scholarly journals Reinforcing the Octagonal Web Openings of Castellated Beam by Steel Rings

2019 ◽  
Vol 12 (1) ◽  
pp. 7-16
Author(s):  
Hayder W. Al-Thabhawee ◽  
Abbas A. Mohammed
Keyword(s):  
Failure Modes ◽  
Ultimate Load ◽  
Steel Beams ◽  
Failure Behavior ◽  
Web Openings ◽  
Finite Element Software ◽  
Steel Material ◽  
Allowable Load ◽  
Castellated Beam ◽  
The Web

Castellated steel beams are section steel members with hexagonal or octagonal web openings which they are made from standard hot rolled steel section I or H. The main advantage of these members is their economic material. An additional important advantage is a possibility to guide service ducts through the openings. The presence of the web openings influences the members’ failure behavior around the openings, new local failure modes will come into existence, such as the buckling of the web post between the openings, or yielding around the openings. Castellated beams with octagonal openings usually fail due to web post-buckling because of the increase in depth. The current study focused on improving the behavior of the castellated beam with octagonal openings using steel ring stiffener and adjusting the best dimension and distribution for the stiffeners. All the models of specimens have been fabricated from a parent I section (IPE 140). The models have been modeled and analyzed using finite element software ANSYS (version 15). The analysis results showed that reinforcing octagonal castellated beams by adding steel ring stiffeners around octagonal web opening was very active way to increase the ultimate load for long span, where the ultimate load of reinforced octagonal castellated beam increased up to (286%) compared with parent I-section beam. Economically, the percentage of additional steel material which used to expansion and reinforce the castellated beams (spacer plate and steel ring stiffeners) was (36%) when compared with the weight of parent I-section beam. While the allowable load at deflection (L/180) was (260 %) compared to the allowable load of parent section at the same deflection. The gained benefit was increasing the ultimate and allowable load of reinforced octagonal castellated beams by (186%) and (160%) respectively by using additional steel material only (36%) from the weight of parent I- section, which the additional steel material consisted from the spacer plates and steel rings. Also, the results indicate that the best dimensions for the ring were when thickness equal to the web thickness of the parent section and the width equal to the half of the parent section flange width.

scholarly journals Improving Behavior of Castellated Beam by Adding Spacer Plat and Steel Rings

2018 ◽  
Vol 26 (4) ◽  
pp. 331-344 ◽  
Author(s):  
Hayder Wafi Ali Al-Thabhawee ◽  
Muslim Abdul-Ameer Al-Kannoon
Keyword(s):  
Ultimate Strength ◽  
Low Cost ◽  
Element Model ◽  
Steel Beams ◽  
Web Openings ◽  
Modes Of Failure ◽  
Beam Depth ◽  
Zigzag Pattern ◽  
Castellated Beam ◽  
The Web

Castellated steel beams are those members which are made from hot rolled steel I-section firstly by cutting the web in zigzag pattern and rejoining the two halves by welding together to form a hexagonal castellated beam such that the depth of section will be increased. Generally, the openings made in the web are with hexagonal shape; however, octagonal shape of web openings is typically obtained by providing spacer plate which is utilized to increase the depth of beam. Nowadays, using castellated beams in building construction becomes very popular because of their useful functions such as ease of service provision, strength and low cost. This study focuses on improving the behavior of hexagonal and octagonal castellated beam with spacer plate. The ultimate strength of the original (parent) I- section beam increases due to the increasing its depth. The increment of castellated beam depth; however, leads to post buckling in its web and to many other modes of failure when these beams are subjected for loading. Hexagonal and octagonal castellated beams which are fabricated using parent I-section (IPN140) are analyzed using finite element model (FEM).The analysis results revealed that using ring stiffeners around edge of holes contributes effectively in strengthening the web. It was found that using ring steel stiffeners can reduce the stress concentration around the edge of holes and improve the behavior of these beams by increasing the ultimate strength and minimizing the deflection. From the numerical (FEM) results obtained by using ANSYS14, it is concluded that ultimate strength of castellated beam can be improved by providing spacer plate and ring stiffeners around the web hole. Also, the results showed that ultimate strength of octagonal castellated steel beam can be increased up to (53%) more than the parent beam (IPN140) with providing only (13.0%) weight of steel (spacer plate plus ring steel stiffeners).

Ultimate load behaviour of steel beams with web openings

2019 ◽  
Vol 20 (2) ◽  
pp. 124-133 ◽  
Author(s):  
Samadhan. G. Morkhade ◽  
L. M. Gupta
Keyword(s):  
Ultimate Load ◽  
Steel Beams ◽  
Web Openings

Analysis of Cold-Formed Steel Lipped Channel Columns with Complex Edge Stiffeners and Web Holes

2013 ◽  
Vol 405-408 ◽  
pp. 664-667
Author(s):  
Chun Gang Wang ◽  
Yu Fei Cao ◽  
Lian Guang Jia ◽  
Hong Liu
Keyword(s):  
Finite Element Analysis ◽  
Failure Modes ◽  
Ultimate Load ◽  
Width Ratio ◽  
Distortional Buckling ◽  
Element Analysis ◽  
Stress Changes ◽  
Cold Formed Steel ◽  
The Web ◽  
Steel Section

This paper presents finite element analysis on cold-formed steel-section columns with complex edge stiffeners and web holes under axial compression. A total of 18 channel models with different parameters such as length, thickness and flange width are simulated. Failure modes, the ultimate load and the stress distribution around web holes are researched. The analysis results show that, the main failure mode of-section columns with complex edge stiffeners and web holes is distortional buckling. The carrying efficiency is higher as the thickness-width ratio increasing. Because of perforations on the web, the position of the max stress changes from the web near the mid-height of the specimens to the location adjacent to holes.

Stress Analysis of Non-Conventional Composite Pipes: An Experimental and Numerical Approach

2009 ◽  
Author(s):  
Muhammad A. Wahab ◽  
Prashanth Ramachandran ◽  
Su-Seng Pang ◽  
Randy A. Jones
Keyword(s):  
Finite Element ◽  
Internal Pressure ◽  
Failure Modes ◽  
Bending Strength ◽  
Numerical Study ◽  
Numerical Approach ◽  
Failure Behavior ◽  
Finite Element Software ◽  
Bending Load ◽  
Composite Pipes

This paper discusses an experimental and numerical study to investigate the failure behavior of non-conventional cross-sectioned fiber reinforced composite pipes filled with glass beads subjected to internal pressure and bending loads. An adaptive filament winder for non-conventional pipes was exclusively designed to fabricate the samples used in the experiments. Experiments were conducted on triangular and rectangular cross-sectioned samples as per ASTM standards to find the internal burst pressure, bending strength, and failure modes of the pipes. Numerical analysis for the pipe loading process has been developed based on the finite element method for a linear orthotropic problem for composite pipes. The finite element software ANSYS was used to build the model and predict the stresses imposed on the pipes. The relationships between the applied internal pressure and peak hoop stress, bending load, and bending strength with reference to the fillet radius were determined; and generally a good correlation was found between the experimental and numerical results.

scholarly journals Nonlinear Analysis of Edge Joint on T-shaped Concrete-filled Steel Tubular Column-H-shaped Steel Beam Seismic Performance based on ABAQUS

2019 ◽  
pp. 1-7
Author(s):  
Yadong Bian ◽  
Yichuan Tian ◽  
Yi Zhao ◽  
Long Cheng ◽  
Cheng Hong ◽  
...  
Keyword(s):  
Axial Compression ◽  
Seismic Performance ◽  
Compression Ratio ◽  
Failure Modes ◽  
Ultimate Load ◽  
Steel Beam ◽  
Side Plate ◽  
Obvious Effect ◽  
Finite Element Software ◽  
Axial Compression Ratio

To comprehensively analyze the seismic performance and failure modes of edge joint, which is composed of T-shaped concrete-filled steel tubular column and H-shaped steel beam, the joint was imposed through low frequency cycling loading. Model of edge joint was established by the nonlinear finite element software ABAQUS. The effect of different parameters, such as axial compression ratio and side plate extension length, on the seismic performance were simulated. The results indicates that the buckling of the steel beam occurs at the lateral extension of the side plate due to the strengthening of the side plate; the axial compression ratio has no obvious effect on the ultimate load; the increase of the side plate length can effectively improve the ultimate load.

scholarly journals Castellated Steel Beams-A Torsional Analysis

2020 ◽  
Vol 9 (5) ◽  
pp. 536-540
Keyword(s):  
Failure Modes ◽  
Weight Ratio ◽  
High Strength ◽  
Steel Beams ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Moment Capacity ◽  
Flexure Mechanism ◽  
Shear Buckling ◽  
Castellated Beam

Practice of castellated beams (CBs) or perforated beams for several structures speedily gaining petition. This is because of the increased depth in the segment, high strength to weight ratio, light in weight, easy to erect, economical, and stronger. The principal advantages of the castellated beam are an attractive provision, an increase in vertical bending stiffness, & ease of service provision. The CBs is prepared from its virgin sections i.e. I beam by cutting it in a zigzag or any suitable cutting pattern and again rejoined it by welding therefore depth of the resulting section increases. The load-carrying capacity of the parent I section is increased with the same quantity of material and weight, due to an increase in depth of beams. Web post-buckling and lateral-torsional buckling failure occur when these beams are subjected to loading, this is the effect of an increase in depth of the castellated beams. There are five basic failure modes associated with castellated steel beams that need to be taken care of 1) Development of flexure mechanism. 2) Lateral-torsional buckling 3) Vierendeel mechanism 4) rupture of the welded joint in a web post 5) shear buckling of a web post. Therefore, in this research paper, an effort has been made to estimate the torsional moment capacity castellated beam for hexagonal or honeycomb opening with 300, 450, 600 & sinusoidal opening with different fillet radii.

scholarly journals ANALYSIS OF STEEL I-BEAMS WITH RECTANGULAR WEB OPENINGS: EXPERIMENTAL AND FINITE ELEMENT INVESTIGATION

2015 ◽  
Vol 7 (1) ◽  
pp. 13-23 ◽  
Author(s):  
Samadhan G. Morkhade ◽  
Laxmikant M. Gupta
Keyword(s):  
Finite Element ◽  
Aspect Ratio ◽  
Parametric Study ◽  
Steel Beam ◽  
Element Analysis ◽  
Web Openings ◽  
Finite Element Software ◽  
Fillet Radius ◽  
Load Carrying ◽  
The Web

Steel I-shaped beams with web openings of shapes like hexagonal, circular and rectangular at regular intervals have been used since last 60–70 years. Therefore aim of this paper is to examine the behaviour of steel I-beams with rectangular web openings by performinganexperimental and parametric study. A parametric study based on finite element analysis consists of effect of fillet radius, aspect ratio of rectangular openings, stiffeners position around the openings and effect of positions of openings on load carrying capacities of steel beam with rectangular web openings was carried out by using a commercial finite element software ANSYS v.12. An overall study of such type of beam was carried out and results shows that rectangular openings having fillet radius either 2 times thickness of web or 25 mm (whichever is minimum), aspect ratio of 1.6 and reinforcement either in the form of horizontal or vertical stiffeners around the web openings found to be very effective. The fillet radius and stiffeners also affect the stress distribution around the corner regions of openings. Load carrying capacities of perforated beams are almost equal to plain-webbed beams, when openings are placed within middle two-third(neutral zone) of the span.

DESIGN OF STEEL I-BEAMS WITH WEB OPENINGS

2015 ◽  
Vol 2 (1) ◽  
Author(s):  
Luis Calado
Keyword(s):  
Numerical Analysis ◽  
Ultimate Load ◽  
Steel Beams ◽  
Load Carrying Capacity ◽  
Web Openings ◽  
Load Carrying ◽  
Non Linear ◽  
Numerical Research ◽  
Selection Of ◽  
Good Agreement

The paper presents a numerical research on the behavior of steel I-beams with web openings. The influence of web openings in the load carrying capacity of steel beams and failure mechanisms are investigated. The non-linear numerical analysis performed was calibrated with results from other similar non-linear numerical analysis and experimental test data. Comparison between numerical results with the available experimental for yielding patterns, ultimate load values and load-deflection relationships show a good agreement. The numerical model developed was used to carry out a parametric study taking into account some parameters, such us: opening shape, opening size, and the location of the opening throughout the span. Three different beam spans were considered. A contribution to the analysis and selection of the web openings best solutions is presented in the conclusions.

scholarly journals Experimental study of composite concrete cellular steel beams

2022 ◽  
Vol 961 (1) ◽  
pp. 012095
Author(s):  
Mustafa Kamil Abbas ◽  
Hayder Wafi Al_Thabhawee
Keyword(s):  
Concrete Beam ◽  
Ultimate Load ◽  
Steel Beams ◽  
Web Openings ◽  
Control Beam ◽  
Geometrical Properties ◽  
Shear Connectors ◽  
Depth Ratio ◽  
Post Buckling ◽  
Composite Steel

Abstract The main objective of this study is to compare the structural behavior of composite steel– concrete beams using cellular beams with and without steel ring stiffeners placed around the web openings. An IPE140 hot rolled I-section steel beam was used to create four specimens: one without openings (control beam); one without shear connectors (non-composite); a composite steel–concrete beam using a cellular beam without strengthening (CLB1); and a composite steel–concrete beam using a cellular beam (CLB4-R) with its openings strengthened by steel ring stiffeners with geometrical properties Br = 37mm and Tr = 5mm. CLB1 was fabricated with openings of 100mm diameter and a 1.23 expansion depth ratio, while CLB4-R was fabricated with openings of 130mm diameter, a 1.42 expansion depth ratio. Both beams were 1700mm in length with ten openings. The results of this experiment revealed that the loads applied to CLB1 and CLB4-R at deflection L/360 exceeded the load applied to the control specimen at the same deflection by 149.3% and 177.3%, respectively. The results revealed that the non-composite beam had an ultimate load 29% lower than that of the control beam. The ultimate load on CLB1 was 5.3% greater than that of the control beam, and failure occurred due to web-post buckling. While the ultimate load of the CLB4-R beam was 18.43% greater than that of the control beam, the Vierendeel mechanism was indicated as the failure mode.

Bearing Capacity Analysis on Improved Slotted End Plate Connections

2012 ◽  
Vol 193-194 ◽  
pp. 958-963
Author(s):  
Hong Wan ◽  
Yi Liang Peng ◽  
Jun Fen Yang ◽  
Ruo Hui Qiang
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
Failure Modes ◽  
Ultimate Load ◽  
Element Model ◽  
Vertical Displacement ◽  
Mechanical Behaviors ◽  
Finite Element Software ◽  
End Plate ◽  
Plate Connections

Full-scale of U-type and grooved-type slotted end plate (SEP) connections are tested to determine their failure modes and damage mechanisms under ultimate loading. Simulate on mechanical behaviors of U-type and grooved-type SEP connections under compression using finite element software ANSYS based on the experimental research. Obtain load-vertical displacement curves of the SEP connections, and compare with the experimental results to determine the validity of the model. On this basis, this paper provide the improved SEP connections, and contrast with the U-type and grooved-type SEP connections. The results indicate that finite element results are in good agreement with experimental data. Difference of the ultimate load between the test specimen and finite element model is less than 10%. The finite element can simulate mechanical behaviors of the SEP connections better. The ultimate bearing capacity of the UC-type SEP connected joints is significantly higher than the U-type and grooved-type, which shows the improved SEP Connections is reasonable and effective. SEP is the main factor of the U-type and grooved-type SEP Connections’ ultimate load, tube is controlling factor of the UC-type SEP connected joints.

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