GB 50017-2017Standard for design of steel structures (English PDF)

National Standard of the People's Republic of China

Issued by: Ministry of Housing and Urban-Rural Development of PRC; General Administration of Quality Supervision Inspection and Quarantine of PRC.

Contents

• 2017 Beijing
• Foreword8
• 1 General provisions13
• 2 Terms and symbols14
• 3 General requirements24
• 1 The structural design, including structural type selection and member13
• 6 Requirements for fabrication, transportation, installation, anti-corrosion57
• 7 Special performance design of structure to meet special requirements.
• 3 It shall have redundancy, to avoid loss of bearing capacity of the entire24
• 4 The partition walls and exterior envelope, etc., should use lightweight33
• 1 For the enveloping structure, it may set independent expansion joint based13
• 2 The inter-column brace of the house without bridge crane and the inter-14
• 4 When there is adequate or reliable measure, the numbers in Table 3.3.533
• 3 For the beam of box-shaped section and the column of unidirectionally bent24
• 5 When designed in accordance with the provisions of item 2 in clause 9.2.1447
• 4 Material33
• 1 The electrodes used for manual welding shall comply with the current13
• 1 Grade A steel can only be used for structures that have a working13
• 3 For the non-welded structure which requires fatigue verification, the steel’s24
• 2 For structures that directly withstand dynamic loads or require fatigue14
• 2 For cold-formed profiles and cold-formed steel-tubes, the design14
• 1 The electrode used for manual welding as well as the welding wire13
• 2 The weld quality grade shall comply with the current national14
• B bolt holes as well as the allowable deviation and the surface
• 3 For the high-strength bolts used for the space truss of bolt-sphere24
• 1 The rivet connection with poor construction conditions shall be multiplied13
• 2 The countersunk-head and the semi-countersunk-rivet rivet connection14
• 5 Structural analysis and stability design47
• 4 The calculation of the internal force of the H-shaped or box-shaped section33
• 6 Flexural members57
• 1 When the upper flange of the beam is subjected to a concentrated load13
• 3 When the post-buckling strength of the web is not considered, when h0/tw >24
• 4 h0/tw should not exceed 250.33
• 4 For the lateral stiffeners configured on one side of the web, its overhanging33
• 5 In the webs strengthened by both lateral stiffeners and longitudinal47
• 4 For the beam considering the post-buckling strength of the web, the web’s33
• 1 Verification of bending capacity at the solid-web section and opened13
• 6 The opened web shall be reinforced in accordance with the following57
• 7 The yield strength of the web-opened beam’s material shall not exceed
• 7 Axially loaded members
• 1 Except for the friction-type connections by high-strength bolts, the section13
• 3 When the member is a composite member with dense bolts arranged along24
• 1 Category a* means that Q235 steel takes category b; Q345, Q390, Q42013
• 3 For members whose section has no symmetric axis and whose shear24
• 3 The three-leg composite member whose batten element is slicing-bar24
• 1 When it is the double angle-steel or double-channel steel section as shown13
• 1 Web of H-shaped section13
• 2 Flange of H-shaped section14
• 3 Wall plate of box-shaped section24
• 4 The limit value of the slenderness ratio of the flange in T-shaped section33
• 6 The ratio of the outer diameter to the wall thickness of the round-tube57
• 1 Pressure bar.13
• 1 When the joints of the two side-web systems are all coincident [Figure13
• 2 When partial joints of the two side-web systems are coincident [Figure14
• 2 The slenderness ratio of the member under axial compression shall not14
• 2 The slenderness ratio of the lower chord of medium-duty and heavy-duty14
• 2 When the single column of length l is equipped with m equal-spacing14
• 3 For the braced members are column row which consists of multiple24
• 2 The stability of the compressed member shall be calculated in accordance14
• 3 When the compressed oblique bar is connected by the joint plate and truss24
• 8 Members under combined axial force and bending
• 1 Except for the cross section of the round-tube, for the tension-flexural13
• 2 For the round-section tension-flexural member and the compression-14
• 1 For the members which have bearings outside the bending moment’s13
• 2 For the member which is cantilever outside the bending moment’s action14
• 2 The overall stability outside the bending moment’s action plane may not14
• 1 It shall use the effective section to replace the actual section to calculate13
• 9 Stiffened steel shear walls
• 10 Plastic design and provisions for design using moment redistribution
• 3 The 2-layer ~ 6-layer frame structure, whose layer’s lateral shift is not more24
• 4 The frame part of the frame-brace (shear wall, core tube, etc.) structure33
• 2 When designing in accordance with the limit state of bearing capacity, it14
• 2 For the section that finally forms plastic hinge, the grade of the slenderness14
• 3 The compressed lower flange is provided with lateral brace.24
• 11 Connections
• 3 The mounting connection used for temporary fixing members.24
• 3 The joint area has enough space for welding operation and post-weld24
• 1 In the members that are subjected to dynamic loads and require fatigue13
• 4 For the partially weld-through butt welds, the angle weld, the T-shaped33
• 1 Under the action of the tensile, pressure or shear force which passes13
• 2 Under the combined action of various forces, at the location of joint action14
• 2 Single-sided V-shaped and K-shaped groove [Figure 11.2.4 (b), Figure14
• 3 U-shaped and J-shaped groove [Figure 11.2.4 (d), Figure 11.2.4 (e)]: when24
• 1 For the double-sided fillet weld connection, the strength shall be calculated13
• 2 When the connection weld of the web and the flange uses the penetrated14
• 1 For members subjected to dynamic load which does not require fatigue13
• 3 It is strictly forbidden to use intermittent groove welds and intermittent fillet24
• 4 The butt-joint & angle-joint combined weld and the full-penetration groove33
• 5 For the connection which is subjected to dynamic load and requires fatigue47
• 6 Except for the transverse welding position, it should not use the L-shaped57
• 7 When the butt joints of different thicknesses are subjected to dynamic
• 2 The minimum length of the intermittent fillet weld zone shall not be less14
• 3 The minimum weld leg size of fillet welds shall be valued in accordance24
• 1 When using the non-preheated non-low-hydrogen welding method to carry13
• 1 For the member which transmits axial force, the minimum overlap length13
• 3 When the overlap connection of the steel section bar uses the all-around24
• 5 For the sleeve connection which uses the overlap weld to transmit load, it47
• 1 In the shear connection, the design value of the bearing capacity of each13
• 2 In the connection which is tensioned along the axial direction of the bolt14
• 2 When the connecting member adopts steel of designations, μ is valued14
• 3 When treated by other methods, the treatment process and anti-slip24
• 1 The tightening process and design value of the high-strength bolt pre-13
• 3 In the connection where the bar is axially tensioned, the calculation method24
• 1 The number of bolts (except for high-strength bolts of friction-type13
• 4 When the total thickness of riveting of the rivet connection exceeds 5 times33
• 3 High-strength bolt’s friction-type connection can adopt standard hole, large24
• 4 When making holes on the friction-type connection cover plate of high-33
• 3 When calculating the section weakening caused by the bolt hole, it may24
• 1 In case of friction-type connection, it shall use the friction-type high-13
• 1 The high-strength bolted connection of this clause shall be pre-tensioned13
• 3 The end-plate (flange plate) in the bolt connection that is axially tensioned24
• 4 When calculating the combined strength of the section which is subjected33
• 12 Joints
• 5 Weld between the connecting plates and the flanges shall be designed47
• 2 The bearing capacity of the panel zone shall meet the following14
• 2 At the tensioned flange of the beam, the column flange plate’s thickness tc14
• 1 For the H-shaped steel column’s web which is corresponding to the beam’s13
• 2 Bolts shall be arranged symmetrically and shall meet the construction14
• 2 The total thickness of the rubber layer shall be determined in accordance14
• 6 Plate-type rubber bearings should adopt the position-limit measures.57
• I General provisions13
• 1 The base-plate of the outer-wrapped column footing shall be located within13
• 4 It shall provide the horizontal stiffener or lateral diaphragm for the columns33
• 6 The verification of the bending and shear capacity of the outer-wrapping57
• 1 The main rebars and stirrups placed around the buried part of the column13
• V Plug-in column footing
• 2 The hc of the lattice column is the distance between the outermost sides14
• 3 The minimum depth of the double-leg lattice column footing inserted into24
• 1 The solid-web column of H-shaped section should be provided with column13
• 3 For the base-plate of the cup mouth foundation for the solid-web column24
• 4 It should adopt technical measures that facilitate temporary adjustment33
• 5 The cup wall of the cup mouth foundation shall be configured with rebars47
• 13 Steel tubular joints
• 2 The angle between the chord member and the branch member or the axis14
• 3 The connection joint between the chord member and the branch member24
• 4 The end of the branch member shall be cut by automatic tube cutting33
• 1 For the uniplanar K-shaped or N-shaped joints of the overlapped branch13
• 1 When the branch member is mainly subjected to axial force, it may provide13
• 2 The thickness of the stiffener shall be neither less than the wall thickness14
• 4 When the diameter of the chord member is small and the chord member’s33
• 1 When the chord member is a round-tube, the reinforcing plate should wrap13
• 2 When the chord member is a square (rectangular) tube and a reinforcing14
• 3 When the chord member is a square (rectangular) tube and a reinforcing24
• 2 The angle between the axes of the chord member and the branch member14
• 2 Uniplanar T-shaped (or Y-shaped) joints (Figure 13.3.2-2 and Figure14
• 8 For the punching shear verification of the joints of T-shaped, Y-shaped, X-
• 3 Multiplanar KT-shaped round-tube joints (Figure 13.3.3-3, Figure 13.3.3.3-24
• 1 The design value MiT of the in-plane bending capacity of the branch13
• 3 The bearing capacity of the branch member under the combination of in-24
• 1 The planar T-shaped, Y-shaped, and X-shaped joints where the branch13
• 2 The planar K-shaped and N-shaped joint with gap where the branch14
• 3 The overlapped planar K-shaped and N-shaped joints where the branch24
• 1 Use the reinforcing plate at the side where the chord member is connected13
• 1 In the direct-welding square (rectangular) tube joint, the connection weld13
• 2 When the branch member is a square (rectangular) tube, the effective14
• 3 When the branch member is a round-tube, the effective length of the weld24
• 14 Composite steel and concrete beams
• 1 The deflection of the composite beam shall be calculated in accordance13
• 2 For the continuous composite beam, it shall follow the provisions of clause14
• 3 For composite beams used in open-air environments and composite24
• 4 The internal force and deformation which are produced by concrete33
• 5 When considering the effect of concrete creep, it may double the elastic47
• 1 For the composite beam’s section subjected to sagging moment, it does13
• 1 When the profiled steel plate ribs are arranged parallel to the steel beam13
• 2 When the profiled steel plate ribs are arranged perpendicular to the steel14
• 1 For the zone from the maximum point of sagging moment to the side13
• 2 For the zone from the maximum point of sagging moment to the middle14
• 1 The calculated longitudinal shear force of the b-b, c-c and d-d shear13
• 2 The calculated longitudinal shear of the a-a shear interface (Figure 14.6.1)14
• 1 When there is a plate bracket, the overhanging length shall not be less13
• 2 The maximum spacing of the connection along the beam span direction14
• 4 For the composite beam which uses the profiled steel plate as the bottom33
• 2 In the plate bracket, it shall provide U-shaped lateral rebar for reinforcing14
• 15 Concrete-filled steel tubular columns and joints
• 16 Design for fatigue and brittle fracture
• 4 The member is in a low cycle-high strain fatigue state.33
• 1 Anti-shear friction-type connection may be exempted from fatigue13
• 1 It is strictly forbidden to use plug welding, slot welding, electroslag welding13
• 5 In welded crane beams or crane trusses, the distance between the weld47
• 8 In the heavy-duty working-system crane beam, the connection between
• 9 When the span of the crane truss and heavy-duty working-system crane
• 10 The edge of the tensioned flange plate of the heavy-duty working-
• 12 The connection structure of the crane rail shall ensure the smooth
• 1 The choice of steel structure’s connection structure and processing13
• 3 Reduce the number of welds and reduce the size of the weld, while24
• 1 On the truss’s joint plate, the net distance between the adjacent weld legs13
• 3 The hole-making of the plate shall be drilled or otherwise reamed after24
• 4 Then tensile stress zone of the tensioned member or flexural member33
• 17 Seismic design of steel structural members
• 1 In accordance with the current national standard “Code for seismic design13
• 2 For the buildings whose seismic fortification category is a standard14
• 5 When the minimum bearing capacity performance grade of the plastic47
• 1 The members at different locations of the whole structure, the horizontal13
• 2 For the frame structure, the performance coefficient of the frame-column14
• 3 For the bracing structure and the bracing system of the frame-center24
• 3 Under rare earthquakes, it shall take into account the second-order effect24
• 5 For the beam-column which forms the bracing system, when calculating47
• 3 When the ductility grade of the bracing structure is V, the actual24
• 4 When the ductility grade of steel structural members is V, the internal33
• 1 When the frame-beam in the frame structure is subjected to shear13
• 2 The frame-beam of the non-link in the frame-eccentric bracing structure14
• 1 The strength of the column-end section shall meet the following13
• 3 The frame-column shall be calculated as the compressive-bending24
• 1 The limit bearing capacity of the connection to the plastic energy13
• 4 The limit bearing capacity of the connection between the column footing33
• 1 For the bracing system of the cross-bracing structure and the single-13
• 2 For herringbone or V-shaped brace, at the point of intersection of bracing14
• 1 The limit bearing capacity of the column footing of the bracing system13
• 3 For the frame-column footing of the frame structure or the double anti-24
• I General provisions13
• 1 The connection between the plates of the plastic energy dissipative zone13
• 2 The beam or brace located in the plastic energy dissipative zone should14
• 1 The grade of slenderness ratio of the section plate of the plastic energy13
• 2 When the plastic energy dissipative zone at the beam end is an I-shaped14
• 3 The over-welded hole of the beam-web shall make the fully penetrated24
• 4 The length of the welded lining under the welding hole between the beam’s33
• 1 When the internal force analysis model is calculated based on un-13
• 3 The linear stiffness of the beam may be calculated by multiplying the value24
• 4 Strong-column & weak-beams shall meet the requirements of the formula33
• 1 The change of the plastic bending moment of the reinforced segment13
• 4 When the column is box-shaped, it should increase the flange thickness.33
• 2 For the bracing system of the cross-bracing structure, the single-oblique14
• 2 At the connection joint between the herringbone brace and the beam, it14
• 1 When Np,l > 0.16Afy, the length of the link shall meet the following13
• 5 When the link is connected to the column, its length shall not exceed47
• 18 Protection of steel structures
• 2 Anti-corrosion design shall consider the requirements of environmental14
• 3 In addition to the anti-corrosion measures that must be taken in the steel24
• 4 In the anti-corrosion design, it shall consider the inspection, maintenance33
• 2 Metal protective layers such as zinc and aluminum formed by various14
• 4 Weathering steel.33
• 1 When using steel-section combined-type bar, the width of the gap between13
• 2 Surface treatment materials such as abrasives which are used for sand14
• 1 When the steel structure may be damaged by hot molten metal, it13
• 2 When the steel structure may be directly affected by the short-term14
• 3 When the bearing capacity of the steel structure in the high24
• 4 When the high-strength bolt connection is heated for more than33
• Appendix A Common structural systems
• 3 High-rise buildings shall not adopt a single-span frame structure, multi-24
• 4 The high-rise steel structure should adopt the building shape with less wind33
• 5 The bracing’s planar arrangement should be uniform and scattered, it47
• 2 The prestressed large-span steel structure shall be subjected to structural14
• 3 For the compression-based arch structure, single-layer reticulated shell24
• 5 The large-span steel structures or complex prestressed large-span steel47
• Appendix B Limits of deflection for structures and flexural members
• 2 [vT] is the allowable deflection generated by the standard value of the permanent14
• 1 Under the action of the standard value of wind load, the horizontal13
• 2 In the metallurgical plant or similar workshop where there are workshop14
• 2 When calculating the longitudinal displacement of a workshop or open-air trestle14
• 3 In the workshop with grade A8 cranes, the allowable horizontal displacement24
• 4 The longitudinal displacement of the column of workshop with the grade A6 crane33
• 1 For buildings with higher indoor decoration requirements, the inter-layer13
• 2 When the retaining structure can adapt to large deformation, the inter-layer14
• 3 The elastic inter-layer displacement angle of the multi-layer steel structure24
• 2 The combined maximum deflection value under the representative value14
• 2 The deflection of the cable net structure is the deflection after prestressing.14
• Appendix C Overall stability of beams
• 1 I-shaped13
• Appendix D Stability coefficients of members under axial compression
• Appendix E Effective length factors of columns
• Appendix F Elastic buckling stresses for stiffened steel shear walls
• 1 The parameter ησth shall be calculated in accordance with the following13
• 1 When the stiffness of the stiffener meets the requirements of clause 9.2.413
• 2 When the stiffness of the stiffener does not meet the requirements of 9.2.414
• 2 When the stiffness of the stiffener does not meet the requirements of 9.2.414
• Appendix G Buckling calculation of truss connecting plate under diagonal
• Appendix H Classifications of unstiffened tubular joints in terms of rigidity
• 1 Comply with the applicable range of the corresponding geometric13
• Appendix J Fatigue design of composite steel and concrete beams
• Appendix K Design values for compressive and shear strength of composite round