Shear Capacity Analysis of Welded Steel I-Girders with Corrugated Webs based on First Yield

Abstract

Steel I beams or girders with sinusoidal corrugated profile webs have become popular in the recent development of the steel structural designs, since corrugated-web beams (CWBs) can provide better performance in terms of less deformation and more stability against buckling failure. It is verified in previous research that CWBs can be considered as an alternative to replace normal beams in the structural designs with their numerous favourable features. Since CWBs are being used as the main structural elements, it is apparent that some essential practical properties of this type of beams should be studied, where the prediction of the shear capacity is one of the most significant design aspects that should be accurately investigated. Calculations to the design formulas from other standards and several finite element simulations have been carried out to compare the differences in obtained results and to find an adequate approach to calculate the shear capacity of CWBs for the Australian civil engineering community. Ultimate Limit State design theory has been utilised in conjunction with AS4100 (2020) along with linear analysis in SAP2000. By comparing the results of the theoretical calculations and numerical simulations, it has been concluded that the highly formed equations presented by EN 1993-1-5 (2006) and Hancock et al. (2017 could well estimate the shear capacity constraining requirements and rules in accordance with Australian standards, which can be adequately used in Australian structural design fields.

Deflection analysis of welded steel I‐girders with corrugated webs based on first yield

“…Many researchers [15,24,49] have reported that there were many benefits in using the CWBs, including its material efficiency, better strengths, stronger stability, and less deformation mentioned, where these favourable features could attract more engineering designers specialising in various design regions. In this study, the highly consistent results in the comparisons indicate that the numerical methods by ASTM [37] and Sause et al [38] could appropriately estimate the maximum deflections in in SAP 2000.…”

“…Some researchers [4,7,15] have mentioned that the corrugated feature can improve the bending and shear strength of the CWBs with less deflection. To start with the load determination, firstly, the UDL w* is set to be the length, a is equal to a quarter of the corrugation length, I is the second moment of inertia about the major axis, α is the corrugation angle, b is the ratio of a and L, k b is the bending stiffness, and k s is the shear stiffness.…”

“…They provided a series of experimental results which showed the loading-resistance capacity of CWBs was significantly higher than the conventional steel beams. Lin et al [15] stated that the stability against shear yielding buckling of the beams was improved by the corrugated nature after comparing the experimental and numerical results, where the profile of the corrugated webs could act as a kind of horizontal-direction stiffener, which can dramatically increase the total beam stiffness and stability. Moreover, because of the improved stability to the lateral torsional buckling, the CWBs can resist higher shear forces than the traditional beams [16].…”

Multi-Objective Optimization Design of Corrugated Steel Sandwich Panel for Impact Resistance

“…As a new type of structure with two face sheets and a cell core, corrugated sandwich panels have often been used to replace traditional metal components to reduce weight. Corrugated sandwich panels offer many advantages, such as lightness, low construction cost, high specific strength, effective sound insulation, high energy absorption efficiency, and strong impact resistance [4][5][6][7][8][9]. Hence, corrugated steel sandwich panels are being used in ship construction, for example, in the Visby class corvettes built by the Swedish Navy [10], in the European research project SANDWICH [11], and in the smooth components of ships [12].…”