A Comparative Study Of The Chinese And American Steel Structure Codes On Pressure Members

Steel structure with light high strength,good seismic performance,short duration,green and so on.Therefore,it is widely used in domestic and foreign infrastructure.Due to the Sino-American differences in cultural background,economic and technological conditions,leading to both specifications in the design of steel structure concepts,design principles and design requirements and other aspects are different.Therefore,this paper chooses China's steel structure specification GB50017-2003,GB50017-201X and the American steel structure specification ANSI/AISC 360-10.From the four aspects of design method,strength,overall stability,local stability and stiffness,the comparative study of the steel structure specification of China and the United States on the axial compression components and eccentric compression members(bending members),In this paper,the value of the load factor is compared.First of all,China and the United States steel structure design specification on the component design methods are based on the probability theory based on the load factor coefficient method,but the load factor on the value of the two countries there are differences.Secondly,for the compression members,namely the axial compression members and the eccentric compression members(bending and bending members),this article from the strength,the overall stability,local stability and stifness of the four aspects of the provisions and theoretical comparison,The calculation of the stability of the axial compression members,including the calculation of the overall stability,the principle of the ratio of the thickness ratio of the members,and the calculation method of the post-buckling strength of the members are analyzed and compared.Finally,finite element ABAQUS is used to analyze the ultimate bearing capacity of the compression member(eccentric compression member)under different slenderness ratio and eccentricity.Based on the comparative study of the steel structure design code of China and the United States,we can get the differences between the two countries in the design of axial compression members and eccentric compression members,Details are as follows:1.China and the United States have adopted the load resistance partial coefficient method based on probability theory to design the steel structure.However,there are some differences in the values of the partial coefficients of the load,and it can be seen that the value of the partial stress coefficient of ANSI/AISC 360-10 is greater than or equal to the value of GB50017 in china.2.The specification of compression bearing capacity limit state design is the strength,overall stability and local stability of three aspects,among them,GB50017 conducted a separate check of the section strength,ANSI/AISC 360-10 axial tension and axial compression member respectively as an axial tension member section,calculation considering the net section fracture and gross section yield two,but the columns are generally not strength,no separate section strength calculation.3.In the strength check,GB50017-2003 uses the principle of net cross-section yield strength checking;ANSI/AISC 360-10 will be the axis of compression and the axis of tension as a chapter,the axis of the tensile members in accordance with the hair section yield and net Cross-section fracture of the two cases to check,but taking into account the axial compression components generally do not occur strength damage,so no cross-section strength check,if the component cross-section weakened,then the intensity check.In the overall stability check,GB50017 uses four types of column curve,namely a,b,c,d four;ANSI/AISC 360-10 only uses a single column curve,compared with the Sino-American column curve shows that the United States used a single column Curve is equivalent to China's b-type column curve.The ANSI/AISC 360-10 and GB50017 take into account the effect of the shear on the overall stability of the component during the calculation of the lattice-type axial compression component,and both are used to convert the slenderness ratio.In the calculation of local stability,the steel structure specification of China and the United States adopts the way of limiting the aspect ratio of the components to control the local stability of the components.However,the principle adopted by the two countries is not the same,that is,GB50017-2003,AISC 360-10 uses the buckling principle,GB50017-201X also consider the buckling criterion and the other stability criterion two cases to determine the component width ratio limit.Compared with the limit ratio,the width ratio of ANSI/AISC 360-10 is independent of the aspect ratio of the component.The width ratio of GB50017 is related to the aspect ratio of the component.In contrast,China's steel structure specification has increased Thickness limits are sensitive to component defects,and US steel specifications are more stringent.4.The design of the ultimate condition of the bearing capacity of the real-to-two members of the steel structure is considered from the aspects of strength,overall stability,local stability and rigidity.Among them,on the strength and overall stability of the calculation,GB50017 uses a different linear correlation formula for checking,the US steel structure in the calculation of strength and stability are used to calculate the same linear correlation formula,and then according to the component section classification of the buckling The form considers whether the component is strength damage or stability.In the calculation of stability of solid columns,GB50017 considers the stability in and out of plane bending,and the corresponding calculation formula,ANSI/AISC 360-10 did not distinguish between the stability of component plane of peace.With regard to local stability,the steel structure specification of China and the United States adopts the controllable aspect ratio of the control member to control the local stability of the component.GB50017 gives the width and width ratio of the bending and bending member directly;ANSI/AISC 360-10 does not directly distinguish the overall stability of the component plane and outside the plane,but ANSI/AISC 360-10 first divides the proportion of the axial force in the bending member,and then by considering the component bending buckling and bending Torsional buckling of two buckling forms to indirectly consider the component plane and the plane outside the overall stability.The thickness ratio of the bending member is higher than the limit of the thickness ratio of the component,but the width and thickness ratio of the component is required not to exceed the width and thickness ratio of the axial pressure,but also to exceed the limit of the thickness ratio.GB50017-201X Considering the influence of the local buckling of the members on the carrying capacity and the rotational capacity of the section,the section of the bending and bending members is divided into five grades:A,B,C,D and E.GB50017-2003 and ANSI/AISC 360-10 do not classify the sections of the bending members individually.