Distributed inelasticity planar frame element with localized semi-rigid connections for nonlinear analysis of steel structures

Saritas, Afsin; Koseoglu, Ahmet

doi:10.1016/j.ijmecsci.2015.04.005

Cited by 22 publications

(10 citation statements)

References 29 publications

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“…Kolon veya kiriş olarak çalışan yapı elemanlarının tepkisine bağlantı bölgelerinin davranışı herhangi bir şekilde düğüm noktasında artışa gerek duyulmadan eklenmiş ve böylece pratik bir modelleme ve çözümleme yaklaşımı sunulmuştur. Literatürde bu tür bir elemanın türetimi ve analizleri 2 boyutlu kiriş-kolon bağlantılı yapılarda başarıyla denenmiştir [22]. Bu makalede ise yeni olarak kiriş-kolon bağlantılarına ek olarak kolon-taban bağlantıları kolon elemanlarına aynı pratik yaklaşımla yerleştirilmiş ve doğrulama çalışmaları yürütülmüştür.…”

Section: Gi̇ri̇ş (Introduction)unclassified

Kiriş-Kolon ve Kolon-Taban Yarı-Rijit bağlantılı çelik yapıların doğrusal olmayan ve titreşim analizleri için çerçeve sonlu elemanı modeli

ÖZEL

SARITAŞ

2022

Gazi Üniversitesi Mühendislik Mimarlık Fakültesi Dergisi

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 A frame finite element based on force-based formulation with shear deformations  Application of linear or non-linear semi-rigid connection will not increase the degrees of freedom.  Force-based consistent mass matrix with semirigidity in connections and an appropriate shear correction coefficient for I-sections Figure A. Nonlinear Behavior of Steel Structures with Semi-Rigid Connections a) 2D 6 Stories Steel Frame, b) 3D Triangular Planar Steel Frame, c) 3D 6 Stories Steel FramePurpose: The purpose of this study is to develop and implement an accurate and robust frame finite element model for nonlinear structural analysis and vibration estimation of steel framed structures with semi-rigid connections. Theory and Methods:A frame finite element with semi-rigid connections based on force-based formulation and considering shear deformations is derived to obtain the nonlinear behavior of steel structures with high accuracy. Distributed plasticity approach is defined along each element length and over the depth of each section, and linear or nonlinear semi-rigid connection behavior can be specified anywhere along elements without the necessity to define additional nodes and to increase the degrees of freedom of the structural system. To perform vibration analyses with similar accuracy, force-based consistent mass matrix is used taking into account semi-rigidity in connections and an appropriate shear correction coefficient for I-sections. Results:First, a fix-fix supported beam with semi-rigid connections at its ends is acted on by a distributed load in order to observe spread of plasticity along beam length and connection regions. After this example, 2D and 3D complex and irregular steel frame structures with or without semi-rigid connections are analyzed and the performance of the element is compared with benchmark solutions. Finally, results of the modal analysis of a steel framed structure with semi-rigid connections is compared with a widely used structural analysis program. Conclusion:Proposed frame element with semi-rigid connections provides accurate, robust and practical modeling and nonlinear analysis of steel framed structures under extreme loading conditions. In the presented examples, it was possible to push the structures to higher displacement values than the existing results, and it was revealed that the non-linear behavior in the column-base connections could create much more critical results for the structural systems with P-Delta effects. In addition, high-level accuracy results were obtained when performing vibration analyses with the application of force-based consistent mass matrix.

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Section: Gi̇ri̇ş (Introduction)unclassified

Kiriş-Kolon ve Kolon-Taban Yarı-Rijit bağlantılı çelik yapıların doğrusal olmayan ve titreşim analizleri için çerçeve sonlu elemanı modeli

ÖZEL

SARITAŞ

2022

Gazi Üniversitesi Mühendislik Mimarlık Fakültesi Dergisi

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“…bending moments are increased by the axial force), leading to instability of beam-column elements. P-small delta phenomenon can be considered by using the geometric stiffness matrix combining with meshing elements into many short elements, or it can be considered by using high-order displacement-interpolation functions combining with the flexibility method and monitoring some integration points along the member length [25][26][27], or it can be considered by using corotational formulations, but this method is relatively complicated. To reduce computer resources and computational efforts, this study employed stability functions [28] to consider the P-small delta phenomenon since only oneelement modeling can precisely predict this effect.…”

Section: Introductionmentioning

confidence: 99%

Impacts of residual stress and shear deformation on 2D steel frames using fiber plastic hinge element: nonlinear behavior and strength

Nguyen

Tran

2021

SN Appl. Sci.

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In this study, impacts of residual stress and shear deformation are investigated on 2D steel frames using a new fiber plastic hinge method. Geometry and material nonlinearities, residual stress, shear deformation, imperfections are considered simultaneously in the nonlinear analysis. The proposed method is efficient in computational efforts since the one-element modeling is used for the nonlinear analysis by employing stability functions for capturing the P-small delta phenomenon. The P-large delta phenomenon is considered using the geometric stiffness matrix. Plastic hinges are assumed to be formed at two ends of members. Cross-sections at two ends of members are divided into many fibers. The ECCS residual stress pattern is assigned directly through fibers as initial stress conditions. A finite element program is coded using the Fortran programming language for predicting the nonlinear behavior and ultimate strength of planar steel frames. The behavior and load-carrying capacity of steel frames are predicted precisely and efficiently using the nonlinear inelastic analysis. A case study of a large-scale planar steel frame is investigated for the frame's behavior and strength under the effects of residual stresses and shear deformation. Through numerical examples, we recommend that both residual stress and shear deformation should be considered in the advanced direct analysis and design procedures for steel-framed structures. Article highlights• A nonlinear 2D beam column element is developed successfully using onlyone element per member for modeling. • Geometric nonlinearities, material plasticity, residual stress, and sheardeformation are investigated simultaneously.• Both residual stress and shear deformation should be considered in the engineering design of steel frames.

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“…In the first-order elastic analysis, structures are assumed to be still elastic, and the effects of nonlinearities are neglected, while in the direct analysis, all important nonlinear phenomena, such as the plasticity of materials, geometric nonlinearity, residual stresses, the flexibility of connections, etc., are considered. There are two common direct analysis methods: plastic hinge method [1][2][3][4][5][6][7][8][9] and distributed plasticity method [10][11][12][13][14][15][16][17][18][19]. Distributed plasticity method is complicated, computationally expensive, but more accurate.…”

Section: Introductionmentioning

confidence: 99%

Nonlinear Inelastic Earthquake Analysis of 2D Steel Frames

Nguyen

2020

Eng. Technol. Appl. Sci. Res.

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In this work, a new method for nonlinear time-history earthquake analysis of 2D steel frames by a fiber plastic hinge method is presented. The beam-column element based on the displacement-based finite element method is established and formulated in detail using a fiber plastic hinge approach and stability functions. Geometric nonlinearities are taken into accounting by stability functions and the geometric stiffness matrix. A nonlinear dynamic algorithm is established based on the combination of the Newmark integration method and the Newton-Raphson iterative algorithm for solving dynamic equations. The proposed program predicts the nonlinear inelastic responses of 2D steel frames subjected to earthquakes as efficiently and accurately as commercial software. This study also shows that the initial residual stresses of steel should be considered in nonlinear inelastic time-history earthquake analysis of 2D steel frames while SAP2000 does not consider the effects of residual stresses.

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Distributed inelasticity planar frame element with localized semi-rigid connections for nonlinear analysis of steel structures

Cited by 22 publications

References 29 publications

Kiriş-Kolon ve Kolon-Taban Yarı-Rijit bağlantılı çelik yapıların doğrusal olmayan ve titreşim analizleri için çerçeve sonlu elemanı modeli

Kiriş-Kolon ve Kolon-Taban Yarı-Rijit bağlantılı çelik yapıların doğrusal olmayan ve titreşim analizleri için çerçeve sonlu elemanı modeli

Impacts of residual stress and shear deformation on 2D steel frames using fiber plastic hinge element: nonlinear behavior and strength

Nonlinear Inelastic Earthquake Analysis of 2D Steel Frames

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