GB 50017-2017 PDF English
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Standard for design of steel structures
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GB 50017-2017: Standard for design of steel structures---This is an excerpt. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.), auto-downloaded/delivered in 9 seconds, can be purchased online: https://www.ChineseStandard.net/PDF.aspx/GB50017-2017
GB
NATIONAL STANDARD OF THE
PEOPLE’S REPUBLIC OF CHINA
UDC
P GB 50017-2017
Standard for design of steel structures
Issued on. DECEMBER 12, 2017
Implemented on. JULY 01, 2018
Issued by. Ministry of Housing and Urban-Rural Development of PRC;
General Administration of Quality Supervision Inspection and
Quarantine of PRC.
Table of Contents
Foreword... 8
1 General provisions... 13
2 Terms and symbols... 14
2.1 Terms... 14
2.2 Symbols... 18
3 General requirements... 24
3.1 General requirements... 24
3.2 Structural systems... 27
3.3 Actions... 28
3.4 Requirements of deformation for structures and members... 30
3.5 Classification of sections... 30
4 Material... 33
4.1 Structural steel designations and standards... 33
4.2 Connections and fasteners materials and standards... 33
4.3 Selection of materials... 35
4.4 Design strength and parameters... 37
5 Structural analysis and stability design... 47
5.1 General requirements... 47
5.2 Initial imperfections... 49
5.3 First-order elastic analysis and design... 52
5.4 Second-order P-Δ elastic analysis and design... 52
5.5 Direct analysis method of design... 53
6 Flexural members... 57
6.1 Shear and flexural strength... 57
6.2 Flexural-torsional stability of beams... 60
6.3 Plate stability... 63
6.4 Design of beams considering post-buckling strength of webs... 71
6.5 Strengthening of openings... 75
6.6 Detailing... 76
7 Axially loaded members... 78
7.1 Strength calculation of cross-sections... 78
7.2 Stability calculation of members under axial compression... 79
7.3 Local stability and post-buckling strength of solid-web members under axial
compression... 93
7.4 Effective length and allowable slenderness ratio of members under axial
compression... 97
7.5 Bracing of members under axial compression... 103
7.6 Special cases of trusses and tower members... 105
8 Members under combined axial force and bending... 108
8.1 Strength calculations of cross-sections... 108
8.2 Stability calculation of members... 111
8.3 Effective length of frame columns... 118
8.4 Local stability and post-buckling strength of beam-columns... 125
8.5 Truss members subjected to second-order moments... 128
9 Stiffened steel shear walls... 130
9.1 General requirements... 130
9.2 Design of stiffened steel shear walls... 130
9.3 Detailing... 133
10 Plastic design and provisions for design using moment redistribution... 135
10.1 General requirements... 135
10.2 Provisions for design using moment redistribution... 136
10.3 Calculation of member strength and stability... 137
10.4 Slenderness limitations and detailing... 138
11 Connections... 141
11.1 General requirements... 141
11.2 Calculation of welded connections... 143
11.3 Detailing requirements of welded connections... 148
11.4 Calculation of fasteners... 153
Standard for design of steel structures
1 General provisions
1.0.1 To implement the national technical and economic policies in the design
of steel structures, to achieve advanced technology, safety and application,
economic rationality, and quality assurance, this standard is hereby formulated.
1.0.2 This standard applies to the design of steel structures for industrial & civil
buildings as well as general structures.
1.0.3 In addition to complying with this standard, the design of steel structure
shall also comply with the provisions of relevant national standards.
2 Terms and symbols
2.1 Terms
2.1.1 Brittle fracture
The sudden fracture of structure or member which does not exhibit a plastic
deformation of alarming nature under the tensile stress.
2.1.2 First-order elastic analysis
The establishment of balancing conditions in accordance with the undeformed
structure as well as the analysis of structure’s internal force and displacement
by elastic phases, which does not consider the impacts of the geometric
nonlinearity on the structure’s internal force and deformation.
2.1.3 Second-order P-Δ elastic analysis
The establishment of balancing conditions in accordance with the displaced
structure as well as the analysis of structure’s internal force and displacement
by elastic phases, which only considers the impacts of the initial overall defect
of the structure and the geometric nonlinearity on the structure’s internal force
and deformation.
2.1.4 direct analysis method of design
The design method of using the overall structural system as an object to
perform the second-order nonlinear analysis, which directly considers the
factors of initial geometric defects, residual stress, material nonlinearity, joint
stiffness and so on that have significant influence on structural stability and
strength performance.
3 General requirements
3.1 General requirements
3.1.1 The design of steel structure shall include the following.
1 The structural design, including structural type selection and member
layout;
2 The selection of material and the selection of section;
3 Analysis of action and action effect;
4 Verification of the limit state of the structure;
5 Construction of structures, members and connections;
6 Requirements for fabrication, transportation, installation, anti-corrosion
and fire prevention, etc.;
7 Special performance design of structure to meet special requirements.
3.1.2 In addition to fatigue calculation and seismic design, this standard shall
adopt the limit state design method based on probability theory and use the
design expression of partial coefficient to carry out calculation.
4 Material
4.1 Structural steel designations and standards
4.1.1 Steels should be Q235, Q345, Q390, Q420, Q460 and Q345GJ steels.
The quality shall comply with the provisions of the current national standards
“Carbon structural steels” GB/T 700, “High strength low alloy structural steels”
GB/T 1591, and “Steel plates for building structure” GB/T 19879.The
specifications, shape, weight and allowable deviation of steel plates, hot-rolled
I-beams, channel steels, angle-steels, H-shape profile steels, steel-tubes, and
other profiles for structural use shall comply with the provisions of relevant
national standards.
4.1.2 When the welded load-bearing structure uses the Z-direction steel to
prevent laminar tearing of steel, the quality shall comply with the current
national standard “Steel plates with through-thickness characteristics” GB/T
5313.
4.1.3 For load-bearing structures that are exposed in open-air and have special
requirements for corrosion resistance or are in an aggressive medium
environment, it may use the weather-proof structural steel of designation
Q235NH, Q355NH and Q415NH, the quality of which shall comply with the
current national standard “Atmospheric corrosion resisting structural steel”
GB/T 4171.
4.1.4 The quality of steel castings for non-welded structures shall comply with
the current national standard “Carbon steel castings for general engineering
purpose” GB/T 11352.The quality of steel castings for welded structures shall
comply with the current national standard “Steel casting suitable for welded
structure” GB/T 7659.
4.1.5 When using the steels of other designations which are not listed in this
standard, it should perform statistical analysis in accordance with the current
national standard “Unified standard for reliability design of building structures”
GB 50068, to study and determine its design indicators and scope of application.
5 Structural analysis and stability design
5.1 General requirements
5.1.1 The internal force and deformation of the building structure can be subject
to elastic or elastoplastic analysis in accordance with the structural static
method. When using the design results of the elastic analysis, the members
whose slenderness ratio grade is S1, S2 and S3 may have development of
plastic deformation.
5.1.2 For the design of structural stability, it shall consider the second-order
effect in the structure analysis or member design.
5.1.3 The computational model and basic assumptions of the structure shall be
consistent with the actual performance of the member connections.
5.1.4 The beam-column connection of the frame structure should use rigid
connection or hinged connection. When the beam-column uses the semi-rigid
connection, it shall take into account the change of beam-column intersection
angle. In the internal force analysis, it shall assume the bending moment -
turning angle curve of the connection; in the joint design, it shall ensure that the
construction of joint is consistent with the assumed bending moment - turning
angle curve.
5.1.5 When calculating the internal force of the truss rod, it shall comply with
the following provisions.
1 When calculating the axial force of the rod piece of truss, it may use the
joint-hinging assumption;
2 For the truss web which is connected by the joint plate as well as the chord
whose load is applied to the joint, when the section of the rod is single
angle-steel, double angle-steel or T-shaped steel, it may not consider the
bending moment effect which is caused by the joint stiffness;
3 Except for the hollow truss without oblique web, for the structural joint of
the directly connected steel-tube, when it complies with the applicable
range of the geometric parameters of various joints in clause 13 of this
standard, the ratio of the chord member’s inter-joint length to the sectional
height or diameter is not less than 12, the ratio of the branch member’s
inter-joint length to the section height or diameter is not less than 24, it
may be considered as hinged joint;
4 The calculation of the internal force of the H-shaped or box-shaped section
rods should comply with the requirements of clause 8.5 of this standard.
6 Flexural members
6.1 Shear and flexural strength
6.1.1 For the solid-web members which are flexural within the main plain, the
flexural strength shall be calculated as follows.
Where.
Mx, My - The design value of the bending moment around x-axis and y-axis
at the same section (N • mm);
Wnx, Wny - For the net section modulus of the x-axis and y-axis, when the
grade of slenderness ratio of the section plate is grades S1, S2, S3 or S4, it
shall take the full-section modulus; when the grade of slenderness ratio of
the section plate is grades S5, it shall take the effective section modulus.
The effective overhang width of the evenly compressed flange may be 15εk.
The effective section of the web may be adopted in accordance with the
provisions of clause 8.4.2 of this standard (mm3);
γx, γy - The plastic development coefficient of the section for the main axis x
and y, which shall be valued in accordance with the provisions of clause
6.1.2 of this standard;
f - Design value of the flexural strength of steel (N/mm2).
6.1.2 The plastic development coefficient of the section shall be taken as follows.
1 For the I-shaped and box-shaped sections, when the grade of the
slenderness ratio of the section plate is S4 or S5, the plastic development
coefficient of the section shall be taken as 1.0.When the grade of the
slenderness ratio of the section plate is S1, S2 and S3, the plastic
development coefficient of the section shall be determined in accordance
with the following provisions.
1) I-shaped section (the x-axis is the strong axis and the y-axis is the weak
axis). γx = 1.05, γy = 1.20;
2) Box-shaped section. γx = γy = 1.05.
2 The plastic development coefficient of other sections may be adopted in
accordance with Table 8.1.1 of this standard.
7 Axially loaded members
7.1 Strength calculation of cross-sections
7.1.1 For the axially loaded members, when each plate which forms the
sections at the end connections and middle splicing is subject to force
transmission directly by the connectors, the strength calculation of the cross-
section shall comply with the following requirements.
1 Except for the friction-type connections by high-strength bolts, the section
strength shall be calculated by the following formula.
2 For the members of friction-type connections by high-strength bolts, the
strength calculation of the gross section shall use the formula (7.1.1-1),
the net section fracture shall be calculated as follows.
3 When the member is a composite member with dense bolts arranged along
its entire length, its section strength shall be calculated as follows.
7.1.2 For the axially loaded members, when each plate which forms the section
at the end connections and middle splicing locations is subject to force
transmission directly by the connectors, the section strength shall be calculated
in accordance with the formula (7.1.1-1) of this standard. However, for the
member which contains the false holes, it shall also calculate the section where
the hole center is located in accordance with the formula (7.1.1-2) of this
standard.
7.1.3 For the axially tensioned members and the axially compressed members,
when the constituting plates are not all transmitting force directly at the joints or
splicing points, it shall multiply the area of the hazardous section by the effective
section coefficient η, where the η value of the members of different sectional
forms and connection methods shall comply with the provisions of Table 7.1.3.
8 Members under combined axial force and bending
8.1 Strength calculations of cross-sections
8.1.1 For the tension-flexural member and the compression-flexural member
whose bending moment acts on the two principal planes, the section strength
shall comply with the following provisions.
1 Except for the cross section of the round-tube, for the tension-flexural
member and the compression-flexural member whose bending moment
acts on the two principal planes, the section strength shall comply with the
following formula.
2 For the round-section tension-flexural member and the compression-
flexural member whose bending moment acts on the two principal planes,
the section strength shall comply with the following formula.
8.2 Stability calculation of members
8.2.1 Except for the cross-section of the round-tube, for the solid-web
compression-flexural member whose bending moment acts onto the plane of
the symmetry axis, the in-plane stability of bending action shall be calculated in
accordance with the formula (8.2.1-1), the out-of-plane stability of bending
action shall be calculated in accordance with the formula (8.2.1-3). For the for
the uniaxially symmetric compression-flexural members in the item 3 and item
4 of Table 8.1.1 in this standard, when the bending action is within the
symmetric plane and the flange is compressed, except that it shall be calculated
in accordance with formula (8.2.1-1), it shall also be calculated in accordance
with formula (8.2.1-4); when the internal force of the frame is analyzed by
second-order elastic analysis, the bending moment of the column is composed
by the non-lateral-shift bending moment and the amplified lateral-shift bending
moment, at this time, the bending moments of the two parts may be multiplied
by the coefficient of equivalent bending moment without lateral-shift column and
with lateral-shift column, respectively.
9 Stiffened steel shear walls
9.1 General requirements
9.1.1 Steel shear wall may adopt pure steel shear wall, anti-buckling steel shear
wall and combined shear wall. Pure steel shear wall may adopt non-stiffened
steel shear wall and stiffened steel shear wall.
9.1.2 It should take measures to reduce the transfer of constant loads to the
shear wall. The vertical stiffeners should be arranged on both sides or
alternately on both sides, the horizontal stiffeners can be arranged on one side,
both sides or alternately on both sides.
9.2 Design of stiffened steel shear walls
9.2.1 This clause applies to steel shear walls that do not take into account post-
buckling strength.
9.2.2 It should adopt the constructional measures to reduce the transfer of
gravity loads to the vertical stiffeners.
9.2.3 For the steel shear wall which is simultaneously equipped with horizontal
and vertical stiffeners, the width-to-height ratio of the shear wall panel’s grid as
divided by the longitudinal and lateral stiffeners should be close to 1.The
slenderness ratio of the shear wall panel’s grid should comply with the following
requirements.
11 Connections
11.1 General requirements
11.1.1 The method of connection of steel structural members shall be selected
in accordance with the conditions of the construction environment and the
nature of the force.
11.1.2 At the same connection location, it shall neither use common bolts nor
the connection which shares the pressure-type high-strength bolt and welding;
as the reinforcing measures in the reconstruction and expansion projects, it
may use the bolting-welding combined connection which may use the friction-
type high-strength bolts and the weld to jointly withstand the same action force,
its calculation and construction should comply with the provisions of clause 5.5
of “Technical specification for high strength bolt connections of steel structures”
JGJ 82-2011.
11.1.3 Grade C bolts should be used for the connections that are tensioned
along their bar axis, or may be used for shear connections in the following cases.
1 The secondary connection in a structure subjected to static loads or
indirectly subjected to dynamic loads;
2 The connection of a detachable structure subjected to static loads;
3 The mounting connection used for temporary fixing members.
11.1.4 Countersunk head and semi-countersunk head rivets shall not be used
for the connection which is tensioned along its bar axis direction.
......
Source: Above contents are excerpted from the full-copy PDF -- translated/reviewed by: www.ChineseStandard.net / Wayne Zheng et al.
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