钢结构设计、施工及验收规范-liu.doc

Trade Standard of the Peoples Republic of China中华人民共和国行业标准Design, Construction and Acceptance Code of High Strength Bolt Connection for Steel Structures钢结构高强度螺栓连接的设计、施工及验收规范JGJ 82-91Compiling unit: Construction Corporation of Hubei ProvinceApproving unit: Construction Ministry of the Peoples Republic of ChinaDate of implementation: November 1, 1992Notice on Promulgating the Trade Standard of “Design, Construction and Acceptance Code of High Strength Bolt Connection for Steel Structures”Jian Biao 1992 No. 231The construction committees of all provinces, autonomous regions and municipalities under the direct leadership of the central government, the construction committees of all independent cities, all relevant ministries and commissions under the State Council:According to the requirements of 82 Jian Gong Ke Zi document number 14 of the National Construction Work Bureau, the Design, Construction and Acceptance Code of High Strength Bolt Connection for Steel Structures compiled by Hubei Construction Corporation, after due inspection, has now obtained the approval to become a trade standard, and the standard number is JGJ82-91. The standard will be executed from November 1, 1992. This standard is subject to the administration of China Construction Science Research Institute under the leadership of the Construction Ministry, and the Construction Corporation of Hubei Province is responsible for relevant interpretations.This standard is organized to be published by the Standard Research Institute of the Construction Ministry.Construction Ministry of the Peoples Republic of ChinaApril 16, 1992Table of ContentsChapter 1General 4-11-4Section 3Testing of anti-sliding factor for sets of high strength bolt connection and the friction surface 4-11-9Chapter 2Connection Design4-11-4Section 4Installation of sets of high strength bolt connection4-11-9Section 1General stipulationsSection 5Construction quality inspection and acceptance of sets of high strength bolt connection4-11-10Section 2Calculation for friction type connectionSection 6Painting 4-11-11Section 3Calculation for bearing type connectionAnnex 1Conversion relation b/t non-legal calculation unit and legal calculation unit 4-11-11Section 4Design of connectorAnnex 2Terms in this standard4-11-11Section 5Requirements for connection configurationAdditional statement4-11-11Chapter 3Construction and AcceptanceSection 1Transportation and storage of high strength bolt connectionSection 2Fabrication of high strength bolt connection partsMajor symbolsFunction and functional effectF stands for concentrated load;N stands for the bending moment;P stands for the pre-pulling force;Y stands for shearing force.Calculation criteriaA stands for gross section area;An stands for net section area;I stands for moment of inertia of gross section area;S stands for moment of area of the gross section area;a stands for spacing;d stands for diameter;do stands for diameter of aperture;l stands for length;lz assumed distribution length of concentrated load on the edge of the calculation height of the plate.Calculation coefficient and othersN stands for the number of high strength bolts;n1 stands for the number of high strength bolts on the calculating section;nt stands for the number of transition friction surfaces of high strength bolts; stands for the anti-sliding coefficient of the friction side of the high strength bolt; stands for the enlarged coefficient of the concentrated load.Chapter 1 GeneralArticle 1.0.1 This standard has been worked out for the purpose of implementing the technical and economical polices of the state n design and construction of high strength connection bolts so that the design and construction can be technically progressive economically reasonable reliable and safe and ensure the quality of the works. Article 1.0.2 This standard s applicable to the design construction and acceptance of high strength bolt connections used in industrial and civilian steel structures. Article 1.0.3 Apart from the implementation of this code, the design, construction and acceptance of high strength bolt connection shall also be in conformity with relevant codes such as “Code for Steel Structure Design” (GBJ17), “Technical Code for Cold Bending Wall Type Steel Structure” (GBJ18), and “Code for Construction and Acceptance of Steel Structure Engineering” (GBJ205). Article 1.0.4 The set of high strength bolt adopted in this code shall conform to stipulations in “Hexagon Bolt for Steel Structures” (GB 1228), “Hexagon Nut Type and Size for Steel Structures” (GB 1229), “High Strength Washer Type and Size for Steel Structures” (GB1230), “Technical Requirements of Hexagon Bolt, Nut and Washer for Steel Structures” (GB 1231) or “Sets of High Strength Nut and Washer Type and Size” (GB3632), and “Technical Requirements of Sets of Torshear High Strength Nut and Washer for Steel Structure” (GB3633).Article 1.0.5 In the design and construction drawings, the performance grade, specification, connection type, pre-pulling force, anti-sliding coefficient of the friction surface and the anti-rust requirement shall all be marked. When high strength bolts of two or more types are to be selected in the design, the bolt diameter whose anti-sliding coefficient needs to be inspected should also be marked. Article 1.0.6 In the process of high strength bolt winding, treatment of component friction surface, the workers should abide by relevant stipulations regarding labor protection and safety. Chapter 2 Connection DesignSection 1 General StipulationsArticle 2.1.1 This code adopts the limitation state design method with probability theory as the base, and adopts the calculation method with the design representation of sub-item coefficient. The connection of high strength bolt shall take into account of the following limitation states based on different types. 1. Friction connection type Under the designed load value, relative sliding will occur among connection parts, and this can be regarded as the limitation state of the bearing capacity;2. Bearing type connection Under the designed load value, the bolt or the connection parts will reach the maximum bearing capacity, and this can be regarded as the limitation state of the bearing capacity; under the standard load value, relative sliding will occur among connection parts, and this can be regarded as the limitation state for normal use. Article 2.1.2 It will be advisory to design the high strength bolt connection according to the internal force design value. When it is necessary, the design can also be made according to the design value of the bearing capacity of the components.Article 2.1.3 Bearing type connection of high strength bolt cannot be used in the following components:Component connection that directly undertakes dynamic load;Component connection that undertakes repeated load functions;Component connection of the cold thin wall type steel structure.Article 2.1.4 For cold bending thin wall steel with wall thickness less than 4mm, the treatment of the connection friction surface can only use methods for cleaning greasy dirt or cleaning floating rusts with steel wire brushes.Article 2.1.5 In the same design project, it is suggested that the selected high strength bolt diameters not exceed two types; the diameter of the high strength bolt used for cold thin wall steel connection shall not exceed 16mm.Article 2.1.5 When the environmental temperature exceeds 150C during the high strength connection, heat-insulation measures should be taken. When the environmental temperature reaches 100-150C, the designed bearing capacity shall reduce 10%.Section 2 Calculation of Friction Type ConnectionArticle 2.2.1 In resisting shear connection, the shear bearing capacity value of a high strength bolt, Nbv should be calculated according to the following formula: Formula (2.2.1)Where k stands for the coefficient. For common steel component k = 0.9, for cold bending thin wall type steel structure, k=0.8;N1 stands for the number of transition friction force;Nbv value can also be found in table 2.2.3.Friction Surface Anti-sliding Coefficient N Value Table 2.2.1-1Treatment method for the friction surface of the component connectionSteel number of the components3#16Mn steel or 16Mnq steel15MnV steel or 15 MnVq steelCommon steel structureSand blastingPaint zinc-rich paint after sand blastingCleaning rust on the surface with steel brush or newly cast surfaceCold bending thin wall steel structureSand blastingClean rust on the surface of hot-rolling steelGalvanized surfaceNote: when the connecting components adopt steel of different numbers, value N should select the corresponding lower one. Pre-pulling force of each high strength bolt P (kN) Table 2.2.1-2Bolt performance gradeNominal diameter (mm)Article 2.2.2 In connection where the bolt rod direction is pulled, the pulling bearing force design value of a high strength bolt Nbv should be calculated according the following formula:Nbv=0.8P (2.2.2)Formula (2.2.2)Article 2.2.3 When a friction type connection undertakes shear and bolt rod pulling force at the same time, the shear bearing capacity design value of a high strength bolt should be calculated according to the following formula:Formula (2.2.3)Where Nt stands for the outward pulling force along the direction of the rod axis, and this value cannot be larger than 0.8P.When there is no outward pulling force, the shear undertaking value of each high strength bolt on one friction surface can be found in Table 2.2.3. Shear Undertaking Capacity on One Friction Surface of a High Strength Bolt in a Friction Type Connection (kN) Table 2.2.3Serial numberBolt performance gradeNominal diameter of bolt (mm)Pre-pulling forceP(kN)Anti-sliding coefficient of the friction surfaceNote: 1. when uses in cold bending type thin wall steel structures connection, the values in the table should be reduced by using 0.89.2. When a high strength bolt connection undertakes shear and outward pulling force along the bolt rod at the same time, the anti-shear capacity design value should be reduced by multiplying:Article 2.2.4 In the connection place where the force bearing component adopts high strength bolt friction connection, the strength of the component, a, should be calculated according to the following formula:Formula (2.2.4-1)Formula (2.2.4-2)Where N stands for pulling force along the axis or pressure in the axis center;N stands for conversed axis force. For common steel components, it is:For cold bending thin wall type steel structure, it is:Where An stands for the net section area of the component;A stands for the gross section area of the component;n1 stands for the number of high strength bolts on the calculated gross section;n stands for the number of high strength bolts in the joints, the linking place or one end of the component;f stands for the design value of the component steel for anti-pulling or anti-pressure strength.Article 2.2.5Under the repeated works of dynamic load, fatigue calculation may not be calculated for the resisting shear type connection; however, fatigue calculation should be calculated according to the stipulations in “Design Code of Steel Structures” (GBJ17) for the major metal body in the connection place.Section 3 Calculation of Pressure-bearing ConnectionArticle 2.3.1 The pressure-bearing connection of high strength bolt should follow the values in Table 2.2.1-2 plus the pre-pulling force design value P, the requirement of the treatment method of its friction surface in the connection part is the same as that of friction connection.Article 2.3.2 In shear pressure-bearing connections, the bearing capacity of each high strength bolt should select the smaller one from the shear force and pressure-bearing force design value; in the same time, the value should also be selected according to article 2.3.5.Design value of shear-bearing capacity:Formula (2.3.2-1)Design value of pressure-bearing capacity:Formula (2.3.2-2)Wherenv stands for the surfaces that resisting shear forces;d stands for the nominal diameter of the bolts; in formula (2.3.2-1), when the shear surface is in the screw part, it will be advisory to replace the screw effective diameter de to replace d, however, it must be remembered to avoid the screw entering into the shear surface;stands for the smaller thickness of the pressure-bearing component in the same direction of pressure;stands for the design values of the shear-resisting and base material pressure-bearing strength. The values should be selected from Table 2.3.2. Strength design value of pressure-bearing connection (kN/cm2) Table 2.3.2Name Performance gradeSteel used for the components3#16MnV steel or 15MnVq steel thickness (mm)15MnV steel or 15MnVq steel thickness (mm)Shear-resistingPressure-bearingArticle 2.3.3 When the pressure-bearing connection undertakes outward pulling forces along the axis direction, the design value Nbt of each high strength bolt should be calculated according to formula (2.2.2).Article 2.3.4 When the pressure-bearing connection undertakes shear force and outward pulling force along the bolt rod at the same time, the out stress undertaken by each high strength bolt should meet the requirement in formula (2.3.4-1) and (2.3.4-2).Formula (2.3.4-1)Formula (2.3.4-2)Where NvNt stands for the shear force and pulling force undertaken by each high strength bolt;NBV, Nbt, and Nbe stands for the design values of undertaking shear, pulling and pressure-bearing forces of each high strength bolt. Article 2.3.5 In pressure-bearing connections where it undertakes shear or undertakes shear and pulling force along the bolt rod, the shear bearing capacity design value of each high strength bolt cannot be as large as 1.3 times of the result as friction type connection calculation. Article 2.3.6 In place where the axis force taking component adopts high strength bolt pressure-bearing type linker, the strength of the component a should be calculated according to the following formula:Formula (2.3.6)Section 4 Design of ConnectorArticle 2.4.1 On the same connector or the same force-bearing part, connections using high strength bolt friction connection and pressure-bearing connections are not allowed to use at the same time; besides, connections of high strength bolt with common bolt is also prohibited. In structures where static structure is the major configuration in expansion, modification and reinforcement works, on the same connector and same force-bearing part, high strength bolt friction type and side angel welding joint or places where it is agreeable. Consideration should also be given to their joint work. In the same connector, joint connections of different nature can be used in different parts (such as in the rigid joints of beams and pillars, beam edge welding with pillars, plate connected with high strength bolt etc.), and considerations should be given to their joint work. Article 2.4.2 In connecting part where the thickness of plate is different, a backing plate should be set up, the two surfaces of the backing plate should be treated just as that have done for the base material. When the thickness difference of the plates is less than or equal to 3mm, the treatment can be carried out by referring to Table 3.4.3. Article 2.4.3 In the case of the following connections, the number of high strength bolt should be added:1. When one component uses backing plate or other intermediate plate to connect with another component, the number of pressure-bearing high strength bolts should increase 10% according to the calculation;2. When using splice or butt plates, the number of pressure-bearing high strength bolts should increase 10% according to the calculation;3. In component end connections, when the outstretching part of short angel bar is used to reduce the connection length, on one arm of the short angel bar, the number of high strength bolt should increase 50% according to the calculation.Article 2.4.4 When the combination wing edge adopts high strength bolt for the connection (Chart 2.4.4), it will be advisory to use the high strength bolt friction type connection, and should be calculated according to the following formula:1. High strength bolts in connection of wing edge plate and wing edge angel bar:Formula (2.4.4-1)Where S1 stands for the moment of area of the wing edge plate gross section against the middle of the beam.a stands for the high strength bolt spacing on the wing edge.n stands for the number of high strength bolts within spacing a.V stands for the shear force on the calculated section of the beam. I stands for the moment of inertia of the gross section area of the beam. 2. High strength bolt when wing edge is connected with middle plateFormula (2.4.4-2)Where F stands for the value of concentrated load (in case of dynamic load, dynamic coefficient should be taken into consideration);j stands for the coefficient, in the case of the beam of a heavy crane, j is equal to 1.35; in other cases, j=1.0;lz stands for the assumed distribution length on the edg