ELASTIC DISTORTIONAL BUCKLING OF SINGLY SYMMETRIC I-SHAPED FLEXURAL MEMBERS WITH SLENDER WEBS

2012 ◽  
Vol 12 (02) ◽  
pp. 359-376 ◽  
Author(s):  
TADEH ZIRAKIAN ◽  
JIAN ZHANG
Keyword(s):  
American Institute ◽  
Distortional Buckling ◽  
Flexural Members ◽  
Finite Strip ◽  
Steel Construction ◽  
Code Provisions

The effectiveness of the measures provided in the 2005 American Institute of Steel Construction (AISC) Specification for elastic distortional buckling of doubly symmetric I-shaped flexural members with slender webs was evaluated in a previous study. It was demonstrated that the code equations generally provide conservative strength estimates for the slender-web I-beams, and the amount of the conservatism was found to be rather dramatic for some cases. As a continuation of this effort, the effectiveness and accuracy of the 2005 AISC code provisions as well as predictions for elastic distortional buckling of slender-web singly symmetric I-shaped members is investigated in this paper. Comparisons are made with the finite strip analysis results for distortional buckling and the two design equations for elastic distortional buckling proposed by other researchers. It is demonstrated that the code predictions are by and large conservative, and even overly conservative in some cases, which does not seem to be justifiable economically.

Shear strength of steel plate reinforced concrete shear wall

2020 ◽  
Vol 23 (8) ◽  
pp. 1629-1643
Author(s):  
Zhi Zhou ◽  
Jiang Qian ◽  
Wei Huang
Keyword(s):  
Finite Element ◽  
Shear Strength ◽  
Reinforced Concrete ◽  
Steel Plate ◽  
Shear Wall ◽  
American Institute ◽  
Composite Shear Wall ◽  
Steel Construction ◽  
Composite Shear ◽  
Modified Formula

This article investigates the shear strength of steel plate reinforced concrete shear wall under cyclic loads. A nonlinear three-dimensional finite element model in ABAQUS was developed and validated against published experimental results. Then, a parametric study was conducted to evaluate the effects of the parameters on the lateral capacity of composite shear wall, including shear span ratio, concrete strength, axial load ratio, steel plate ratio and transverse reinforcement ratio of the web. Furthermore, a modified formula of shear strength of composite shear wall was proposed. Regression analyses were used to obtain the contribution coefficients of different parts from 720 finite element models. Finally, the shear strengths of specimens from published tests were compared with design strengths calculated using the proposed formula, American Institute of Steel Construction Provisions and Chinese Code. It was found that the Chinese Code well predicts the shear strength of composite shear wall of a steel plate ratio of less than 5%, while unsafely predicting that of a higher steel plate ratio. The American Institute of Steel Construction Provisions predictions are quite conservative because the contribution of the reinforced concrete is neglected. The modified formula safely predicts the shear strength of composite shear wall.

Tensile strength of bolted ring-type splices of solid round leg members of guyed communication towers

2005 ◽  
Vol 32 (3) ◽  
pp. 595-600
Author(s):  
Cindy Kumalasari ◽  
Lihong Shen ◽  
Murty K.S Madugula ◽  
Faouzi Ghrib
Keyword(s):  
Tensile Strength ◽  
Design Method ◽  
Test Results ◽  
American Institute ◽  
Ring Type ◽  
Canadian Institute ◽  
Steel Construction ◽  
Failure Loads ◽  
Guyed Towers ◽  
Communication Towers

Bolted ring-type splices are very common in guyed communication towers using solid round legs 65 mm in diameter or smaller, but there is no guidance provided in either the Canadian Institute of Steel Construction Handbook of steel construction or the American Institute of Steel Construction Manual of steel construction for the design of such splices. Eighteen ring-type splices (three groups of six specimens each) were tested and experimental failure loads were determined. Based on the test results, it is concluded that it is unsafe to ignore the eccentricity of the splice. It is suggested that the load at first yield be conservatively taken as the strength of the splice. A simplified design method is proposed that takes into account the eccentricity of the splice, and the results from the proposed method agree closely with the experimental values.Key words: eccentricity of splice, guyed towers, ring-type splice, solid round legs, tensile strength.

Design and Analysis of Flanged Skirt Splices for Tall Pressure Vessel Towers

2014 ◽  
Author(s):  
Radoslav Stefanovic ◽  
Peter Ranieri ◽  
Jose I. Dorado ◽  
George Miller
Keyword(s):  
Pressure Vessel ◽  
High Strength ◽  
Construction Site ◽  
American Institute ◽  
Specific Design ◽  
Bottom Part ◽  
Canadian Institute ◽  
Steel Construction ◽  
Impossible Task

Pressure vessel towers used in the petrochemical and chemical industry are designed to accommodate numbers of internals including trays and beds resulting in tall vertical structures. Transportation of tall towers from the fabrication shop to the construction site presents challenges that can result in high transportation costs or a logistically impossible task of moving the vessel. One of the solutions to this problem is to shorten the tower for transport by cutting part of the tower skirt and welding it in the field. Depending on the location, welding on site can be expensive, labour intensive and may cause problems in the quality of the weld and the tower being out of level. Using a flanged skirt connection will reduce the field labour spent on connecting the bottom part of the skirt to the rest of the vessel. The challenge that lies in front of designers is that the current codes and available literature do not give a specific design and calculation guidance for implementing such a solution. This paper looks at different analytical methods to be used for the design of a skirt splice. Methods provided by Jawad and Farr, the Canadian Institute of Steel Construction, the American Institute of Steel Construction, and the Peterson Method from the European Commission’s High-Strength Tower in Steel for Wind Turbines (HISTWIN) are analyzed. Based on this analysis, the most optimal and safe design and fabrication methodology for implementing a Flanged Skirt Connection is proposed.

Simple Formulate for Distortional Buckling Load of Liffed Channel Aluminium Alloy Members under Axial Force

2011 ◽  
Vol 378-379 ◽  
pp. 230-236
Author(s):  
Li Zhong Jiang ◽  
Wang Bao Zhou ◽  
Yao Luo
Keyword(s):  
Aluminium Alloy ◽  
Axial Force ◽  
Buckling Load ◽  
Longitudinal Distribution ◽  
Calculation Formula ◽  
Distortional Buckling ◽  
Finite Strip ◽  
Half Wave ◽  
Comparison Results ◽  
Calculation Results

Aluminium alloy members under axial force have broad application in structural field. Owing to low elastic modulus, aluminium alloy members are easier buckling than steel members. Based on the reasonable and equivalent calculation model and the related calculation formulas of rotational restraint stiffness kφ, lateral restraint stiffness kx, and distortional buckling critical half-wave length λ that provided by lipped channel web plate to flange under longitudinal distribution stress, the distortional buckling load calculation formula of the lipped channel is derived combining the thin-walled bar buckling theory in elastic medium. The distortional buckling loads and distortional buckling critical half-wave lengths at the different wall thickness have been calculated using the calculation formulas of this paper, and the results have been comparatived with the finite strip method. The comparison results show that: the average ratio of caculation results from formulas of this paper and results from CUFSM is 0.997and0.971 respectively,the corresponding variance is 2.9*10-5and 7.5*10-5. So the calculation results of this paper is in good agreement with the finite strip software, the calculation formula of this paper has enough calculation precision and good stability. At the same time, the calculation results of this paper is more concise than calculation formula for the same type, easy to be applied, may be used in practical applications and taken account into design codes and guidelines.

Sign in / Sign up

Export Citation Format

Share Document