标准编号:	GB 50017-2017
中文名称:	钢结构设计标准
英文名称:	Code for design of steel structures
行业分类:	GB    国家标准
发布机构:	中华人民共和国住房和城乡建设部
发布日期:	2017-12-12
实施日期:	2018-7-1
标准状态:	现行
替代旧标准:	GB 50017-2003 钢结构设计规范
翻译语言:	英文
文件格式:	PDF
中文字符数:	432000 字
翻译价格(元):	1290.00 元
交付时间:	付款后 1 个工作日

Codeofchina.com is in charge of this English translation. In case of any doubt about the English translation, the Chinese original shall be considered authoritative.



According to the requirements of Document JIANBIAO [2008] No.105 issued by the Ministry of Housing and Urban-Rural Development of the People's Republic of China - Notice on printing and distributing the development and revision plan on engineering construction standards and codes in 2008, the drafting group of this standard revised GB 50017-2003 Code for design of steel structures through the extensive investigation and study, careful summarization of practical experience and reference to relevant international and foreign advanced standards and on the basis of widely soliciting for opinions..



The main contents of this standard are: 1. General provisions; 2. Terms and symbols; 3. General design requirements; 4. Materials; 5. Structural analysis and stability design; 6. Flexural members; 7. Axially loaded members; 8. Tension-flexure members and bending members; 9. Stiffened steel shear walls; 10. Plastic and moment redistribution design; 11. Connections; 12. Joints; 13. Steel tubular joints; 14. Composite steel and concrete beams; 15. Concrete-filled steel tubular column and joints; 16. Fatigue calculation and design for brittle fracture; 17. Seismic design of steel structural members; 18. Protection of steel structures, etc.



The main revisions are as follows:



1. The classification of sections is added in “General design requirements (Clause 3)”; the contents of “selection of materials” and “design strength” are moved into the new clause “Materials (Clause 4)”; the contents of structural calculation are moved into the new clause “Structural analysis and stability design (Clause 5)”, into which the contents of “large span roof structures” and “fabrication, transportation and erection” in “Detailing requirements (Clause 8 of the former code)" are incorporated;



2. The “Calculation of flexural members (Clause 4 of the former code)” is changed to “Flexural members (Clause 6)”, into which the contents of the strengthening of openings are added and the contents related to beam design in the subclause - “structural members” of “Detailing requirements (Clause 8 of the former code)” are moved;



3. The “Calculation of axially loaded members and members subjected to combined axial load and bending (Clause 5 of the former code)” is changed to “Axially loaded members (Clause 7)” and “Members under combined axial force and bending (Clause 8)”, and the contents related to column design in the “Detailing requirements (Clause 8 of the former code)” are moved into Clause 7;



4. The “Fatigue calculation (Clause 6 of the former code)” is changed to “Fatigue calculation and design for brittle fracture (Clause 16)”, into which a simple and quick method for checking calculation of the fatigue strength is added, “requirements for crane beams and crane trusses (or similar structures)” and “requirements for preventing brittle fracture in areas of low temperature” in the “Detailing requirements (Clause 8 of the former code)” are moved, and the requirements of design for brittle fracture are added;



5. The “Calculation of connections (Clause 7 of the former code)” is changed to “Connections (Clause 11)” and “Joints (Clause 12)”, and the contents related to welded and bolted connections and the contents of the column footing in the “Detailing requirements (Clause 8 of the former code)” are incorporated into Clause 11 and Clause 12 respectively;



6. The provisions in the “Detailing requirements (Clause 8 of the former code)” are incorporated into the relevant clauses according to their contents, in which the subclause “protection and heat insulation” is moved into “Protection of steel structures (Clause 18)”;



7. The “Plastic design (Clause 9 of the former code)” is changed to “Plastic and moment redistribution design (Clause 10)”, and the design is carried out with the idea of using the plasticity of steel structures for internal force redistribution;



8. The “Steel tubular structures (Clause 10 of the former code)” is changed to “Steel tubular joints (Clause 13)”, in which the connection forms of the joints calculated are enriched and the contents of joint stiffness determination are added;



9. In the “Composite steel and concrete beams (Clause 11 of the former code, i.e. Clause 14 in this revision)”, the contents of longitudinal shear design are supplemented and the contents related to bent bar connectors are deleted.



In this revision, the clauses such as “Materials (Clause 4)”, “Structural analysis and stability design (Clause 5)”, “Stiffened steel shear walls (Clause 9)”, “ Concrete-filled steel tubular column and joints (Clause 15)”, “ Seismic design of steel structural members (Clause 17)” and “Protection of steel structures (Clause 18)” are newly added, and the contents such as “common structural systems” and “fatigue checking calculation of composite steel and concrete beams” are added in annexes.



The provisions printed in bold type in this standard are compulsory and must be enforced strictly.



The Ministry of Housing and Urban-Rural Development of the People's Republic of China is in charge of the administration of this standard and the explanation of the compulsory provisions; Capital Engineering & Research Incorporation Ltd. is responsible for the explanation of specific technical contents. During the process of implementing this standard, you are kindly requested to send your opinions and advice to Capital Engineering & Research Incorporation Ltd. (Address: No.7, Jian’an Street, Beijing Economic-Technological Development Area, Beijing, 100176， China).



 

Contents



1 General provisions 1

2 Terms and symbols 2

2.1 Terms 2

2.2 Symbols 5

3 General design requirements 11

3.1 General requirements 11

3.2 Structural systems 14

3.3 Actions 14

3.4 Requirements of deformation and comfort degree for structures and members 16

3.5 Classification of sections 17

4 Materials 20

4.1 Steel grades and standards 20

4.2 Models and standards of connection and fastener materials 20

4.3 Selection of materials 21

4.4 Design strength and parameters 24

5 Structural analysis and stability design 34

5.1 General requirements 34

5.2 Initial imperfections 36

5.3 First-order elastic analysis and design 39

5.4 Second-order P-Δ elastic analysis and design 39

5.5 Direct analysis method of design 40

6 Flexural members 44

6.1 Shear and flexural strength of flexural members 44

6.2 Overall stability of flexural members 47

6.3 Local stability 50

6.4 Calculation of beams considering post-buckling strength of webs 58

6.5 Strengthening of openings 62

6.6 Detailing requirements of beam 64

7 Axially loaded members 66

7.1 Strength calculation of cross-sections 66

7.2 Stability calculation of axial compression members 67

7.3 Local stability and post-buckling strength of solid-web axial compression members 81

7.4 Effective length and allowable slenderness ratio of axially loaded members 85

7.5 Bracing of axial compression members 91

7.6 Single angle steel of single-side connection 93

8 Tension-flexure members and bending members 97

8.1 Strength calculation of cross-sections 97

8.2 Stability calculation of members 98

8.3 Effective length of frame columns 106

8.4 Local stability and post-buckling strength of bending members 113

8.5 Truss members subjected to second-order moments 116

9 Stiffened steel-plate shear walls 118

9.1 General requirements 118

9.2 Calculation of stiffened steel-plate shear wall 118

9.3 Detailing requirements 121

10 Plastic and moment redistribution design 123

10.1 General requirements 123

10.2 Provisions for design using moment redistribution 124

10.3 Calculation of members 124

10.4 Slenderness ratio limitations and detailings 126

11 Connections 129

11.1 General requirements 129

11.2 Calculation of welded connections 131

11.3 Detailing requirements of welded connections 136

11.4 Calculation of fastener connections 140

11.5 Detailing requirements of fastener connections 146

11.6 Pin connections 149

11.7 Detailings of flanged connections for steel tubes 152

12 Joints 153

12.1 General requirements 153

12.2 Connecting plate joints 153

12.3 Beam-column joints 158

12.4 Cast steel joints 163

12.5 Pre-stressed cable joints 164

12.6 Bearings 164

12.7 Column footing 167

13 Steel tubular joints 173

13.1 General requirements 173

13.2 Detailing requirements 174

13.3 Calculation of circular steel tubular directly-welded joints and local stiffened joints 179

13.4 Calculation of rectangular tubular directly-welded joints and local stiffened joints 199

14 Composite steel and concrete beams 212

14.1 General requirements 212

14.2 Design of composite beams 215

14.3 Calculation for shear connector 219

14.4 Calculation of deflection 222

14.5 Calculation of concrete crack width at hogging moment region 224

14.6 Calculation of longitudinal shear 225

14.7 Detailing requirements 227

15 Concrete-filled steel tubular column and joints 229

15.1 General requirements 229

15.2 Rectangular concrete-filled steel tubular columns 229

15.3 Circular concrete-filled steel tubular columns 230

15.4 Joint of concrete-filled steel tubular column and steel beam 230

16 Fatigue calculation and design for brittle fracture 232

16.1 General requirements 232

16.2 Fatigue calculation 232

16.3 Detailing requirements 238

16.4 Design for brittle fracture 241

17 Seismic design of steel structural members 244

17.1 General requirements 244

17.2 Calculation points 248

17.3 Basic seismic measures 262

18 Protection of steel structures 272

18.1 Fire-resistance design 272

18.2 Corrosion prevention design 272

18.3 Temperature insulation 274

Annex A Common structural systems 276

Annex B Allowable deformation of structures and members 279

Annex C Overall stability coefficient of beam 285

Annex D Stability coefficient of axial compression members 291

Annex E Effective length ratios of columns 296

Annex F Elastic buckling critical stress for stiffened steel shear walls 310

Annex G Calculation of stability of truss connecting plate under the compression of diagonal web member 321

Annex H Determination of stiffness of direct welded joints of unstiffened steel tubes 323

Annex J Fatigue checking calculation of composite steel and concrete beams 326

Annex K Classification of members and connections that are subjected to fatigue calculation 328

Explanation of wording in this standard 336

List of quoted standards 337







1 General provisions

1.0.1 This standard is formulated with a view to implementing the technical and economic policies of the nation during the design of steel structures and thus achieving advanced technology, safety and applicability, economic rationality and guaranteed quality.

1.0.2 This standard is applicable to the design of steel structures in industrial and civil buildings and general structures.

1.0.3 In addition to this standard, the design of steel structures shall also comply with those stipulated in the current relevant standards of the nation.



 

2 Terms and symbols



2.1 Terms

2.1.1 brittle fracture

sudden fracture of a structure or member subject to tensile stress without any alarming plastic deformation

2.1.2 first-order elastic analysis

analysis of the internal force and displacement of a structure according to the elastic stage by constructing the equilibrium condition based on undeformed structure, taking no account of the effect of geometric nonlinearity on the internal force and deformation of the structure

2.1.3 second-order P-Δ elastic analysis

analysis of the internal force and displacement of a structure according to the elastic stage by constructing the equilibrium condition based on structure after displacement, only taking account of the effects of its overall initial imperfections and geometric nonlinearity of the structure on its internal force and deformation

2.1.4 direct analysis method of design

a design method of conducting second-order nonlinear analysis with the whole structural system as the object, directly taking account of the factors such as initial geometric imperfections, residual stress, material nonlinearity and joint connection stiffness that have significant effects on the stability and strength performance of the structure

2.1.5 buckling

a state of steel structure, member or plate having another larger deformation in the direction with weaker stiffness at the time of reaching the critical stress state

2.1.6 post-buckling strength of steel plate

capacity of a steel plate to bear greater load after buckling

2.1.7 normalized slenderness ratio

a parameter, which is equal to the square root of the quotient of the yield strength of steel in flexion, shear or compression and the corresponding elastic buckling stress of member or steel plate in flexion, shear or compression

2.1.8 overall stability

capacity of a member or structure to remain stable overall under load

2.1.9 effective width

reduced width obtained by equivalently processing the width of the steel plate subject to non-uniformly distributed ultimate stress with the uniformly distributed yield stress in the calculation of the post-buckling ultimate strength of steel plate

2.1.10 effective width factor

ratio of the effective width to the actual width of a steel plate

2.1.11 effective length ratio

a factor, which is related to the buckling mode and the rotational constraints at both ends of the member

2.1.12 effective length

length used in the calculation of stability, which is equal to the product of the geometric length of the member between its effective constraint points and its effective length ratio

2.1.13 slenderness ratio

ratio of the effective length to the gyration radius of section of a member

2.1.14 equivalent slenderness ratio

corresponding slenderness ratio when the latticed member is converted to solid web member or instability caused by the flexural-torsional buckling and torsional bucking are converted to that caused by flexural bucking in the overall stability calculation of axial compression member

2.1.15 nodal bracing force

lateral force applied on the lateral bracing set for reducing the free length of compression member (or compression flange of member), in the buckling direction of the braced member (or the compression flange of member)

2.1.16 unbraced frame

a structure with resistance to load by the bending resistance of joints and members

2.1.17 bracing structure

a structure with resistance to lateral load by the axial stiffness of the bracing member obliquely arranged in the plane where the beam-column member is located

2.1.18 frame-bracing structure

a structure of lateral resistant system composed of frame and bracing

2.1.19 frame braced with strong bracing system

a frame braced with the bracing structure (bracing truss, shear wall, tube, etc.) of relatively large lateral stiffness in the frame-bracing structure, adequate to be regarded as frame without lateral displacement

2.1.20 leaning column

a column designed to bear axial force only, taking no account of the lateral stiffness

2.1.21 panel zone

zone provided with stiffener or diaphragm at the rigid joint and the upper and lower sides of column web of frame beam and column within the height scope of beam

2.1.22 spherical steel bearing

hinged bearing or movable bearing with the steel spherical surface as the bearing surface, allowing the structure to rotate in any direction at the bearing

2.1.23 steel-plate shear wall

steel plate arranged between the frame beam and column to withstand the horizontal shear in the frame

2.1.24 chord member

tubular member, e.g., a chord in truss, placed continuously at the joint in steel tubular structural member

2.1.25 brace member

tubular member, e.g., web member connected to the chord member in truss, disconnected at the joint and connected to the chord member in steel tubular structure

2.1.26 gap joint

tubular joint where the toes of two brace members are distant from each other by a gap

2.1.27 overlap joint

steel tubular joint where the two brace members are overlapped each other

2.1.28 uniplanar joint

joint where brace member and chord member are connected together in the same plane

2.1.29 multiplanar joint

tubular joint formed by connecting multiple brace members in different planes to the chord member

2.1.30 welded section

a section made of steel plate (or profile steel) by welding

2.1.31 composite steel and concrete beam

a beam formed by the composite of concrete flange plate and steel beam via shear connector and capable of bearing force as a whole

2.1.32 bracing system

a lateral force resisting system consisting of bracing, beam (including foundation beam) and column transferring the internal force

2.1.33 link

a beam section between two diagonal bracing ends or between one diagonal bracing end and the column in a eccentrically braced frame structure

2.1.34 concentrically braced frame

a frame in which the diagonal bracing and the frame beam and column intersect at a point

2.1.35 eccentrically braced frame

a frame in which at least one end of the diagonal bracing is connected with the cross beam outside the beam-column joint

2.1.36 buckling-restrained brace

a bracing where buckling will not occur, consisting of the core steel bracing, external constraint element and the unbonded structural layer between both

2.1.37 moment redistribution design

a design method for moment redistribution using the plastic performance of steel structure

2.1.38 distorsional buckling

a form of buckling that causes change in the section shape as well as displacement of at least one of the intersecting lines between steel plates

2.1.39 plastic energy dissipative zone

a zone where the structural member will first enter the plastic deformation state and also consumes energy under the action of strong earthquake

2.1.40 elastic region

a region where the structural member is still in the elastic working state under the action of strong earthquake

2.2 Symbols

2.2.1 Actions and action effect design values



F——the concentrated load;



G——the gravity load;



H——the horizontal force;



M——the bending moment;



N——the axial force;



P——the pretension of high-strength bolt;



R——the bearing reaction force;



V——the shear force.

2.2.2 Calculation indexes



E——the elastic modulus of steel;



Ec——the elastic modulus of concrete;



f——the design value of tensile, compressive or bending strength of steel;



fv——the design value of shear strength of steel;



fce——the design value of the end surface bearing strength of steel;



fy——the yield strength of steel;



fu——the minimum tensile strength of steel;



f_t^a——the design value of tensile strength of anchor bolt;



f_t^b, f_v^b, f_c^b——the design values of tensile, shear and bearing strength of bolt;



f_t^r, f_v^r, f_c^r——the design values of tensile, shear and bearing strength of rivet;



f_t^w, f_v^w, f_c^w——the design values of tensile, shear and compressive strength of butt weld;



f_f^w——the design value of tensile, shear or compressive strength of fillet weld;



fc——the design value of compressive strength of concrete;



G——the shear modulus of steel;



N_t^a——the design value of tensile load-carrying capacity of one anchor bolt;



N_t^b, N_v^b, N_c^b——the design values of tensile, shear and bearing load-carrying strength of one bolt;



N_t^r, N_v^r, N_c^r——the design values of tensile, shear and bearing load-carrying strength of one rivet;



N_v^c——the design value of shear load-carrying capacity of one shear connector in composite structure;



Sb——the storey lateral stiffness of bracing structure, i.e., the ratio of the horizontal force applied to the structure to the inter-storey displacement angle produced by it;



Δu——the inter-storey displacement of a floor;



[vQ]——the allowable value of the deflection produced with consideration of only the characteristic value of variable load;



[vT]——the allowable value of the deflection produced with consideration of the characteristic values of both permanent and variable loads;



σ——the normal stress;



σc——the local compression stress;



σf——the stress vertical to the length direction of fillet weld calculated according to effective section of weld;



Δσ——the stress amplitude or the equivalent stress amplitude in fatigue calculation;



Δσe——the equivalent stress amplitude of variable-amplitude fatigue;



[Δσ]——the allowable stress amplitude of fatigue;



σcr, σc,cr, τcr——respectively the critical values of bending stress, local compression stress and shear stress of steel plate;



τ——the shear stress;



τf——the shear stress of fillet weld.

2.2.3 Geometric parameters



A——the gross sectional area;



An——the net sectional area;



b——the outstanding width of flange plate;



b0——the unsupported width of box-section flange plate between the webs; the top width of concrete haunch;



bs——the outstanding width of stiffener;



be——the effective width of steel plate;



d——the diameter;



de——the effective diameter;



do——the hole diameter;



e——the eccentricity;



H——the height of the column;



H1, H2, H3—respectively the heights of the upper, middle (or lower section of single-stepped column) and lower sections of the stepped column;



h——the full height of a section;



he——the calculated thickness of a weld;



hf——the fillet weld size;



hw——the height of web;



h0——the calculated height of web;



I——the inertia moment of gross section;



It——the free torsion constant;



Iw——the sectorial inertia moment of gross section;



In——the inertia moment of net section;



i——the radius of gyration of a section;



l——the length or the span length;



l1——the lateral supporting spacing of the compression flange of a beam; the connecting length of bolt (rivet) in the force direction;



lw——the effective length of a weld;



lz——the assumed distribution length of concentrated load on the edge of the calculated height of web;



S——the area moment of gross section;



t——the plate thickness;



ts——the stiffener thickness;



tw——the web thickness;



W——the gross section modulus;



Wn——the net section modulus;



Wp——the plastic gross section modulus;



Wnp——the plastic net section modulus.

2.2.4 Coefficients of calculation and others



K1, K2——the linear stiffness ratio of members;



nf——the number of force-transferring friction surfaces of high-strength bolt;



nv——the number of shear surfaces of bolt or rivet;



αE——the ratio of elastic modulus of steel to that of concrete;



αe——the reduction factor of section modulus of beam by taking the effective width of web into account;



αf——the equivalent coefficient of underload effect in fatigue calculation;



α_i^II——the amplification coefficient for bending moment of member bars at the ith storey due to lateral displacement of a frame, taking account of the second-order effect;



βE——the adjustment coefficient of internal force for non-plastic energy dissipative zone;



βf——the amplification coefficient for the design strength value of front fillet weld;



βm——the equivalent bending moment coefficient for the stability of bending member;



γ0——the importance coefficient of structure;



γx, γy——the plastic adaption coefficient of cross-section about the principal axes x and y;



εk——the correction coefficient of steel grade, which is the square root of the ratio of 235 to the yield point value in the steel grade;



η——the adjustment coefficient;



η1, η2——the parameters for calculating the effective length of stepped column;



ηov——the overlap ratio of brace members at joint;



λ——the slenderness ratio;



λn,b, λn,s, λn,c, λn——the normalized slenderness ratio;



μ——the anti-sliding coefficient for the friction surface of high-strength bolt; the effective length ratio of column;



μ1, μ2, μ3——respectively the effective length ratio of the upper, middle (or lower section of single-stepped column) and lower sections of the stepped column;



ρi——the effective section coefficient of various steel plates;



φ——the stability coefficient of axial compression member;



φb——the overall stability coefficient of beam;



Ψ——the amplification coefficient of concentrated load;



Ψn, Ψa, Ψd——the parameters for calculating the load-carrying capacity of directly welded steel tubular joint;



Ω——the seismic performance factor.

 

3 General design requirements

3.1 General requirements

3.1.1 The design of steel structures shall include the following:



1 The structure scheme design, including structure selection and member arrangement;



2 Material selection and section selection;



3 Actions and action effect analysis;



4 Limit state checking calculation of structure;



5 Details of structure, member and connection;



6 Requirements for fabrication, transportation, installation, corrosion prevention and fire protection;



7 Special performance design of structure meeting special requirements.

3.1.2 In this standard, except for fatigue calculation and seismic design, the limit state design method based on probability theory shall be adopted, and calculation shall be carried out using the partial safety factor design expression.

3.1.3 In addition to that the allowable stress method shall be adopted for fatigue design, the steel structures shall be designed according to ultimate limit state and serviceability limit state:



1 Ultimate limit state shall include: strength failure and brittle fracture of member or connection, inapplicability to continuous load carrying due to excessive deformation, loss of stability of the structure or member, transformation of the structure into maneuvering system, and overturning of structure;



2 Serviceability limit state shall include: deformation affecting the normal use or appearance of structure, member and non-structural member, vibration affecting the normal use, and local damage affecting the normal use or durability.

3.1.4 The safety grade and design service life of the steel structure shall meet the requirements of the current national standards GB 50068 Unified standard for reliability design of building structures and GB 50153 Unified standard for reliability design of engineering structures. The safety grade of steel structures in general industrial and civil buildings shall be Grade II, and that of steel structures in other special buildings shall be determined separately according to the specific conditions. The safety grade of various structural members in the buildings should be the same as that of the entire structure. The safety grade of some of the structural members may be adjusted but shall not be inferior to Grade III.

3.1.5 In the design of steel structure according to ultimate limit state, the fundamental combination of load effects shall be considered, and the accidental combination of load effects shall be also considered where necessary. In the design of steel structure according to serviceability limit state, the characteristic combination of load effects shall be considered.

3.1.6 In the calculation of the strength and stability of structure or member and the strength of connection, the design value of load shall be used; in the fatigue calculation, the characteristic value of load shall be used.

3.1.7 For the structure that directly bears dynamic load: in the calculation of strength and stability, the design value of dynamic load shall be multiplied by the dynamic coefficient; in the calculation of fatigue and deformation, the characteristic value of dynamic load shall not be multiplied by the dynamic coefficient. In the calculation of the fatigue and deflection of a crane beam or a crane truss and its brake structure, the crane load shall be determined by the crane acting in the span with the maximum load effect.

3.1.8 The design of the prestressed steel structure shall include various working conditions in the prestressed construction phase and the use phase. The design of prestressed cable membrane structure shall include three mutually restrictive processes, i.e., shape-finding analysis, load analysis and cutting analysis, and should also include the construction process analysis.

3.1.9 For structural members, connections and joints, the following ultimate limit state design expressions shall be adopted:



1 Persistent and transient design situations:



γ0S≤R (3.1.9-1)



2 Seismic design situation:



Frequent earthquake



S≤R/γRE (3.1.9-2)



Moderate earthquake



S≤Rk (3.1.9-3)



Where,



γ0——the importance coefficient of structure, which shall not be less than 1.1 for the structural member of safety grade I, 1.0 for the structural member of safety grade II and 0.9 for the structural member of safety grade III;



S——the design value of the action combination effect under ultimate limit state, which shall be calculated according to the fundamental combination of actions under persistent or transient design situation and shall be calculated according to the seismic combination of actions under seismic design situation;



R——the design value of load-carrying capacity of structural member;



Rk——the characteristic value of load-carrying capacity of structural member;



γRE——the seismic adjustment coefficient for load-carrying capacity, which shall be taken according to the requirements of the current national standard GB 50011 Code for seismic design of buildings.

3.1.10 For structures of safety grade I or that may be subject to accidental actions such as explosion and impact, progressive collapse prevention design should be conducted to ensure a vertical load redistribution path of the structure in case of failure of some beams or columns, the stability of the structure in case of failure of some beams or floor slabs, and the capability of the joint to continue to effectively transfer the load after failure of some members.

3.1.11 In the design of steel structures, the materials, structure scheme and construction measures shall be selected reasonably to meet the strength, stability and stiffness requirements of structural members during transportation, installation and use and to meet the fire protection and corrosion prevention requirements. General and standardized members should be used, and the corresponding requirements shall be proposed when considering the possibility of replacement of some structural components. The construction of steel structures shall facilitate fabrication, transportation, installation and maintenance, make the structure stress simple and clear, reduce stress concentration, and avoid the material being stressed in three directions.

1 General provisions
2 Terms and symbols
2.1 Terms
2.2 Symbols
3 General design requirements
3.1 General requirements
3.2 Structural systems
3.3 Actions
3.4 Requirements of deformation and comfort degree for structures and members
3.5 Classification of sections
4 Materials
4.1 Steel grades and standards
4.2 Models and standards of connection and fastener materials
4.3 Selection of materials
4.4 Design strength and parameters
5 Structural analysis and stability design
5.1 General requirements
5.2 Initial imperfections
5.3 First-order elastic analysis and design
5.4 Second-order P-Δ elastic analysis and design
5.5 Direct analysis method of design
6 Flexural members
6.1 Shear and flexural strength of flexural members
6.2 Overall stability of flexural members
6.3 Local stability
6.4 Calculation of beams considering post-buckling strength of webs
6.5 Strengthening of openings
6.6 Detailing requirements of beam
7 Axially loaded members
7.1 Strength calculation of cross-sections
7.2 Stability calculation of axial compression members
7.3 Local stability and post-buckling strength of solid-web axial compression members
7.4 Effective length and allowable slenderness ratio of axially loaded members
7.5 Bracing of axial compression members
7.6 Single angle steel of single-side connection
8 Tension-flexure members and bending members
8.1 Strength calculation of cross-sections
8.2 Stability calculation of members
8.3 Effective length of frame columns
8.4 Local stability and post-buckling strength of bending members
8.5 Truss members subjected to second-order moments
9 Stiffened steel-plate shear walls
9.1 General requirements
9.2 Calculation of stiffened steel-plate shear wall
9.3 Detailing requirements
10 Plastic and moment redistribution design
10.1 General requirements
10.2 Provisions for design using moment redistribution
10.3 Calculation of members
10.4 Slenderness ratio limitations and detailings
11 Connections
11.1 General requirements
11.2 Calculation of welded connections
11.3 Detailing requirements of welded connections
11.4 Calculation of fastener connections
11.5 Detailing requirements of fastener connections
11.6 Pin connections
11.7 Detailings of flanged connections for steel tubes
12 Joints
12.1 General requirements
12.2 Connecting plate joints
12.3 Beam-column joints
12.4 Cast steel joints
12.5 Pre-stressed cable joints
12.6 Bearings
12.7 Column footing
13 Steel tubular joints
13.1 General requirements
13.2 Detailing requirements
13.3 Calculation of circular steel tubular directly-welded joints and local stiffened joints
13.4 Calculation of rectangular tubular directly-welded joints and local stiffened joints
14 Composite steel and concrete beams
14.1 General requirements
14.2 Design of composite beams
14.3 Calculation for shear connector
14.4 Calculation of deflection
14.5 Calculation of concrete crack width at hogging moment region
14.6 Calculation of longitudinal shear
14.7 Detailing requirements
15 Concrete-filled steel tubular column and joints
15.1 General requirements
15.2 Rectangular concrete-filled steel tubular columns
15.3 Circular concrete-filled steel tubular columns
15.4 Joint of concrete-filled steel tubular column and steel beam
16 Fatigue calculation and design for brittle fracture
16.1 General requirements
16.2 Fatigue calculation
16.3 Detailing requirements
16.4 Design for brittle fracture
17 Seismic design of steel structural members
17.1 General requirements
17.2 Calculation points
17.3 Basic seismic measures
18 Protection of steel structures
18.1 Fire-resistance design
18.2 Corrosion prevention design
18.3 Temperature insulation
Annex A Common structural systems
Annex B Allowable deformation of structures and members
Annex C Overall stability coefficient of beam
Annex D Stability coefficient of axial compression members
Annex E Effective length ratios of columns
Annex F Elastic buckling critical stress for stiffened steel shear walls
Annex G Calculation of stability of truss connecting plate under the compression of diagonal web member
Annex H Determination of stiffness of direct welded joints of unstiffened steel tubes
Annex J Fatigue checking calculation of composite steel and concrete beams
Annex K Classification of members and connections that are subjected to fatigue calculation
Explanation of wording in this standard
List of quoted standards

1 总 则
1.0.1为在钢结构设计中贯彻执行国家的技术经济政策，做到技术先进、安全适用、经济合理、保证质量，制定本标准。
1.0.2本标准适用于工业与民用建筑和一般构筑物的钢结构设计。
1.0.3钢结构设计除应符合本标准外，尚应符合国家现行有关标准的规定。
2术语和符号
2.1术 语
2.1.1脆断brittle fracture
结构或构件在拉应力状态下没有出现警示性的塑性变形而突然发生的断裂。
2.1.2一阶弹性分析first-order elastic analysis
不考虑几何非线性对结构内力和变形产生的影响，根据未变形的结构建立平衡条件，按弹性阶段分析结构内力及位移。
2.1.3二阶P-Δ弹性分析second-order P-Δ elastic analysis
仅考虑结构整体初始缺陷及几何非线性对结构内力和变形产生的影响，根据位移后的结构建立平衡条件，按弹性阶段分析结构内力及位移。
2.1.4直接分析设计法direct analysis method of design
直接考虑对结构稳定性和强度性能有显著影响的初始几何缺陷、残余应力、材料非线性、节点连接刚度等因素，以整个结构体系为对象进行二阶非线性分析的设计方法。
2.1.5屈曲buckling
结构、构件或板件达到受力临界状态时在其刚度较弱方向产生另一种较大变形的状态。
2.1.6板件屈曲后强度post-buckling strength of steel plate
板件屈曲后尚能继续保持承受更大荷载的能力。
2.1.7正则化长细比或正则化宽厚比normalized slenderness ratio
参数，其值等于钢材受弯、受剪或受压屈服强度与相应的构件或板件抗弯、抗剪或抗承压弹性屈曲应力之商的平方根。
2.1.8整体稳定overall stability
构件或结构在荷载作用下能整体保持稳定的能力。
2.1.9有效宽度effective width
计算板件屈曲后极限强度时，将承受非均匀分布极限应力的板件宽度用均匀分布的屈服应力等效，所得的折减宽度。
2.1.10有效宽度系数effective width factor
板件有效宽度与板件实际宽度的比值。
2.1.11计算长度系数effective length ratio
与构件屈曲模式及两端转动约束条件相关的系数。
2.1.12计算长度effective length
计算稳定性时所用的长度，其值等于构件在其有效约束点间的几何长度与计算长度系数的乘积。
2.1.13长细比 slenderness ratio
构件计算长度与构件截面回转半径的比值。
2.1.14换算长细比equivalent slenderness ratio
在轴心受压构件的整体稳定计算中，按临界力相等的原则，将格构式构件换算为实腹式构件进行计算，或将弯扭与扭转失稳换算为弯曲失稳计算时，所对应的长细比。
2.1.15支撑力 nodal bracing force
在为减少受压构件(或构件的受压翼缘)自由长度所设置的侧向支撑处，沿被支撑构件(或构件受压翼缘)的屈曲方向，作用于支撑的侧向力。
2.1.16无支撑框架unbraced frame
利用节点和构件的抗弯能力抵抗荷载的结构。
2.1.17支撑结构bracing structure
在梁柱构件所在的平面内，沿斜向设置支撑构件，以支撑轴向刚度抵抗侧向荷载的结构。
2.1.18框架-支撑结构 frame-bracing structure
由框架及支撑共同组成抗侧力体系的结构。
2.1.19强支撑框架frame braced with strong bracing system
在框架-支撑结构中，支撑结构(支撑桁架、剪力墙、筒体等)的抗侧移刚度较大，可将该框架视为无侧移的框架。
2.1.20摇摆柱leaning column
设计为只承受轴向力而不考虑侧向刚度的柱子。
2.1.21节点域panel zone
框架梁柱的刚接节点处及柱腹板在梁高度范围内上下边设有加劲肋或隔板的区域。
2.1.22球形钢支座spherical steel bearing
钢球面作为支承面使结构在支座处可以沿任意方向转动的铰接支座或可移动支座。
2.1.23钢板剪力墙steel-plate shear wall
设置在框架梁柱间的钢板，用以承受框架中的水平剪力。
2.1.24主管chord member
钢管结构构件中，在节点处连续贯通的管件，如桁架中的弦杆。
2.1.25支管brace member
钢管结构中，在节点处断开并与主管相连的管件，如桁架中与主管相连的腹杆。
2.1.26间隙节点gap joint
两支管的趾部离开一定距离的管节点。
2.1.27搭接节点overlap joint
在钢管节点处，两支管相互搭接的节点。
2.1.28平面管节点uniplanar joint
支管与主管在同一平面内相互连接的节点。
2.1.29空间管节点multiplanar joint
在不同平面内的多根支管与主管相接而形成的管节点。
2.1.30焊接截面welded section
由板件(或型钢)焊接而成的截面。
2.1.31钢与混凝土组合梁composite steel and concrete beam
由混凝土翼板与钢梁通过抗剪连接件组合而成的可整体受力的梁。
2.1.32支撑系统bracing system
由支撑及传递其内力的梁(包括基础梁)、柱组成的抗侧力系统。
2.1.33消能梁段link
在偏心支撑框架结构中，位于两斜支撑端头之间的梁段或位于一斜支撑端头与柱之间的梁段。
2.1.34中心支撑框架concentrically braced frame
斜支撑与框架梁柱汇交于一点的框架。
2.1.35偏心支撑框架eccentrically braced frame
斜支撑至少有一端在梁柱节点外与横梁连接的框架。
2.1.36屈曲约束支撑buckling-restrained brace
由核心钢支撑、外约束单元和两者之间的无粘结构造层组成不会发生屈曲的支撑。
2.1.37弯矩调幅设计moment redistribution design
利用钢结构的塑性性能进行弯矩重分布的设计方法。
2.1.38畸变屈曲distorsional buckling
截面形状发生变化，且板件与板件的交线至少有一条会产生位移的屈曲形式。
2.1.39塑性耗能区plastic energy dissipative zone
在强烈地震作用下，结构构件首先进入塑性变形并消耗能量的区域。
2.1.40弹性区elastic region
在强烈地震作用下，结构构件仍处于弹性工作状态的区域。
2.2符 号
2.2.1作用和作用效应设计值
F——集中荷载；
G——重力荷载；
H——水平力；
M——弯矩；
N——轴心力；
P——高强度螺栓的预拉力；
R——支座反力；
V——剪力。
2.2.2计算指标
E——钢材的弹性模量；
E——混凝土的弹性模量；
f——钢材的抗拉、抗压和抗弯强度设计值；
fv——钢材的抗剪强度设计值；
fce——钢材的端面承压强度设计值；
fy——钢材的屈服强度；
fu——钢材的抗拉强度最小值；
fta——锚栓的抗拉强度设计值；
ftb、fvb、fcb——螺栓的抗拉、抗剪和承压强度设计值；
ftr、fvr、fcr——铆钉的抗拉、抗剪和承压强度设计值；
ftw、fvw、fcw——对接焊缝的抗拉、抗剪和抗压强度设计值；
ffw——角焊缝的抗拉、抗剪和抗压强度设计值；
fe——混凝土的抗压强度设计值；
G——钢材的剪变模量；
Nta——一个锚栓的受拉承载力设计值；
Ntb、Nvb、Ncb——一个螺栓的受拉、受剪和承压承载力设计值；
Ntr、Nvr、Ncr——一个铆钉的受拉、受剪和承压承载力设计值；
Nvc——组合结构中一个抗剪连接件的受剪承载力设计值；
Sb——支撑结构的层侧移刚度，即施加于结构上的水平力与其产生的层间位移角的比值；
Δu——楼层的层间位移；
[vQ]——仅考虑可变荷载标准值产生的挠度的容许值；
[vT]——同时考虑永久和可变荷载标准值产生的挠度的容许值；
σ——正应力；
σc——局部压应力；
σf——垂直于角焊缝长度方向，按焊缝有效截面计算的应力；
Δσ——疲劳计算的应力幅或折算应力幅；
Δσe——变幅疲劳的等效应力幅；
[Δσ]——疲劳容许应力幅；
σcr、σc,cr、τcr——分别为板件的弯曲应力、局部压应力和剪应力的临界值；
τ——剪应力；
τf——角焊缝的剪应力。
2.2.3几何参数
A——毛截面面积；
An——净截面面积；
b——翼缘板的外伸宽度；
b0——箱形截面翼缘板在腹板之间的无支承宽度；混凝土板托顶部的宽度；
bs——加劲肋的外伸宽度；
be——板件的有效宽度；
d——直径；
de——有效直径；
do——孔径；
e——偏心距；
H——柱的高度；
H1、H2、H3——阶形柱上段、中段(或单阶柱下段)、下段的高度；
h——截面全高；
he——焊缝的计算厚度；
hf——角焊缝的焊脚尺寸；
hw——腹板的高度；
h0——腹板的计算高度；
I——毛截面惯性矩；
It——自由扭转常数；
Iw——毛截面扇性惯性矩；
In——净截面惯性矩；
i——截面回转半径；
l——长度或跨度；
l1——梁受压翼缘侧向支承间距离；螺栓(或铆钉)受力方向的连接长度；
lw——焊缝的计算长度；
lz——集中荷载在腹板计算高度边缘上的假定分布长度；
S——毛截面面积矩；
t——板的厚度；
ts——加劲肋的厚度；
tw——腹板的厚度；
W——毛截面模量；
Wn——净截面模量；
Wp——塑性毛截面模量；
Wnp——塑性净截面模量。
2.2.4计算系数及其他
K1、K2——构件线刚度之比；
nf——高强度螺栓的传力摩擦面数目；
nv——螺栓或铆钉的剪切面数目；
αE——钢材与混凝土弹性模量之比；
αe——梁截面模量考虑腹板有效宽度的折减系数；
αf——疲劳计算的欠载效应等效系数；
αiⅡ——考虑二阶效应框架第i层杆件的侧移弯矩增大系数；
βE——非塑性耗能区内力调整系数；
βf——正面角焊缝的强度设计值增大系数；
βm——压弯构件稳定的等效弯矩系数；
γ0——结构的重要性系数；
γx、γy——对主轴x、y的截面塑性发展系数；
εk——钢号修正系数，其值为235与钢材牌号中屈服点数值的比值的平方根；
η——调整系数；
η1、η2——用于计算阶形柱计算长度的参数；
ηov——管节点的支管搭接率；
λ——长细比；
λn,b、λn,s、λn,c、λn——正则化宽厚比或正则化长细比；
μ——高强度螺栓摩擦面的抗滑移系数；柱的计算长度系数；
μ1、μ2、μ3——阶形柱上段、中段(或单阶柱下段)、下段的计算长度系数；
ρi——各板件有效截面系数；
φ——轴心受压构件的稳定系数；
φb——梁的整体稳定系数；
Ψ——集中荷载的增大系数；
Ψn、Ψa、Ψd——用于计算直接焊接钢管节点承载力的参数；
Ω——抗震性能系数。
3基本设计规定
3.1一般规定
3.1.1钢结构设计应包括下列内容：
1结构方案设计，包括结构选型、构件布置；
2材料选用及截面选择；
3作用及作用效应分析；
4结构的极限状态验算；
5结构、构件及连接的构造；
6制作、运输、安装、防腐和防火等要求；
7满足特殊要求结构的专门性能设计。
3.1.2本标准除疲劳计算和抗震设计外，应采用以概率理论为基础的极限状态设计方法，用分项系数设计表达式进行计算。
3.1.3除疲劳设计应采用容许应力法外，钢结构应按承载能力极限状态和正常使用极限状态进行设计：
1 承载能力极限状态应包括：构件或连接的强度破坏、脆性断裂，因过度变形而不适用于继续承载，结构或构件丧失稳定，结构转变为机动体系和结构倾覆；
2正常使用极限状态应包括：影响结构、构件、非结构构件正常使用或外观的变形，影响正常使用的振动，影响正常使用或耐久性能的局部损坏。
3.1.4钢结构的安全等级和设计使用年限应符合现行国家标准《建筑结构可靠度设计统一标准》GB 50068和《工程结构可靠性设计统一标准》GB 50153的规定。一般工业与民用建筑钢结构的安全等级应取为二级，其他特殊建筑钢结构的安全等级应根据具体情况另行确定。建筑物中各类结构构件的安全等级，宜与整个结构的安全等级相同。对其中部分结构构件的安全等级可进行调整，但不得低于三级。
3.1.5按承载能力极限状态设计钢结构时，应考虑荷载效应的基本组合，必要时尚应考虑荷载效应的偶然组合。按正常使用极限状态设计钢结构时，应考虑荷载效应的标准组合。
3.1.6计算结构或构件的强度、稳定性以及连接的强度时，应采用荷载设计值；计算疲劳时，应采用荷载标准值。
3.1.7对于直接承受动力荷载的结构：计算强度和稳定性时，动力荷载设计值应乘以动力系数；计算疲劳和变形时，动力荷载标准值不乘动力系数。计算吊车梁或吊车桁架及其制动结构的疲劳和挠度时，起重机荷载应按作用在跨间内荷载效应最大的一台起重机确定。
3.1.8预应力钢结构的设计应包括预应力施工阶段和使用阶段的各种工况。预应力索膜结构设计应包括找形分析、荷载分析及裁剪分析三个相互制约的过程，并宜进行施工过程分析。
3.1.9结构构件、连接及节点应采用下列承载能力极限状态设计表达式：
1持久设计状况、短暂设计状况：
γ0S≤R (3.1.9-1)
2地震设计状况：
多遇地震
S≤R/γRE (3.1.9-2)
设防地震
S≤Rk (3.1.9-3)
式中：γ0——结构的重要性系数：对安全等级为一级的结构构件不应小于1.1，对安全等级为二级的结构构件不应小于1.0，对安全等级为三级的结构构件不应小于0.9；
S——承载能力极限状况下作用组合的效应设计值：对持久或短暂设计状况应按作用的基本组合计算；对地震设计状况应按作用的地震组合计算；
R——结构构件的承载力设计值；
Rk——结构构件的承载力标准值；
γRE——承载力抗震调整系数，应按现行国家标准《建筑抗震设计规范》GB 50011的规定取值。
3.1.10对安全等级为一级或可能遭受爆炸、冲击等偶然作用的结构，宜进行防连续倒塌控制设计，保证部分梁或柱失效时结构有一条竖向荷载重分布的途径，保证部分梁或楼板失效时结构的稳定性，保证部分构件失效后节点仍可有效传递荷载。
3.1.11钢结构设计时，应合理选择材料、结构方案和构造措施，满足结构构件在运输、安装和使用过程中的强度、稳定性和刚度要求并应符合防火、防腐蚀要求。宜采用通用和标准化构件，当考虑结构部分构件替换可能性时应提出相应的要求。钢结构的构造应便于制作、运输、安装、维护并使结构受力简单明确，减少应力集中，避免材料三向受拉。
3.1.12钢结构设计文件应注明所采用的规范或标准、建筑结构设计使用年限、抗震设防烈度、钢材牌号、连接材料的型号(或钢号)和设计所需的附加保证项目。
3.1.13钢结构设计文件应注明螺栓防松构造要求、端面刨平顶紧部位、钢结构最低防腐蚀设计年限和防护要求及措施、对施工的要求。对焊接连接，应注明焊缝质量等级及承受动荷载的特殊构造要求；对高强度螺栓连接，应注明预拉力、摩擦面处理和抗滑移系数；对抗震设防的钢结构，应注明焊缝及钢材的特殊要求。
3.1.14抗震设防的钢结构构件和节点可按现行国家标准《建筑抗震设计规范》GB 50011或《构筑物抗震设计规范》GB 50191的规定设计，也可按本标准第17章的规定进行抗震性能化设计。
3.2结构体系
3.2.1钢结构体系的选用应符合下列原则：
1在满足建筑及工艺需求前提下，应综合考虑结构合理性、环境条件、节约投资和资源、材料供应、制作安装便利性等因素；
2常用建筑结构体系的设计宜符合本标准附录A的规定。
3.2.2钢结构的布置应符合下列规定：
1应具备竖向和水平荷载传递途径；
2应具有刚度和承载力、结构整体稳定性和构件稳定性；
3应具有冗余度，避免因部分结构或构件破坏导致整个结构体系丧失承载能力；
4隔墙、外围护等宜采用轻质材料。
3.2.3施工过程对主体结构的受力和变形有较大影响时，应进行施工阶段验算。
3.3作 用
3.3.1钢结构设计时，荷载的标准值、荷载分项系数、荷载组合值系数、动力荷载的动力系数等应按现行国家标准《建筑结构荷载规范》GB 50009的规定采用；地震作用应根据现行国家标准《建筑抗震设计规范》GB 50011确定。对支承轻屋面的构件或结构，当仅有一个可变荷载且受荷水平投影面积超过60m2时，屋面均布活荷载标准值可取为0.3kN/m2。门式刚架轻型房屋的风荷载和雪荷载应符合现行国家标准《门式刚架轻型房屋钢结构技术规范》GB 51022的规定。
3.3.2计算重级工作制吊车梁或吊车桁架及其制动结构的强度、稳定性以及连接的强度时，应考虑由起重机摆动引起的横向水平力，此水平力不宜与荷载规范规定的横向水平荷载同时考虑。作用于每个轮压处的横向水平力标准值可按下式计算：
Hk＝αPk，max (3.3.2)
式中：Pk，max——起重机最大轮压标准值(N)；
α——系数，对软钩起重机，取0.1；对抓斗或磁盘起重机，取0.15；对硬钩起重机，取0.2。
3.3.3屋盖结构考虑悬挂起重机和电动葫芦的荷载时，在同一跨间每条运动线路上的台数：对梁式起重机不宜多于2台。对电动葫芦不宜多于1台。
3.3.4计算冶炼车间或其他类似车间的工作平台结构时，由检修材料所产生的荷载对主梁可乘以0.85，柱及基础可乘以0.75。
3.3.5在结构的设计过程中，当考虑温度变化的影响时，温度的变化范围可根据地点、环境、结构类型及使用功能等实际情况确定。当单层房屋和露天结构的温度区段长度不超过表3.3.5的数值时，一般情况下可不考虑温度应力和温度变形的影响。单层房屋和露天结构伸缩缝设置宜符合下列规定：
1 围护结构可根据具体情况参照有关规范单独设置伸缩缝；
2无桥式起重机房屋的柱间支撑和有桥式起重机房屋吊车梁或吊车桁架以下的柱间支撑，宜对称布置于温度区段中部。当不对称布置时，上述柱间支撑的中点(两道柱间支撑时为两柱间支撑的中点)至温度区段端部的距离不宜大于表3.3.5纵向温度区段长度的60％；
3当横向为多跨高低屋面时，表3.3.5中横向温度区段长度值可适当增加；
4当有充分依据或可靠措施时，表3.3.5中数字可予以增减。
表3.3.5温度区段长度值(m)
结构情况 纵向温度区段
(垂直屋架或构架跨度方向) 横向温度区段
(沿屋架或构架跨度方向)
柱顶为刚接 柱顶为铰接
采暖房屋和非采暖地
区的房屋 220 120 150
热车间和采暖地区的
非采暖房屋 180 100 125

续表3.3.5
结构情况 纵向温度区段
(垂直屋架或构架跨度方向) 横向温度区段
(沿屋架或构架跨度方向)
柱顶为刚接 柱顶为铰接
露天结构 120 — —
围护构件为金属压型
钢板的房屋 250 150

3.4结构或构件变形及舒适度的规定
3.4.1结构或构件变形的容许值宜符合本标准附录B的规定。当有实践经验或有特殊要求时，可根据不影响正常使用和观感的原则对本标准附录B中的构件变形容许值进行调整。
3.4.2计算结构或构件的变形时，可不考虑螺栓或铆钉孔引起的截面削弱。
3.4.3横向受力构件可预先起拱，起拱大小应视实际需要而定，可取恒载标准值加1/2活载标准值所产生的挠度值。当仅为改善外观条件时，构件挠度应取在恒荷载和活荷载标准值作用下的挠度计算值减去起拱值。
3.4.4竖向和水平荷载引起的构件和结构的振动，应满足正常使用或舒适度要求。
3.4.5高层民用建筑钢结构舒适度验算应符合现行行业标准《高层民用建筑钢结构技术规程》JGJ 99的规定。
3.5截面板件宽厚比等级
3.5.1进行受弯和压弯构件计算时，截面板件宽厚比等级及限值应符合表3.5.1的规定，其中参数α0应按下式计算：
(3.5.1)
式中：σmax——腹板计算边缘的最大压应力(N/mm2)；
σmin——腹板计算高度另一边缘相应的应力(N/mm2)，压应力取正值，拉应力取负值。