参考译文：
本规范适用于工业与民用房屋和一般构筑物的钢结构设计，其中，由冷弯成型钢材制作的构件及其连接应符合现行国家标准《冷弯薄壁型钢结构技术规范》GB 50018的规定。
1 General
1.0.1 This Code intends to implement the technical-economic policy of the State in the design of steel structures, by using advanced technology and ensuring economy, reasonableness, safety, suitability for use and good quality of the structures.
1.0.2 This Code applies to the design of steel structures of industrial and civil buildings and allied engineering structures, among which members made of cold-formed steel shapes and their connections shall comply with the current national standard “Technical code of cold-formed thin wall steel structures” GB50018.
1.0.3 The design principles of this Code are based on the “Unified standard for reliability design of building structures” GB50068. Loadings and their combination values assumed in designing with this code shall comply with the current national standard “Load code for the design of building structures” GB50009. Buildings and engineering structures in seismic region shall furthermore comply with the current national standards “Code for seismic design of buildings” GB50011, “Seismic ground motion parameter zonation map of China” GB18306 and “Design code for antiseismic of special structures” GB50191.
1.0.4 In designing steel structures, designers shall consider the real situation of the project, select reasonably the material, the structural scheme and detailing measures. The requirements of strength, stability and stiffness of the structure during transportation, erection and service, as well as requirements of fire protection and corrosion resistance shall be fulfilled. Typical and standardized structures and structural members should be adopted in preference, the amount of fabrication and erection work should be reduced.
1.0.5 In the design documents of steel structures shall be indicated the design service life of the building structures, the steel grade, the category (or grade) of connection materials and mechanical properties, chemical composition and additional items of guarantee of the steel. Moreover, the weld type and the class of weld quality, the location of end planning for close fitting and its quality requirement shall also be indicated.
1.0.6 The design of steel structures with special requirements and those under special circumstances shall furthermore comply with the relevant current national codes.
2 Glossary and Symbols
2.1 Glossary
2.1.1 strength
The capacity of resisting failure in member cross-section material or connection. Strength checking aims at preventing failure of structural members or connections from exceeding the material strength.
2.1.2 load-carrying capacity
The largest internal force that a structure or member can bear without failure from strength, stability or fatigue, etc., or the largest internal force at the onset of failure mechanism in plastically analyzed structures; or the internal force generating a deformation that hinders further loading.
2.1.3 brittle fracture
In general, the suddenly occurred brittle fracture of a steel structure subject to tensile stress without warning by plastic deformation.
2.1.4 characteristic value of strength
The yield point (yield strength) or tensile strength of steel as specified by National Standard.
2.1.5 design value of strength
The value obtained from division of the characteristic value of strength of steel or connection by corresponding partial factor of resistance.
2.1.6 first order elastic analysis
The elastic analysis of structure internal forces and deformation, based on the equilibrium condition of undeformed structure, taking no account of the effect of the second order deformation on infernal forces.
2.1.7 second order elastic analysis
The elastic analysis of structure internal forces and deformation, based on the equilibrium condition of deformed structure, taking account of the effect of the second order deformation on internal forces.
2.1.8 buckling
An abrupt large deformation, not conforming to the original configuration of members or plates subject to axial force, bending moment or shear force, and thereby causing loss of stability.
2.1.9 post-buckling strength of web plate
The capacity of web plates to bear further loading after buckling.
2.1.10 normalized web slenderness
Parameter, equal to the square root of the quotient of steel yield strength in flexion, shear or compression by corresponding elastic buckling stress of web plates in flexion, shear or local compression.
2.1.11 overall stability
Assessment of the possibility of buckling or loss of stability of structures or structural numbers as a whole under the action of external loading.
2.1.12 effective width
That part of plate width assumed effective in checking the section strength and the stability.
2.1.13 effective width factor
Ratio of the effective width to the actual width of a plate element.
2.1.14 effective length
The equivalent length of a member obtained by multiplying its geometrical length within adjacent effective restraining points by a coefficient taking account of end deformation condition and loading condition. The length of welds assumed in calculation of the strength of welded connections.
2.1.15 slenderness ratio
The ratio of member effective length to the radius of gyration of its cross-section.
2.1.16 equivalent slenderness ratio
The slenderness ratio transforming a laced or battened column into solid-web one according to the principle of equal critical force for checking the overall stability of axially compressed members. The slenderness ratio transforming a flexural-torsional buckling and torsional buckling into flexural buckling.
2.1.17 nodal bracing force
Force to be applied at the location of lateral support installed for reducing the unsupported length of a compression member (or compression flange of a member).This force acts in the direction of member buckling at the shear center of the member section.
2.1.18 unbraced frame
Frames resisting lateral load by bending resistance of members and their connections.
2.1.19 frame braced with strong bracing system
A frame braced with bracing system of large stiffness against lateral displacement (bracing truss, shear wall, elevator well, etc.), adequate to be regarded as frame without sidesway
2.1.20 frame braced with weak bracing system
A frame braced with bracing system of weak stiffness against lateral displacement, inadequate to be regarded as frame without sidesway.
2.1.21 leaning column
A column hinged at both ends and not capable of resisting lateral load in a framed structure.
2.1.22 panel zone of column web
The zone of column web within the beam depth at a rigid joint of frame.
2.1.23 spherical steel bearing
A hinged or movable support transmitting force through a spheric surface allowing the structure to rotate in any direction at the support.
2.1.24 composite rubber and steel support
A support transmitting end reaction through a composite product of rubber and thin steel plates satisfying the displacement requirement at the support.
2.1.25 chord member
Members continuous through panel points in tubular structures, similar to chord members in regular trusses.
2.1.26 bracing member
Members cut short and connected to the chord members at panel points in tubular structures, similar to web members in regular trusses.
2.1.27 gap joint
Joints of tubular structures where the toes of two bracing members are distant from each other by a gap.
2.1.28 overlap joint
Joints of tubular structures where the two bracing members are overlaping.
2.1.29 uniplanar joint
Joints where chord member is connected to bracing members in a same plane.
2.1.30 multiplannar joint
Tubular joints where chord member is connected to bracing members in different planes.
2.1.31 built-up member
Members fabricated by joining more than one plate members (or rolled shapes), such as built-up beams or columns of I- or box-section.
2.1.32 composite steel and concrete beam
A beam composed of steel beam and concrete flange plate, acting as an integrated member by means of shear connectors.
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