scholarly journals ANALISA KAPASITAS SAMBUNGAN KOLOM-BALOK BAJA MENGGUNAKAN STIFFENER PADA BALOK DENGAN CBFEM METHOD

2021 ◽  
Vol 8 (1) ◽  
pp. 107
Author(s):  
Sapta Sapta ◽  
Sari Farlianti
Keyword(s):  
Finite Element ◽  
Bottom Flange ◽  
Seismic Applications

CBFEM method adalah metode analisa finite element untuk menganalisa sambungan kolom-balok dengan memodelkan elemen sambungan secara detail dan presisi, dimana setiap elemen (plates and bolts) pada sambungan dihasilkan analisa tersendiri dengan FEA. Pada artikel ini disajikan hasil analisa kapasitas sambungan kolom-balok (sambungan baut) berdasarkan AISC 360-16 (ANSI/AISC 360, 2016) menggunakan CBFEM method dengan program bantu yaitu software IDEA Statica 2.1. Penentuan elemen-elemen sambungan (dimensi dan ukuran) menggunakan ketentuan dalam ANSI/AISC 358 “prequalified connections for special and intermediate frame for seismic applications”. Dari hasil analisa yang dilakukan dengan software IDEA Statica 2.1, didapatkan bahwa dengan menggunakan stiffener dapat mengurangi tegangan-regangan yang terjadi pada web balok, akan tetapi meningkatkan tegangan dan regangan yang terjadi pada top flange dan bottom flange. Untuk kapasitas sambungan tidak menimbulkan peningkatan yang signifikan.   Kata kunci : CBFEM method, stiffener, web, flange, vertical bracket

Finite Element Fracture Mechanics Study of Web Connections with Tapered Beam Flange Plates

2010 ◽  
Vol 452-453 ◽  
pp. 473-476 ◽  
Author(s):  
Hong Bo Liu ◽  
Long Jun Xu ◽  
Shuang Li ◽  
Yong Song Shao
Keyword(s):  
Fracture Toughness ◽  
Stress Intensity Factor ◽  
Finite Element ◽  
Stress Intensity ◽  
Intensity Factor ◽  
Bottom Surface ◽  
Seismic Load ◽  
Bottom Flange ◽  
Moment Frames ◽  
Tapered Beam

Brittle fracture was identified in many of prequalified weld joints in steel moment frames in the 1994 Nothridge earthquake. Then analyses of response and damage mechanism of beam-to-column connections under seismic load were widely studied in the world, but few people conduct the research on seismic-resistant behavior of beam-to-column web connections. To quantify the variation of stress intensity factor to weld root flaw sizes beam-to-column web connections with tapered beam flange plates, detailed 3D finite element analyses is used to study fracture toughness requirements in beam-to-column web connections, considering the large deformation, large strain, bolts pretension, bolt contact-slide, as well as material harden and soften. Fracture toughness demands are evaluated in terms of the mode I stress intensity factor. The stress intensity factor is calculated through a J-integral approach. The fracture toughness demands are studied for the flaw on the top of the beam flange and the bottom surface, respectively. Results indicate that the likelihood of top flange fractures is smaller than that of bottom flange fracture. Stress intensity factor is not uniform and is largest in the edge of beam flange. The fracture toughness in the edge of beam flange for web connections with step beam flange plates is 15% less than that for tapered beam flange plates.

scholarly journals PARAMETRIC STUDIES ON THE COMPONENT-BASED APPROACH TO MODELLING BEAM BOTTOM FLANGE BUCKLING AT ELEVATED TEMPERATURES

2016 ◽  
Vol 56 (2) ◽  
pp. 132
Author(s):  
Guan Quan ◽  
Shan-Shan Huang ◽  
Ian Burgess
Keyword(s):  
Finite Element ◽  
Analytical Model ◽  
Elevated Temperatures ◽  
Finite Element Models ◽  
Bottom Flange ◽  
Class 1 ◽  
Shear Buckling ◽  
Post Buckling ◽  
Parametric Studies ◽  
Better Than

<p>In this study, an analytical model of the combination of beam-web shear buckling and bottom-flange buckling at elevated temperatures has been introduced. This analytical model is able to track the force-deflection path during post-buckling. A range of 3D finite element models has been created using the ABAQUS software. Comparisons have been carried out between the proposed analytical model, finite element modelling and an existing theoretical model by Dharma (2007). Comparisons indicate that the proposed method is able to provide accurate predictions for Class 1 and Class 2 beams, and performs better than the existing Dharma model, especially for beams with high flange-to-web thickness ratios. A component-based model has been created on the basis of the analytical model, and will in due course be implemented in the software Vulcan for global structural fire analysis.</p>

scholarly journals Finite Element Analysis and Optimization of Steel Girders with External Prestressing

2018 ◽  
Vol 4 (7) ◽  
pp. 1490 ◽  
Author(s):  
Ali Laftah Abbas ◽  
Abbas Haraj Mohammed ◽  
Raad Dheyab Khalaf ◽  
Khattab Saleem Abdul-Razzaq
Keyword(s):  
Finite Element ◽  
Cross Section ◽  
Element Model ◽  
Bottom Flange ◽  
Element Analysis ◽  
Steel Girder ◽  
Finite Element Software ◽  
External Prestressing ◽  
Design Variables ◽  
The Web

Optimization is a process through which the best possible values of design variables are achieved under the given of constraints and in accordance to a selected optimization objective function. Steel I-girders have been used widely in different fields, which are generally fabricated by connecting two plate flanges, a flat web and a series of longitudinal or transverse stiffeners together. The use of steel girder with external prestressing has been used in many countries as a means of strengthening bridges. The purpose of this paper is to develop a finite element model for the optimization of a steel girder with external prestressing. The ANSYS finite element software package was used to find the optimum cross section dimension for the steel girder. Two objective functions are considered in this study there are optimization of the strain energy and total volume of the girder. The design variables are the width of top flange, the thickness of top flange, the width of bottom flange, the thickness of bottom flange, the height of the web, the width of the web and area of prestressing tendons. Two type of steel girder are considered there are steel girder without prestressing and steel girder with prestressing. The results for volume minimization shows that the optimum cross section for steel girder with prestressing smaller than for steel girder without prestressing.

Finite Element Study of Distortion-Induced Fatigue in Welded Steel Bridges

2003 ◽  
Vol 1845 (1) ◽  
pp. 57-65 ◽  
Author(s):  
Yuan Zhao ◽  
W. M. Roddis
Keyword(s):  
Finite Element ◽  
Fatigue Behavior ◽  
Fatigue Cracks ◽  
Fatigue Cracking ◽  
Bottom Flange ◽  
Welded Steel ◽  
Structural Modifications ◽  
Out Of Plane ◽  
Negative Moment ◽  
Plane Displacement

Out-of-plane distortion-induced fatigue cracking is caused by relative rotation and displacement between longitudinal girders and transverse members framing into these girders. Procedures for determination of secondary stresses are not specified in the design or rating process. Appropriate finite element method procedures to analyze distortion-induced fatigue behavior are presented. A multigirder bridge developed web gap cracks near the girder bottom flange in a positive moment region. The affected diaphragm–girder connections were repaired by installing additional reinforcing splice plates to the web and attaching connection stiffeners to the flanges. Because no structural modifications were made to similar details in the bridge that had not developed fatigue cracks, concerns remain that these details may also be subjected to high-magnitude fatigue stresses that may lead to future cracking. By using finite element submodeling techniques, potential crack initiation sites in the bridge were identified and the corresponding distortion-induced stresses were determined. The most stressed detail reached yielding with an out-of-plane displacement of only a few thousandths of an inch. On the basis of the analytical results, a linear stress–displacement correlation was established for prediction of the secondary stresses. Repair analysis indicated that web gap stresses can be significantly reduced if a rigid stiffener-to-flange attachment is used. Thus, a bolted repair is recommended for the positive moment region connections, and a welded repair is recommended for the transition and negative moment region connections.

Thermal Stresses in Steel–Concrete Composite Bridges

1975 ◽  
Vol 2 (1) ◽  
pp. 66-84 ◽  
Author(s):  
Carl Berwanger ◽  
Yaroslav Symko
Keyword(s):  
Finite Element ◽  
Steady State ◽  
Conventional Method ◽  
Negative Curvature ◽  
Thermal Stresses ◽  
Positive Curvature ◽  
Bottom Flange ◽  
Tensile Stresses ◽  
Temperature Distributions ◽  
Steady State Temperature

The objective was to determine experimentally and analytically two-dimensional steady-state temperature distributions produced in the cross-sectional planes of steel–concrete composite simple span bridges. The upper and lower surfaces were exposed to different temperatures.The research included the development of finite element solutions for steady-state temperature distributions from known boundary conditions and the calculation of strains and stresses. Temperature and stress distributions were generally nonlinear with linear strains through the finite elements. Temperatures were predicted to ±1 °F (±5/9 °C). The experimental strains are linear through the composite section, with the computed finite element strains giving generally slightly higher stresses. The conventional and finite element method computed stresses were compared.For positive curvature, the conventional method underestimated the compressive stress in the top flange by about 20% while the bottom flange tensile stresses were identical. For negative curvature, the conventional method overestimated the bottom flange compressive stresses between 15 to 27% and the top flange tensile stresses from 10 to 61%. The concrete slab stresses were overestimated for positive curvature and slightly underestimated for negative curvature. Slab stresses were relatively small when compared with the permissible concrete stress. Temperature stresses in the steel beam were shown to be significantly large, about 30% of the permissible steel stress, to warrant consideration in the design of these bridges. The stresses were calculated for short term steady-state temperatures. Transient conditions existing in the field produce greater thermal stresses.

scholarly journals Initial rotational stiffness of minor-axis flush end-plate connections

2018 ◽  
Vol 10 (1) ◽  
pp. 168781401774539
Author(s):  
Jianrong Pan ◽  
Shizhe Chen ◽  
Zhan Wang ◽  
Hui Lu
Keyword(s):  
Finite Element ◽  
Minor Axis ◽  
Bottom Flange ◽  
Rotational Stiffness ◽  
Bending Deformation ◽  
End Plate ◽  
Out Of Plane ◽  
Plane Bending ◽  
Plate Connections ◽  
Plate Connection

The semi-rigid performance of minor-axis connections is important in the study of overall framework. Experiments were conducted on minor-axis flush end-plate connections under a monotonic load. Numerical simulations were carried out using the finite-element package ABAQUS and compared with the experimental results. The initial rotational stiffness of the connection was calculated using the equivalent T-stub in tension and EC3 component method, and the calculated veracity is discussed. The results show that under the action of a negative bending moment, the failure modes of the minor-axis flush end-plate connection are the out-of-plane bending deformation of the end-plate, local buckling of the bottom flange of the beam, and bending deformation of the bolts. The minor-axis flush end-plate connection is a typical semi-rigid connection. However, the deformations of the flush end-plate could not be accurately calculated using the equivalent T-stub in the tension of EC3 methods. The initial rotational stiffness calculated using the method was much larger than that obtained using the experiment and finite-element analysis. The equivalent simulation is not appropriate if the out-of-plane bending stiffness of the flush end-plate is not obtained accurately.

scholarly journals A Component-based Approach to Modelling Beam Bottom Flange Buckling at Elevated Temperatures

2016 ◽  
Author(s):  
Guan Quan ◽  
Shan-Shan Huang ◽  
Ian Burgess
Keyword(s):  
Finite Element ◽  
Analytical Model ◽  
Elevated Temperatures ◽  
Finite Element Models ◽  
Bottom Flange ◽  
Class 1 ◽  
Slender Beams ◽  
Shear Buckling ◽  
Post Buckling ◽  
Better Than

In this study, an analytical model of the combination of beam-web shear buckling and bottom-flange buckling at elevated temperatures has been created. This analytical model is able to track the force-deflection path in the post-buckling stage. A range of 3D finite element models has been created using the ABAQUS software. Comparisons have been carried out between the proposed analytical model, finite element modelling and the existing Dharma’s theoretical model. Comparisons indicate that the proposed method is able to provide with accurate predictions for Class 1 and Class 2 beams, and performs better than the existing model, especially for slender beams. A component-based model has been created based on the analytical model, and in due course to be implemented into the software Vulcan for global structural fire analysis.

scholarly journals Finite Element Analysis of Overlapped Z-Purlins Restrained by Sheeting

2021 ◽  
Vol 1203 (3) ◽  
pp. 032077
Author(s):  
Ioan Andrei Gîrbacea ◽  
Viorel Ungureanu
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Failure Mode ◽  
Bending Moment ◽  
Major Influence ◽  
Bottom Flange ◽  
Distortional Buckling ◽  
Element Analysis ◽  
Moment Distribution ◽  
The Moment

Abstract Cold-formed steel Z-purlins with overlapping at the intermediate supports ensures the continuity of the bending moment. A continuous beam with two equal spans of 6 m is investigated under gravity loading using the finite element method. The numerical model includes the beneficial interaction between the Z-purlins and the trapezoidal sheeting. Finite element results show that the screw spacing and sheeting thickness has a limited influence on the resistance of the member. The effect of the overlapping length and detailing of the connection is studied through a parametric study. Six overlaps varying from 100mm to 1200mm (1.6% to 20% of one span) capture the change of the failure mode from the overlap edge to the support region of the purlin. The connection detailing is studied considering multiple bolt/screw patterns. The detailing and length of the overlap connection has a major influence on the moment distribution and consequently on the failure mode. The detailed finite element analysis shows that assuming the beam connection as continuous in 1D beam models lead to an unrealistic bending moment distribution and failure mode. Connecting the bottom flange using screws improves the overall load carrying capacity of the beam especially for short overlap lengths. The increase in resistance is attributed to the restraining effect on the free flange which fails due to distortional buckling.

Finite Element Analysis Simulation of the South-to-North Water Diversion Bridge during Cantilever Construction

2012 ◽  
Vol 204-208 ◽  
pp. 2114-2118
Author(s):  
Hua Ma
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Water Diversion ◽  
Bottom Flange ◽  
The South ◽  
Element Analysis ◽  
Finite Element Analysis Simulation ◽  
North Water ◽  
Cantilever Construction ◽  
Main Girder

Use the Finite Element Analysis software to numerically simulate the South-to-North Water Diversion Bridge, a prestressed concrete composite box-girder bridge with corrugated steel webs, during the process of cantilever construction. Then research the force condition of the main girder structure during the construction processes. Results indicated that, during each construction process, the bending moment was reasonable, and all sections of the main girder structure were under pressure. The maximum normal stress always appeared around those cross-sections over the main piers, and during the mid-span closure process, the maximum stress appeared around the mid-span segment’s bottom flange.

Sign in / Sign up

Export Citation Format

Share Document