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Archives of Civil Engineering

The Journal of Polish Academy of Sciences

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Finite Element Modelling of the Behaviour of a Certain Class of Composite Steel-Concrete Beam-To-Column Joints / Skonczenie-Elementowe Modelowanie Zachowania Sie Pewnej Klasy Wezłów Zespolonych Stalowo-Betonowych W Połaczeniach Rygli Ze Słupami

PhD. DSc. M. A. Gizejowski
  • Faculty of Civil Engineering, Warsaw University of Technology, Poland
  • Email:
/ PhD Student W. Barcewicz
  • Faculty of Civil Engineering, Warsaw University of Technology, Poland
  • Email:
/ PhD W. Salah
  • Civil Engineering Department, Al-Azhar University, Cairo, Egypt
  • formerly PhD Student, Faculty of Civil Engineering, Warsaw University of Technology, Poland
  • Email:
Published Online: 2010-12-09 | DOI: https://doi.org/10.2478/v.10169-010-0002-0

Abstract

Beam-to-column end-plate joints can be classified as rigid (fully restrained), semi-rigid (partially restrained) or pinned, depending on their type, configuration and the connector arrangement. Fully restrained joints are needed for rigid frames in which there is assumed that the frame joints have sufficient rigidity to maintain - under the service state - the angles between the intersecting members, ensuring the full moment transfer. In contrast in semi-continuous frames, partially restrained joints are characterized by relative rotations occurring between the intersecting members so that the bending moment can only be transferred partially. In recent years, the idea of using partially restrained, unstiffened joints in building structures has gained momentum since this idea appears to be more practical and economical. Semi-continuous frames can resist actions by the bending moment transfer in partially restrained joints, allowing in the same time for a certain degree of rotation that enhances the overall ductile performance of these structures. One of the effective ways that affects ductility of end-plate beam-to-column joints is to use thinner end-plates than those used nowadays in practical applications. In the current study, a certain class of steel-concrete composite joints is examined in which the thickness of end-plates is to be equivalent to approximately 40-60% of the bolt diameter used in all the composite joints investigated in the considered joint class. This paper is an extension of the authors’ earlier investigation on numerical modelling of the behaviour of steel frame joints. The aim of current investigations is to develop as simple as possible and yet reliable three-dimensional (3D) FE model of the composite joint behaviour that is capable of capturing the important factors controlling the performance of steel-concrete end-plate joints in which the end-plate thickness is chosen to be lesser than that used nowadays in conventional joint detailing. A 3D FE model constructed for composite joints of the considered joint class is reported in this paper and numerical simulations using the ABAQUS computer code are validated against experimental investigations conducted at the Warsaw University of Technology. Comparison between the nonlinear FE analysis and full scale experimental results of the considered class of composite joints is presented which conclusively allows for the accuracy assessment of the modelling technique developed. Comparison between the FE results and test data shows a reasonable agreement between the numerical FE model developed and physical model of experimentally examined joint specimens. Finally, practical conclusions for engineering applications are drawn.

Streszczenie

Wezły w konstrukcjach ramowych mozna sklasyfikowac jako sztywne (o pełnej nosnosci), podatne (o niepełnej nosnosci) lub nominalnie przegubowe, w zaleznosci od ich typu, konfiguracji i rozmieszczenia łaczników. Wezły o pełnej nosnosci sa wymagane dla ram sztywnych, w których załozono, ze wezły zapewniaja pełne przeniesienie momentów zginajacych z rygli na słupy. Natomiast w ramach z wezłami podatnymi o niepełnej nosnosci, wezły sa charakteryzowane przez wzgledne obroty pojawiajace sie pomiedzy łaczonymi elementami tak, ze moment zginajacy moze byc przeniesiony tylko czesciowo. W ostatnich latach, idea wykorzystania bezzebrowych wezłów podatnych zyskuje coraz wieksze zastosowanie w praktyce inzynierskiej. Ramy niepełnociagłe moga przeciwstawiac sie oddziaływaniom dzieki wezłom podatnym o niepełnej nosnosci, które przenosza momenty zginajace przy jednoczesnym pojawieniu sie lokalnego obrotu elementów przerwanych w wezle. Jednym z efektywnych sposobów zwiekszajacych ciagliwosc wezłów typu rygiel - słup z blachami czołowymi jest zastosowanie blach o grubosci mniejszej niz stosowana obecnie w praktyce inzynierskiej. W niniejszej pracy, poddano analizie grupe wezłów zespolonych stalowo-betonowych, w których grubosc blachy czołowej stanowi około 40-60% srednicy srub. Praca stanowi rozwiniecie zagadnien opracowanych przez autorów w powoływanych pracach wczesniejszych i dotyczacych numerycznego modelowania zachowania sie wezłów stalowych w konstrukcjach ramowych.

Celem rozwazan jest znalezienie prostego i jednoczesnie wystarczajaco dokładnego modelu 3D zachowania sie wezła zespolonego, uwzgledniajacego najistotniejsze czynniki wpływajace na zachowanie sie stalowo-betonowych wezłów doczołowych z blachami o grubosciach mniejszych niz stosowane w rozwiazaniach konwencjonalnych. Przedstawiono model 3D skonstruowany dla rozwazanego typu wezłów zespolonych, przy wykorzystaniu systemu ABAQUS oraz porównano wyniki symulacji numerycznych z wynikami badan doswiadczalnych przeprowadzonych w Politechnice Warszawskiej. Porównanie wyników nieliniowego modelu skonczenie - elementowego z wynikami badan doswiadczalnych wezłów zespolonych w skali technicznej, swiadczy o poprawnosci przyjetej techniki modelowania, jak równiez o zadowalajacej zgodnosci modelu numerycznego z modelem fizycznym elementów badanych doswiadczalnie. Na zakonczenie podano praktyczne uwagi dotyczace innowacyjnego kształtowania i projektowania rozpatrywanej klasy wezłów zespolonych.

Keywords : joint; composite; steel-concrete; end-plate; finite element model; nonlinear analysis; inelastic behaviour

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About the article

Received: 2009-12-01

Revised: 2010-03-15

Published Online: 2010-12-09

Published in Print: 2010-03-01



Citation Information: Archives of Civil Engineering, ISSN (Online) 1230-2945, DOI: https://doi.org/10.2478/v.10169-010-0002-0. Export Citation

© Polish Academy of Sciences. This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 3.0 License. (CC BY-NC-ND 3.0)

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