A Comparative Study On The Calculation Methods Of Local Stability Of Flexural Members In Steel Structures Of China And The United States

The most commonly used flexural member in steel structure is girder,which is often high and thin in design of plate girders.Therefore,the local stability can not be ignored.For the first time,GB50017-2003 gives a detailed calculation method for the strength of plate girder's web which considering the post-buckling.(The shear resistance of tension field reference to specification of EU "simple buckling method'),the United States ANSI/AISC360"Code for Design of Steel Structure " in the 1963 edition has been using post-buckling tension field calculation rules,the formulas used in the post-buckling strength conditions which was adjusted slighted has been used until 2010 edition.Therefore,three representational Codes for Design of Steel Structures were chosen as follows:? Code for Design of Steel Structures(GB 50017-2003);?Specification for Structural Steel Buildings(ANSI/AISC360-10);?Design of Steel Structures(BS EN1993-1)This paper has mainly compared in-depth from the following aspects:(1)From the general design requirements,design method in limit state,the Codes of ANSI/AISC360-10,BS EN1993-1 and GB50017-2003,are analyzed and compared,and they are also compared with the peer-review steel structure GB50017-201X in the provisions of section division,According to the derivation process of the limit value for the different section of the standard,the reasons of the difference for the limit value are found out.(2)In this paper,the formulas for calculating the local stability of the symmetrical welded I-section girders are analyzed which are most common in China,the United States and Europe Codes,including flexural strength,shear strength,shear bending interaction and stiffeners setting.In considering using the post-buckling strength,tension field models used in the three Codes were not the same,and the simplified method is also different.(3)According to the width thickness ratio of flange local buckling in ANSI/AISC360-10,13 steel section in 11263-2005 GB/T was extracted.Their flexural strength was calculated according to the specifications in the United States and Europe.The results showed that the resistance of ANSI/AISC360-10 is maximum,GB50017-2003 is minimum,and the causes were further analyzed.(4)An concrete floor structure's plate girder was chosen to calculate its load,according to the calculation method of minimum load of the floor's uniform live load with GB50009-2012,SEI/ASCE 7-10 and BS6399-Partl-1996.The resistance of this plate girder is calculated by the corresponding specification.This paper has calculated the resistance again by using the post-buckling strength with changing its section size.(5)Finally,this paper has established two finite element models of plate girders in concrete floor structure without considering the post-buckling strength or allowed using post-buckling strength.It uses eigenvalue buckling analysis to carry out the actual maximum bearing capacity of these two girders.The author has arrived at a conclusion by comparing the actual maximum bearing capacity with resistance.