Hongxia, I. W. Burgess, J. B. Davison, and R. J. Plank. "Tying capacity of web cleat connections in fire, Part 1: Test and finite element simulation." Engineering Structures 31, no. 3 (March 2009): 651–63. http://dx.doi.org/10.1016/j.engstruct.2008.11.005.

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33

Erki, M. A. "Modelling the load–slip behaviour of timber joints with mechanical fasteners." Canadian Journal of Civil Engineering 18, no. 4 (August 1, 1991): 607–16. http://dx.doi.org/10.1139/l91-074.

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An analytical model of behaviour is presented, which uses one-dimensional finite element approximations to predict the short-term load – slip response of a single fastener joint. The model treats the elastoplastic behaviour of the fastener as well as the nonlinear, nonelastic properties of the wood. It accounts for some of the distinctive behaviour of timber joints such as fastener withdrawal, rotational restraint at the fastener ends, joint interface characteristics, and combined fastener bending and axial tension. Good agreement is obtained between model predictions and test behaviour for single fastener glulam rivet, nail, and bolt joints. The model can be adapted to include the variability in wood and fastener properties, and can be incorporated into a large number of computer simulations in order to predict the fifth fractiles of the populations of joint resistances, which can be used in a limit states design approach. Key words: timber structures, glulam rivet connections, nailed connections, bolted connections, mathematical model, finite element, nonlinear analysis.

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34

Maljaars, Johan, and Gianfranco De Matteis. "Structural Response of Aluminium T-Stub Connections at Elevated Temperatures and Fire." Key Engineering Materials 710 (September 2016): 127–36. http://dx.doi.org/10.4028/www.scientific.net/kem.710.127.

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Many aluminium structures contain welded and bolted connections that are modeled as one or more equivalent T-stubs – also referred to as tension zone components – for the structural assessment. Knowledge on the structural behavior of such T-stubs is thus essential for proper designs. However, this behavior has never been checked for fire conditions. In this paper, the structural behavior of aluminium T-stubs exposed to fire is studied through a combination of tests, finite element simulations, and theoretical models. A safe and conservative assessment procedure is developed for determining the critical temperature, based on the material deterioration as a function of temperature. This enables engineers and practitioners to determine a conservative value of the fire resistance.

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35

Quiquero, Hailey, John Gales, Anthony Abu, and Rwayda Al Hamd. "Finite Element Modelling of Post-tensioned Timber Beams at Ambient and Fire Conditions." Fire Technology 56, no. 2 (September 7, 2019): 737–67. http://dx.doi.org/10.1007/s10694-019-00901-0.

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36

Hussain, Iqrar, Muhammad Yaqub, Adeel Ehsan, and Safi Ur Rehman. "Effect of Viscosity Parameter on Numerical Simulation of Fire Damaged Concrete Columns." Civil Engineering Journal 5, no. 8 (August 25, 2019): 1841–49. http://dx.doi.org/10.28991/cej-2019-03091376.

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The assessment of the residual strength of post-heated concrete structural members in a professional way is a prime factor to take a decision about the restoration or destruction of fire-damaged structure. This Paper explores the numerical modelling of RC square columns damaged by exposure to heat at 5000C, unjacketed. Software ABAQUS was used for numerical modelling of fire damaged compression member i-e column. The main objective of this study is prediction of axial load and axial deformation of fire damaged concrete using finite element studies. Moreover, a parametric nonlinear finite element (FE) research is carried out to check the effect of viscosity parameters on numerical simulation of fire damaged concrete columns. For the said objectives, numerical simulation of existing experimental study of fire damaged RC columns is conducted with varied values of viscosity parameters. The numerical analysis (Finite Element Modeling) indicated that axial load capacity decreases and axial deformation increases after exposure to fire. The experimental and numerical studies are compared in terms of load displacement analysis. The use of optimum viscosity parameter and its definition to FEM improves significantly the performance of convergence and reduces analysis time of numerical simulations of RC square columns. Moreover, a good agreement was found between the experimental and the finite model results.

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37

Behnam, Hamdolah, J. S. Kuang, and Bijan Samali. "Parametric finite element analysis of RC wide beam-column connections." Computers & Structures 205 (August 2018): 28–44. http://dx.doi.org/10.1016/j.compstruc.2018.04.004.

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38

Foster, Peter, Gasser Abdelal, James B. P. Lim, Mohammad Hajsadeghi, and Daniel McCrum. "Finite Element Modelling of Cyclic Behaviour of Cold-Formed Steel Bolted Moment-Resisting Connections." Journal of Construction in Developing Countries 21, no. 1 (2016): 167–80. http://dx.doi.org/10.21315/jcdc2016.21.1.9.

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Fan, L., J. Rondal, and S. Cescotto. "Finite element modelling of single lap screw connections in steel sheeting under static shear." Thin-Walled Structures 27, no. 2 (February 1997): 165–85. http://dx.doi.org/10.1016/s0263-8231(96)00037-7.

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Hassanieh, A., H. R. Valipour, M. A. Bradford, and C. Sandhaas. "Modelling of steel-timber composite connections: Validation of finite element model and parametric study." Engineering Structures 138 (May 2017): 35–49. http://dx.doi.org/10.1016/j.engstruct.2017.02.016.

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Lequesne, Cedric, A. Plumier, H. Degee, and Anne Marie Habraken. "Numerical Study of the Fatigue Crack in Welded Beam-To-Column Connection Using Cohesive Zone Model." Key Engineering Materials 324-325 (November 2006): 847–50. http://dx.doi.org/10.4028/www.scientific.net/kem.324-325.847.

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The fatigue behaviour of the welded beam-to-column connections of steel moment resisting frame in seismic area must be evaluated. The cohesive zone model is an efficient solution to study such connections by finite elements. It respects the energetic conservation and avoids numerical issues. A three-dimensional cohesive zone model element has been implemented in the home made finite element code Lagamine [1]. It is coupled with the fatigue continuum damage model of Lemaître and Chaboche [2]. The cohesive parameters are identified by the inverse method applied on a three points bending test modelling.

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Skibicki Ł, Dariusz, Łukasz Pejkowski, and Michał Stopel. "Finite Element Analysis of Ventilation System Fire Damper Dynamic Time-History." Polish Maritime Research 24, no. 4 (December 20, 2017): 116–23. http://dx.doi.org/10.1515/pomr-2017-0143.

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Abstract The paper presents results of the numerical analysis of the fire damper used in ventilation systems under the earthquake loading. The research was conducted in accordance with the recommendations of the Nuclear Safety Standards Commission. The aim of the analysis was to examine the fire damper with respect to its resistance to service loadings, structural integrity, and capability to stay operative after an earthquake. The analysis was carried out using the Finite Element Method in LS-Dyna software. The earthquake loading was modelled as accelerations, measured in three directions during the earthquake. For modelling of the materials behaviour, material models taking into account the influence of strain rate on hardening were used. The analysis consisted of three stages, which were: loading the construction with the earth gravity, earthquake simulation by loading with accelerations in three directions, and, finally, closing the fire damper. The analysis has shown that some of the construction elements undergo plastic deformations. However, the performed simulation of fire damper closing showed that despite these deformations, the device remains capable to keep its functionality and the damper closes hermetically. The results of the analysis were important design indications for the fire damper prototype.

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D’Aniello, M., G. Della Corte, and R. Landolfo. "Finite Element Modelling and Analysis of “All-Steel” Dismountable Buckling Restrained Braces." Open Construction and Building Technology Journal 8, no. 1 (December 31, 2014): 216–26. http://dx.doi.org/10.2174/1874836801408010216.

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This paper describes a theoretical investigation on the response of “all-steel” dismountable buckling restrained braces (BRBs) through the analysis of finite element models (FEMs). The focus of this investigation is on a special type of BRB developed for seismic upgrading of existing reinforced concrete buildings and experimentally tested previously. After a short summary of experimental results, the paper describes the finite element models and the analysis results. Subsequently, a discussion addresses the following issues: (i) influence of the core-to-casing clearance; (ii) influence of spacing of connections along the casing longitudinal axis; (iii) compression-to-tension strength ratio; (iv) core buckling wavelengths and core-to-casing interaction forces. Finally, the paper presents a comparison of numerical results and available analytical models.

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Chen, Wenwen, and Jihong Ye. "Simplified calculation model for load-bearing cold-formed steel composite walls under fire conditions." Advances in Structural Engineering 23, no. 8 (January 20, 2020): 1683–701. http://dx.doi.org/10.1177/1369433219899790.

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The conventional simplified model only restricts the bending buckling around the minor axis and overall torsional buckling, which is not suitable for external sandwiched cold-formed steel composite walls. Moreover, a solution to stud–track connections must be achieved in establishing the overall structure model. In this article, a simplified calculation model is proposed to accurately and efficiently reveal the fire performance of cold-formed steel composite walls. A tension spring is adopted to simulate the boundary condition that limits the axial thermal expansion of the studs at elevated temperature. Meanwhile, the simplified applications of the panel constraints and stud–track connections are also given in details. Finite element analysis using the developed simplified calculation model is conducted to simulate five full-scale cold-formed steel composite walls with different configurations. Comparisons between the finite element analysis and fire test results show an overall agreement on the failure modes, cold flange temperatures and lateral deflections at mid-height of the studs. These results demonstrate that the developed simplified calculation model is able to simulate the fire performance and predict the lateral deflection of the external sandwiched cold-formed steel composite walls accurately. Finally, the key factors affecting the lateral deflection of the studs are analysed.

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Upasiri, Irindu, Chaminda Konthesingha, Anura Nanayakkara, Keerthan Poologanathan, Brabha Nagaratnam, and Gatheeshgar Perampalam. "Evaluation of fire performance of lightweight concrete wall panels using finite element analysis." Journal of Structural Fire Engineering 12, no. 3 (July 14, 2021): 328–62. http://dx.doi.org/10.1108/jsfe-10-2020-0030.

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Purpose In this study, the insulation fire ratings of lightweight foamed concrete, autoclaved aerated concrete and lightweight aggregate concrete were investigated using finite element modelling. Design/methodology/approach Lightweight aggregate concrete containing various aggregate types, i.e. expanded slag, pumice, expanded clay and expanded shale were studied under standard fire and hydro–carbon fire situations using validated finite element models. Results were used to derive empirical equations for determining the insulation fire ratings of lightweight concrete wall panels. Findings It was observed that autoclaved aerated concrete and foamed lightweight concrete have better insulation fire ratings compared with lightweight aggregate concrete. Depending on the insulation fire rating requirement of 15%–30% of material saving could be achieved when lightweight aggregate concrete wall panels are replaced with the autoclaved aerated or foamed concrete wall panels. Lightweight aggregate concrete fire performance depends on the type of lightweight aggregate. Lightweight concrete with pumice aggregate showed better fire performance among the normal lightweight aggregate concretes. Material saving of 9%–14% could be obtained when pumice aggregate is used as the lightweight aggregate material. Hydrocarbon fire has shown aggressive effect during the first two hours of fire exposure; hence, wall panels with lesser thickness were adversely affected. Originality/value Finding of this study could be used to determine the optimum lightweight concrete wall type and the optimum thickness requirement of the wall panels for a required application.

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Al-Jabri, Khalifa, and Farooq Al-Jahwari. "Advanced Finite Element Modelling of Flexible End-Plate Beam-to-Column Joints in Fire." Journal of Structural Fire Engineering 3, no. 1 (March 2012): 71–80. http://dx.doi.org/10.1260/2040-2317.3.1.71.

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Gunalan, Shanmuganathan, and Mahen Mahendran. "Finite element modelling of load bearing cold-formed steel wall systems under fire conditions." Engineering Structures 56 (November 2013): 1007–27. http://dx.doi.org/10.1016/j.engstruct.2013.06.022.

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Afaghi Khatibi, A., E. Kandare, S. Feih, B. Y. Lattimer, S. W. Case, and A. P. Mouritz. "Finite element modelling of tensile deformation and failure of aluminium plate exposed to fire." Computational Materials Science 95 (December 2014): 242–49. http://dx.doi.org/10.1016/j.commatsci.2014.06.052.

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Teixeira de Freitas, J. A., C. López, P. T. Cuong, and Rui Faria. "Hybrid finite element thermal modelling of fire protected structural elements strengthened with CFRP laminates." Composite Structures 113 (July 2014): 396–402. http://dx.doi.org/10.1016/j.compstruct.2014.03.021.

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Xing, Zhe, Merih Kucukler, and Leroy Gardner. "Local buckling of stainless steel I-sections in fire: Finite element modelling and design." Thin-Walled Structures 161 (April 2021): 107486. http://dx.doi.org/10.1016/j.tws.2021.107486.

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