scholarly journals Shear Capacity of Singly and Doubly Webbed Corrugated Web Girder

2006 ◽  
Vol 3 (1) ◽  
pp. 53
Author(s):  
Hanizah Abdul Hamid ◽  
Azmi Ibrahim ◽  
Norhisham Ibrahim
Keyword(s):  
Sheet Material ◽  
Shear Capacity ◽  
Comparative Performance ◽  
Three Point Bending ◽  
Plate Girders ◽  
Steel Sheets ◽  
Shear Buckling ◽  
Post Buckling ◽  
Rib Arrangement ◽  
The Web

A conventional plate girder involves the use of transverse intermediate stiffeners, especially in a slender web to avoid catastrophic failure associated with shear buckling of the web. In this study, a profiled web was used to replace the transversely stiffened web. The process involves introducing cold-formed ribs into a flat steel sheet to form alternative stiffeners. This study therefore seeks to establish comparative performance of conventionally stiffened plate girders and profiled web girders of a specially formed rib arrangement with single and also double webs. Nine numbers of specimens were tested to failure under a three-point-bending system. Failure of all the profiled web girders, with either a single or double webs, is characterized by a shorter yield plateau and a steeper descending branch, a failure mode that is commonly referred to as ‘brittle’. The results of the tests on girders with profiled steel sheets, PSS(s) have shown that profiling is extremely effective in increasing the shear buckling load because it moves the sheet material out of the plane of the web, thereby increasing the rigidity 1.08 to 2.0 times higher than the equivalent conventional flat web plate girders. The experimental results also showed that post-buckling capacities are reduced by 30 % to 50 % of their ultimate shear capacities.

Shear Capacity of Singly and Doubly Webbed Corrugated Web Girder

2006 ◽  
Vol 3 (1) ◽  
pp. 53
Author(s):  
Hanizah Abdul Hamid ◽  
Azmi Ibrahim ◽  
Norhisham Ibrahim
Keyword(s):  
Sheet Material ◽  
Shear Capacity ◽  
Comparative Performance ◽  
Three Point Bending ◽  
Plate Girders ◽  
Steel Sheets ◽  
Shear Buckling ◽  
Post Buckling ◽  
Rib Arrangement ◽  
The Web

A conventional plate girder involves the use of transverse intermediate stiffeners, especially in a slender web to avoid catastrophic failure associated with shear buckling of the web. In this study, a profiled web was used to replace the transversely stiffened web. The process involves introducing cold-formed ribs into a flat steel sheet to form alternative stiffeners. This study therefore seeks to establish comparative performance of conventionally stiffened plate girders and profiled web girders of a specially formed rib arrangement with single and also double webs. Nine numbers of specimens were tested to failure under a three-point-bending system. Failure of all the profiled web girders, with either a single or double webs, is characterized by a shorter yield plateau and a steeper descending branch, a failure mode that is commonly referred to as ‘brittle’. The results of the tests on girders with profiled steel sheets, PSS(s) have shown that profiling is extremely effective in increasing the shear buckling load because it moves the sheet material out of the plane of the web, thereby increasing the rigidity 1.08 to 2.0 times higher than the equivalent conventional flat web plate girders. The experimental results also showed that post-buckling capacities are reduced by 30 % to 50 % of their ultimate shear capacities.

scholarly journals Model studies on plate girders

1983 ◽  
Vol 18 (2) ◽  
pp. 111-117 ◽  
Author(s):  
R Narayanan ◽  
D Adorisio
Keyword(s):  
Shear Loading ◽  
Shear Capacity ◽  
Small Scale ◽  
Structural Behaviour ◽  
Plate Girders ◽  
Model Studies ◽  
Scale Models ◽  
Shear Buckling ◽  
Post Buckling ◽  
Ultimate Shear Capacity

Tests on eighteen small scale models which simulate the elastic and post-buckling behaviour of plate girders when subjected to shear loading are reported and discussed. The models were fabricated of steel and Araldite; the major aim was to assess whether small scale models can be employed to study shear buckling problems. A secondary object was to examine whether araldite could be used for predicting the structural behaviour and ultimate loads of plate girders. The strength and post-buckling characteristics exhibited by steel models were found to be similar to those observed by earlier investigators on full scale girders. The test results of steel models have been compared with the theoretical predictions obtained by using some ten design methods developed in different countries. Most of these methods are shown to give conservative but satisfactory predictions of the ultimate shear capacity of the model steel girders. Tests on Araldite models demonstrated that post-buckling behaviour can be observed visually on account of the large elastic deformations which the material is capable of, before collapse. However, they were found to be unsuitable for the prediction of the ultimate shear capacity. As Araldite is brittle, collapse would occur prematurely by sudden fracture before the full development of the tension field.

scholarly journals Design of Transverse Stiffeners in Plate Girders with Corrugated Web

2019 ◽  
Author(s):  
Witold Basiński
Keyword(s):  
Numerical Models ◽  
Experimental Investigations ◽  
Absolute Minimum ◽  
Plate Girders ◽  
Corrugated Web ◽  
Intermediate Stiffener ◽  
Shear Buckling ◽  
Geometry Parameter ◽  
The Web ◽  
Stiffness Criterion

This study reports investigations into the effect of relative flexural stiffness of intermediate stiffeners γ on the failure zone location in the corrugated web. The study also aimed at obtaining stiffness criterion for intermediate stiffeners that depends on the magnitude of the plate geometry parameter α. To achieve the goals of the study, experimental investigations were conducted into load displacement paths of four exemplary SIN girders. They were simply supported girders, made to full scale, and composed of pre-assembled units. The phenomena occurring in the experiment were represented using the Finite Element Method. For FEM numerical analysis of girders with intermediate stiffeners, models with the web height of 1000, 1250 and 1500 mm, made from 2; 2.5 and 3 mm thick corrugated sheet metal were used. Due to the analysis of 52 girder numerical models, it was possible to propose the stiffness criterion of intermediate stiffeners. The criterion was based on the assessment of shear buckling strength of the corrugated web. Using the regression method, dimensionless coefficients of the stiffener stiffness ks dependent on the optimum stiffness γ were determined. Based on estimated coefficients of the stiffener stiffness ks, the absolute minimum stiffness of intermediate stiffeners Ismin used in corrugated web plate girders was calculated. It was demonstrated that the use of an intermediate stiffener, the stiffness of which is greater than Ismin , additionally leads to a change in the location of the site of the web shear buckling.

Bridge Girders with Corrugated Webs

2000 ◽  
Vol 1696 (1) ◽  
pp. 162-170 ◽  
Author(s):  
Mohamed Elgaaly ◽  
Anand Seshadri ◽  
Roberto Rodriquez ◽  
Sherif Ibrahim
Keyword(s):  
Moment Capacity ◽  
Design Recommendations ◽  
Plate Girders ◽  
Analytical Results ◽  
Corrugated Webs ◽  
Shear Buckling ◽  
The Moment ◽  
The Cost ◽  
Web Plates ◽  
The Web

In plate girders, the use of corrugated webs permits the use of thin web plates without stiffeners, which reduces the cost of beam fabrication and improves fatigue life. Experimental and analytical studies on the behavior of girders with corrugated webs were conducted that have led to design recommendations. For girders with corrugated webs subjected to shear, it was noted from the experimental as well as the analytical results that failure of the web occurs because of local or global shear buckling, which depends on the corrugation configuration. For girders with corrugated webs subjected to uniform bending, the failure was due to yielding and vertical buckling of the compression flange into the web. The test and analytical results indicate that the web offered negligible contribution to the moment-carrying capacity of the beam, and the ultimate moment capacity may be calculated on the basis of the flange yielding, ignoring any contribution from the web. The behavior of girders with corrugated webs under in-plane compressive edge loads applied directly on the top flange was investigated, and design recommendations are made. Tests to examine the behavior of girders with corrugated webs under repeated loads are few. The results from the available tests are reported and compared with the results from test on conventionally stiffened girders with flat webs.

Low-Frequency Sine Webs for Improved Shear Buckling Performance of Plate Girders

2019 ◽  
Author(s):  
Peter Y. Wang ◽  
Maria E. Garlock ◽  
Theodore P. Zoli ◽  
Spencer E. Quiel
Keyword(s):  
Fatigue Cracks ◽  
Low Frequency ◽  
Robotic Welding ◽  
Plate Girders ◽  
Material Efficiency ◽  
Corrugated Webs ◽  
Shear Buckling ◽  
Elastic Shear ◽  
Traditional Strategy ◽  
The Web

<p>Steel plate girders are used extensively in buildings and bridges. Given shear rarely governs, minimizing web thickness is desirable. However, web slenderness can enable shear buckling and fatigue problems. The traditional strategy is to use welded transverse stiffeners; yet transversely-stiffened girders are prone to fatigue cracks and difficult to fabricate at high slenderness ratios. Thus, AASHTO currently limits web slenderness to 150. Alternatively, corrugated web girders overcome these deficiencies but require robotic welding for the web-to-flange weld. Corrugated webs are also limited to small web thicknesses (6mm or less) and girder depths (less than 1.5m) given web forming limits. The authors propose an alternative web geometry, introducing low-frequency sinusoids (LFS) in the web along its length. The LFS web can be welded to the flanges using semi-automatic weld techniques currently employed by bridge fabricators. The reduced web curvature allows for a wider array of web forming techniques with much larger plate thicknesses. In a finite element study, web geometric properties such as sinusoidal frequency and amplitude are varied. Results demonstrate a significant increase in the elastic shear buckling load and ultimate strength using a wavelength equal to the depth of the girder. The results of this study show promise for improved girder durability paired with material efficiency, demonstrating that a web product with constant amplitude and wavelength could work for various girder depths up to 3m and above.</p>

scholarly journals BEHAVIOUR OF COMPOSITE PLATE GIRDERS WITH PARTIAL INTERACTION

2013 ◽  
Vol 19 (Supplement_1) ◽  
pp. S1-S13 ◽  
Author(s):  
Md Y. Yatim ◽  
Nandivaram E. Shanmugam ◽  
Wan Badaruzzaman
Keyword(s):  
Composite Plate ◽  
Failure Load ◽  
Concrete Slab ◽  
Shear Capacity ◽  
Element Analysis ◽  
Plate Girders ◽  
Field Action ◽  
Partial Interaction ◽  
Post Buckling ◽  
Compatibility Principle

This paper is concerned with the behaviour and strength of composite plate girders in which, the interaction between the steel plate girder and concrete slab is partial. Based on curvature compatibility principle, an approximate method is proposed from which, the shear capacity and deflection at any given load may be determined. The tension field action developed in web panels at the post-buckling stage is incorporated in the solutions. From the results obtained by using the proposed method, it is found that the flexural stiffness and failure load drop with decrease in degree of interaction. Comparisons are made between the results obtained through the proposed method and the corresponding ones from finite element analysis. A satisfactory correlation between the results in terms of behaviour and strength establishes the accuracy of the proposed method.

Ultimate web shear capacity in large rectangular ducts

1980 ◽  
Vol 7 (1) ◽  
pp. 125-132
Author(s):  
A. N. Sherbourne ◽  
H. M. Haydl
Keyword(s):  
Shear Capacity ◽  
Rational Approach ◽  
Rectangular Duct ◽  
Plate Girders ◽  
Wagner Theory ◽  
The Web

Existing methods of calculating the web shear capacity in plate girders are examined and their applicability to large rectangular duct analysis is investigated. It is suggested that a modified Wagner theory, combined with the method developed by the NACA, offers a rational approach to the evaluation of web shear capacity in rectangular ducts.

scholarly journals Locally Corroded Stiffener Effect on Shear Buckling Behaviors of Web Panel in the Plate Girder

2015 ◽  
Vol 2015 ◽  
pp. 1-19 ◽  
Author(s):  
Jungwon Huh ◽  
In-Tae Kim ◽  
Jin-Hee Ahn
Keyword(s):  
Corrosion Damage ◽  
Element Analysis ◽  
Buckling Strength ◽  
Lower Shear ◽  
Out Of Plane ◽  
Shear Buckling ◽  
Buckling Failure ◽  
Plane Displacement ◽  
The Web ◽  
Plate Girder

The shear buckling failure and strength of a web panel stiffened by stiffeners with corrosion damage were examined according to the degree of corrosion of the stiffeners, using the finite element analysis method. For this purpose, a plate girder with a four-panel web girder stiffened by vertical and longitudinal stiffeners was selected, and its deformable behaviors and the principal stress distribution of the web panel at the shear buckling strength of the web were compared after their post-shear buckling behaviors, as well as their out-of-plane displacement, to evaluate the effect of the stiffener in the web panel on the shear buckling failure. Their critical shear buckling load and shear buckling strength were also examined. The FE analyses showed that their typical shear buckling failures were affected by the structural relationship between the web panel and each stiffener in the plate girder, to resist shear buckling of the web panel. Their critical shear buckling loads decreased from 82% to 59%, and their shear buckling strength decreased from 88% to 76%, due to the effect of corrosion of the stiffeners on their shear buckling behavior. Thus, especially in cases with over 40% corrosion damage of the vertical stiffener, they can have lower shear buckling strength than their design level.

Shear Resistance Study of Hybrid I-Beams Fabricated by HPS 485W and Q345 Steels

2011 ◽  
Vol 255-260 ◽  
pp. 1311-1314
Author(s):  
Lan Duan ◽  
Li Zheng ◽  
Chun Sheng Wang ◽  
Jing Yu Hu
Keyword(s):  
Shear Stress ◽  
High Performance ◽  
Shear Failure ◽  
Ultimate Load ◽  
Shear Resistance ◽  
Conventional Steel ◽  
Buckling Resistance ◽  
Shear Buckling ◽  
Post Buckling ◽  
Elastic Shear

This paper evaluates the shear resistance of hybrid I-beams fabricated by high performance steel and conventional steel. A number of hybrid I-beams are modeled and analyzed to determine their shear failure mechanism characteristics, considering parameters of web slenderness (hw/tw), frame action from end-stiffeners, ratio of flange width to web depth (bf/hw) and panel numbers. The analyses conclude that, in shear resistance calculation, plate beam with inter and slender webs often fail in inelastic or elastic shear buckling while ultimate shear resistance of compact webs is given by the shear strength of the material. What’s more, more rigid stiffeners provide more fixity to flange plates and increase the post-buckling resistance of plate beam. For plate beam with several panels, the shear stress at the ultimate load is similar. Finally, the I-beams with larger flange width to web depth ratio would develop larger shear strengths and then shear deformation cause formation of plastic hinges.

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