JGJ 82-1991 Design, construction and acceptance procedures for high-strength bolt connections in steel structures
Some standard content:
Industry Standard of the People's Republic of China
Design, Construction and Acceptance Specifications for High-Strength Bolt Connections of Steel Structures
JGJ82-91
China Construction Information Network
1992 Beijing
Industry Standard of the People's Republic of China
Design, Construction and Acceptance Specifications for High-Strength Bolt Connections of Steel Structures
JGJ82-91
Editor: Hubei Provincial Construction Engineering Corporation Approval Department: Ministry of Construction of the People's Republic of China Implementation Date: November 1, 1992| |tt||Notice on the promulgation of the industry standard "Design, construction and acceptance procedures for high-strength bolt connections for steel structures" Construction Standards [1992] No. 231
Construction committees (construction departments) of provinces, autonomous regions, and municipalities directly under the central government, construction committees of cities with independent planning status, and relevant ministries and commissions of the State Council:
In accordance with the requirements of the former State Construction Engineering Bureau (82) No. 14 of the Construction Engineering Science Document, the "Design, construction and acceptance procedures for high-strength bolt connections for steel structures" compiled by Hubei Provincial Construction Engineering Corporation has been reviewed and approved as an industry standard, with the number GJ82-91, and will be implemented from November 1, 1992. This standard is managed by the China Academy of Building Research, the technical unit responsible for construction engineering standards of the Ministry of Construction, and its specific interpretation and other work is the responsibility of Hubei Provincial Construction Engineering Corporation. This standard is organized and published by the Standard and Quota Research Institute of the Ministry of Construction. Ministry of Construction of the People's Republic of China
China Construction Information Network
April 16, 1992
Chapter 1 General Provisions
Chapter 3 Connection Design
Section 1
General Provisions
Calculation of Friction Type Connection
Section 3
Calculation of Pressure Type Connection
Section 3
Section 4
Joint Design
Section 5
Connection Structural Requirements
Chapter 3 Construction and Acceptance
Section 1
Section 2
Section 3
Section 4
Section 5
Section 6
Storage and Preservation of High-Strength Bolted Connection Pairs. Production of high-strength bolt connection components
Test of anti-slip coefficient of high-strength bolt connection pairs and friction surfacesInstallation of high-strength bolt connection pairs
Construction quality inspection and acceptance of high-strength bolt connection pairsPainting
Appendix 1 Conversion relationship between non-statutory measurement units and statutory measurement unitsAppendix 2 Explanation of terms used in this code
Additional instructions
China Construction
Main symbols
Actions and effects
Concentrated load:
M—Bending moment;
N—Axial force;
P—Pretension of high-strength bolts,
V—Shear force.
Calculation index
N, N, NThe design value of tensile, shear and compressive bearing capacity of each high-strength bolt is more than
the design value of tensile, compressive and bending strength of steel;,, f-the design value of tensile, shear and compressive strength of high-strength bolts,
-normal stress.
Geometric parameters
Sectional area,
Net section area
Gross section moment of inertia;
Gross section area moment,
-spacing,
diameter;
-hole diameter;
1-length,
lz-the assumed distribution length of concentrated load on the edge of web calculation height. Calculation coefficient and others
Number of high-strength bolts,
Number of high-strength bolts on the calculated section n
Number of friction surfaces for high-strength bolts:
u—Anti-slip coefficient of friction surface of high-strength bolts;
China Construction Information Network
Chapter 1 General Provisions
Article 1.0.1 This code is formulated to make the design and construction of high-strength bolt connections in steel structure projects to be technologically advanced, economically reasonable, safe and applicable, and to ensure quality.
Article 1.0.2 This code applies to the design, construction and acceptance of high-strength bolt connections in industrial and civil building steel structure projects. Article 1.0.3 The design, construction and acceptance of high-strength bolt connections shall comply with the relevant provisions of the "Code for Design of Steel Structures" (GBJ17), "Technical Code for Cold-Formed Thin-Walled Steel Structures" (GBJ18) and "Code for Construction and Acceptance of Steel Structure Engineering" (GBJ205) in addition to the provisions of this Code. When designing high-strength bolt connections for use in special environments (such as high temperature or corrosion), the requirements of the current relevant special standards shall also be met. Article 1.0.4 The high-strength bolt connection pairs used in this specification shall comply with the provisions of "Large Hexagon Head Bolts for Steel Structures" (GB1228), "Types and Dimensions of High-Strength Large Hexagon Nuts for Steel Structures" (GB1229), "Types and Dimensions of High-Strength Washers for Steel Structures" (GB1230), "Technical Conditions for High-Strength Large Square Angle Head Bolts, Large Hexagon Nuts and Washers for Steel Structures" (GB1231) or "Types and Dimensions of Torsion Shear High-Strength Bolt Connection Pairs for Steel Structures" (GB3632) and "Technical Conditions for Torsion Shear High-Strength Bolt Connection Pairs for Steel Structures" (GB3633).
Article 1.0.5 The performance level, specification, connection type, pre-tension, friction surface anti-slip coefficient and anti-rust requirements of the high-strength bolt connection pairs used shall be indicated in the design drawings and construction drawings. When two or more diameters of high-strength bolts are selected in the design, the selected bolt diameters for the anti-slip coefficient test shall also be indicated.
Article 1.0.6 During the tightening of high-strength bolts, the treatment of component friction surfaces and the installation process, the relevant provisions of the state labor protection and safety technology shall be observed. Chapter II Connection Design
Section I General Provisions
Article 2.1.1 This code adopts the limit state design method based on probability theory and uses the design expression of partial factors for calculation. High-strength bolt connections shall consider the following limit states according to their different types: 1. Friction type connection Under the load design value, the connection parts produce relative slip, as its bearing capacity limit state, Co
2. Pressure type connection Under the load design value, the bolts or connection parts reach the maximum bearing capacity: as its bearing capacity limit state Under the load standard value, relative slip occurs between the connection parts, as its normal use limit state. Article 2.12 High-strength bolt connections should be designed according to the internal force design value of the component. If necessary (if it is necessary to connect with the same strength as the component), it can also be designed according to the bearing capacity design value of the component.
Article 21.3 High-strength screw pressure-bearing connections shall not be used in the following types of component connections:
Component connections directly bearing dynamic loads; component connections bearing repeated loads; cold-bent thin-walled steel component connections.
Article 2.1.4 For cold-bent thin-walled steel with a wall thickness of less than 4mm, the friction surface treatment of the connection should only use the method of removing grease or removing floating rust with a wire brush. Article 2.1.5 In the same design project, the diameter of the high-strength bolts selected should not be more than two: the diameter of the high-strength bolts used for cold-bent thin-walled steel connections should not be greater than 16mm.
Article 2.1.6 When the ambient temperature of the high-strength bolt connection is higher than 150℃, heat insulation measures should be taken to protect it. When the ambient temperature of the friction type connection is 100-150℃, its design bearing capacity should be reduced by 10%. Section 2 Calculation of Friction Type Connections
Article 2.21 In shear connections (connections subject to internal forces perpendicular to the bolt shank axis), the design value of the shear bearing capacity N of a high-strength bolt shall be calculated as follows:
Nk.n-μ.P
Where-
a coefficient, k=0.9 for ordinary steel structural members, k=0.8 for cold-bent thin-walled steel members
a number of friction surfaces for force transmission;
a coefficient of anti-slip of the friction surface, adopted according to Table 2.2.1;
, 1-2 adopted.
Pa pretension of high-strength bolts, according to Table 2.2.N value can also be obtained from Table 2.2.3.
Friction surface anti-slip coefficient value
Friction surface of joint components
Treatment method
Sandblasting (shot)
Inorganic rich coating after sandblasting
Red rust after sandblasting
Wire brush to remove floating rust or powder
Clean rail surface treated
Hot-rolled steel rolling equipment removal
Cold-rolled steel rolling surface removal
Galvanized surface
No. 3 steel
16Mn steel or
16Mnq steel
Table 2.2.1—1
15MnV steel or
15MnVq steel
Note: When connecting components are made of different steel grades, the μ value should be taken according to the corresponding lower value. Bolt performance
Pretension force P (kN) of each high-strength boltNominal diameter of bolt (mm)
Article 2.2.2
Table 2.2.1-2
In the connection where the bolt shank is under tension, the design value of the tensile bearing capacity N of a high-strength bolt shall be calculated as follows: N-0.8.P
Article 2.2.3When the friction type connection is subjected to shear and external tension in the bolt shank direction at the same time, the design value of the shear bearing capacity of a high-strength bolt shall be calculated as follows: Nb=k·nz·μ·(p-1.25N)
Where N is the external tension force of each high-strength bolt in the shank direction, and its value shall not be greater than 0.8P.
When there is no external tension, the design value of the shear bearing capacity of each high-strength bolt connecting the ordinary steel structure member on the friction surface can be found in Table 2.2.3. Article 2.2.4 Where high-strength bolt friction-type connections are used for axially loaded components, the component strength α shall be calculated according to the following formula: N
wherein N is axial tension or axial pressure, N
is axial force, for ordinary steel structure components: (1-0. 5\) N;
(2.2.4-1)
(2.2.4-2)
for cold-bent thin-walled steel structure components: (1-0.4\i)N; A is the net cross-sectional area of the component,
A is the gross cross-sectional area of the component,
is the number of high-strength bolts on the calculated section (at the connection of the outermost row of bolts);
is the number of high-strength bolts connecting one end of the component at the node or splice; f is the design value of the tensile or compressive strength of the component steel. Shear bearing capacity on each friction surface of each high-strength bolt in the friction type connection (kN) Bolt Nominal diameter of bolt Pretension Friction surface anti-slip coefficient Note 1. When used for cold-type steel structure connection, the value in the table should be multiplied by 0.089 to reduce: 2. When the high-strength steel structure connection is subjected to shear and external tension in the direction of the bolt rod axis at the same time, its shear bearing capacity design should be reduced by multiplying the value in the table by (25N). Article 2.2.5 Fatigue calculation of shear friction type connection under repeated dynamic loads is not required: However, fatigue calculation of the main metal at the connection should be carried out in accordance with the relevant provisions of the "Code for Design of Steel Structures" (GBJ17). Section 3 Calculation of Pressure-bearing Connections
Article 2.3.1 For pressure-bearing connections of high-strength bolts, the pre-tension design value P shall be applied according to the value in Table 2212, and the treatment method of the friction surface at the connection is the same as that of the friction-type connection.
Article 2.3.2 In shear-bearing pressure-bearing connections, the bearing capacity of each high-strength bolt shall be the smaller of the shear and pressure bearing capacity design values: At the same time, the shear bearing capacity shall be controlled according to Article 23.5:
Shear bearing capacity design value
Compression bearing capacity design value
In the formula ny-
(2.3.2-1)
(2. 3. 2 —2)
-Number of shear surfaces:www.bzxz.net
-Nominal diameter of the bolt. In formula (2.3.2-1), when the shear surface is at the thread, the effective thread diameter d shall be used. Instead of d, but the thread should be avoided to penetrate into the shear surface as much as possible, the minimum total thickness of the pressure-bearing member in the same force direction; the design value of the pressure resistance of the bolt and the parent material should be adopted according to Table 2.3.2.
Strength design value of pressure-bearing connection (kN/cm2) Bolt performance grade
Component steel
16Mn steel or
16Mng steel
Steel thickness (mm)
17~252
15Mn steel or
15Mng steel
Steel thickness (mm)
526~36
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