An Investigation for Semi-Rigid Frames by Different Connection Models

Öztürk, Ali Uğur; Seçer, Mutlu

doi:10.3390/mca10010035

Cited by 10 publications

(8 citation statements)

References 6 publications

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“…The increasing relationship between end-of-member forces and the displacement of end-in global coordinates can be written as follows: (21) in which the member tangent stiffness matrix, ], are given by …”

Section: Stiffness Matrices For a Membermentioning

confidence: 99%

Non-Linear Post-Buckling Large Displacement Analysis for Plane Steel Non-Prismatic Members Frames With Flexible Connections

Al-Khafaji

Al-Sarraf

Alwash

2017

juod

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Although the joints constitute a small proportion of the total weight of the structure, but they have a comparatively large work ratio, thus the accounted is represent a large percentage of the total cost of framing. In addition, the contact region deformation is sometimes responsible for a significant proportion of the total deviation of the structure and often has a large impact on the distribution of internal distribution of the forces. All real structures show nonlinear behavior when loads and deformations become large enough and the tapered members are also used in several locations in the structural applications such as aerospace structures, bridges, as well, in many mechanical components. It is used to try to meet the architectural requirements for the shape of buildings and to achieve a suitable division of strength and weight. So, the nonlinear post-buckling behavior of plane steel frame under loads was a major research topic. A general formulation of Eulerian is used to analyze the plane frames and it is clear that this method of analysis are be good to use within theory of beam-column. This study is shown that a polynomial modeling of the non-linear moment-rotation curve of steel connection gives excellent results with the exact non-linear moment-rotation curve with a difference not more than (1%) and the effect of the flexible connections must be considered in the analysis because it has significant effect on the behavior of the steel structures and the new modified tangent stiffness matrix which takes into account the two types of non-linearities at the same time (i.e. geometry and connection) and non-prismatic members efficient in giving accurate results of analysis of different types frames with difference not more than (0.5%) compere with the other finite element methods for analysis.

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Section: Stiffness Matrices For a Membermentioning

confidence: 99%

Non-Linear Post-Buckling Large Displacement Analysis for Plane Steel Non-Prismatic Members Frames With Flexible Connections

Al-Khafaji

Al-Sarraf

Alwash

2017

juod

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“…Ozturk and Secer (2005) [6] studied the semi-rigid beam-column connection behavior on two-dimensional frame with dynamic determinates. The semi-rigid connection was modeled with linear elastic rotational spring.…”

Section: Introductionmentioning

confidence: 99%

Structural Performance of Semi-Rigid Connection Steel Frames

Al-Sherif

Ismael

2022

DJES

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In most engineering designs, steel connections are usually considered as fully rigid connections or perfectly pinned connections, for simplicity of design work. In reality, this assumption is incorrect. The behaviour of the beam-column connection is in between of rigid connection and perfectly pinned connection. This type of connection is termed semi-rigid connection. This article represents a numerical analysis using finite element method of structural steel frames to investigate the effect of semi-rigid beam-column connection on the behaviour of the frame. ANSYS software was used for the finite element modelling of the frames. The beam-column connection was modelled as rotational spring with specified rotational stiffness using COMBIN14 element. The study includes investigation the effect of semi-rigid on different study cases such as: support types and number of stories. The obtained results reveal that changing the beam-column connection from rigid case to semi-rigid case with different rotational stiffness can increase the vertical and horizontal displacement of the frame with a percentage depends on the rotational stiffness of the beam-column connection. Changing the support type of the frame from fixed to pinned support or increasing the number of stories with semi-rigid connection can decrease the strength capacity of the frame. This indicates the importance of including the semi-rigid connection in the design and analysis of steel frames to obtain more realistic results.

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“…The semi-rigid connections are modelled by using Frye and Morris polynomial model. In 2005, Ozturk and Secer [12], developed a model to examine the dynamic response of two-dimensional frames with semi-rigid connection. The connection flexibility is modelled by linear elastic rotational spring.…”

Section: Introductionmentioning

confidence: 99%

Effect of Semi-Rigid Connection on Post-Buckling Behaviour of Frames Using Finite Element Method

Mohammed

Ismael

2019

Civ Eng J

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It is very important task to estimate the post buckling for structures that have slender elements, since post-buckling state means loss the structures stability related with large displacement and that lead to demolition the structures. On the other hand, in the design and analysis of steel frame, the beam-columns connection is assumed perfect pin or fully rigid, this assumption leads to incorrect estimation of the structural behaviour. Practically, beam-column connection is between these two assumptions and this type of connection is called semi-rigid. This study presents a numerical analysis using finite element method to investigate the effect of semi-rigid connections on post-buckling behaviour of two-dimensional frames with different supporting types and different lateral loading cases. The semi-rigid connections are modelled as rotational spring in linear elastic stage, using COMBIN14 element which has rotational stiffness value. The numerical results showed that; the effect of changing the beam-column connections from rigid to semi rigid for toggle frame with rotational joint stiffness 25EI/L to 15EI/L and 10EI/L led to decrease the initial peak load of the frames of fixed-fixed supports with percentages 3.36 %, 5.6% and 8.95% respectively as compared with that of the rigid connection frame, While, the frames with fixed-pin and pin-pin supports cases did not affected by this changing. The fixed-fixed support case is more affected by changing the joint stiffness from other cases and the effect of changing the joint stiffness in pin-pin support model is less significant from others. This can be attributed to that, the fixed-fixed supports is restrained in all degree of freedom and will be affected by any rotation and presence the pin in other cases makes the frame less affected by the rotation of semi-rigid connection. The effect of changing the beam-column connection from rigid to semi rigid decreases with presence the lateral load. Thus, the semi-rigid connection should be considered in analysis and design of steel frames to obtain more realistic results.

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An Investigation for Semi-Rigid Frames by Different Connection Models

Cited by 10 publications

References 6 publications

Non-Linear Post-Buckling Large Displacement Analysis for Plane Steel Non-Prismatic Members Frames With Flexible Connections

Non-Linear Post-Buckling Large Displacement Analysis for Plane Steel Non-Prismatic Members Frames With Flexible Connections

Structural Performance of Semi-Rigid Connection Steel Frames

Effect of Semi-Rigid Connection on Post-Buckling Behaviour of Frames Using Finite Element Method

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