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GB 51249-2017 English PDF

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GB 51249-2017: Code for fire safety of steel structures in buildings
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GB 51249-20172199 Add to Cart 13 days Code for fire safety of steel structures in buildings Valid

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Basic data

Standard ID: GB 51249-2017 (GB51249-2017)
Description (Translated English): Code for fire safety of steel structures in buildings
Sector / Industry: National Standard
Classification of Chinese Standard: P16
Word Count Estimation: 110,126
Date of Issue: 2017-07-31
Date of Implementation: 2018-04-01
Regulation (derived from): Housing and Urban-Rural Development Bulletin 2017 No. 1633
Issuing agency(ies): Ministry of Housing and Urban-Rural Development of the People's Republic of China; General Administration of Quality Supervision, Inspection and Quarantine of the People's Republic of China

GB 51249-2017: Code for fire safety of steel structures in buildings

---This is a DRAFT version for illustration, not a final translation. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.) will be manually/carefully translated upon your order.
1 General 1.0.1 This specification is formulated for the purpose of reasonably carrying out the fire protection design of building steel structures, ensuring construction quality, standardizing acceptance and maintenance management, reducing fire hazards, and protecting personal and property safety. 1.0.2 This code is applicable to the fire protection design and fire protection construction and acceptance of steel structures in industrial and civil buildings, as well as steel pipe concrete columns, profiled steel plate-concrete composite floors, steel and concrete composite beams and other composite structures. Not suitable for built-in steel-concrete composite structures. 1.0.3 The fire protection design of building steel structures and the construction and acceptance of fire protection shall not only comply with the provisions of this code, but also comply with the relevant current national standards. 2 Terminology and symbols 2.1 Terminology 2.1.1 fire-resistant steel fire-resistant steel The steel whose yield strength at 600°C is not less than 2/3 of its normal temperature yield strength. 2.1.2 concrete-filled steel tubular column It is a structural member formed by filling concrete in steel pipes and the steel pipes and their core concrete can jointly bear external loads. 2.1.3 composite steel and concrete beam A beam that is composed of concrete wing plates and steel beams through shear connectors and can be stressed as a whole. 2.1.4 steel deck-concrete composite slab The concrete is poured on the profiled steel plate, and the floor slab can bear the force together. 2.1.5 section factor section factor The ratio of the exposed surface area of a steel member to its corresponding volume. 2.1.6 standard fire temperature-time curve standard fire temperature-time curve In the standard refractory test, the average temperature of the air in the refractory test furnace changes with time. 2.1.7 Standard fire standard fire The fire whose hot smoke temperature is determined according to the standard fire heating curve. 2.1.8 Equivalent time of fire exposure equivalent time of fire exposure The time for the temperature of the steel member to reach the same temperature after being exposed to the standard fire and to reach the same temperature when subjected to the actual fire. 2.1.9 temperature effects temperature effects on structural behavior The structural internal force and deformation of a structure (member) due to its temperature change. 2.1.10 fire limit state fire limit state The structure or member is affected by fire and reaches a state of deformation that cannot withstand external actions or is not suitable for continued load bearing. 2.1.11 load ratio The ratio of the load effect design value of a structure or component under fire to its bearing capacity design value at normal temperature. 2.1.12 critical temperature The temperature at which a steel member reaches the limit state of its fire resistance bearing capacity under the action of fire. 2.2 Symbols 2.2.1 Material properties Cc - specific heat capacity of concrete; Ci - the specific heat capacity of the fire protection layer; Cs - specific heat capacity of steel; Ec - modulus of elasticity of concrete at room temperature; EcT - elastic modulus of concrete at high temperature; Es——Elastic modulus of steel at room temperature; EsT——Elastic modulus of steel at high temperature; f - design value of steel strength at room temperature; fc—design value of axial compressive strength of concrete at room temperature; fck—standard value of axial compressive strength of concrete at room temperature; ft——Design value of tensile strength of concrete at room temperature; fT——Design value of steel strength at high temperature; Ri - the equivalent thermal resistance of the protective layer; αc - thermal expansion coefficient of concrete; αs - thermal expansion coefficient of steel; λc - the thermal conductivity of concrete; λs - thermal conductivity of steel; ρi——the density of the fire protection material; ρs - density of steel; ρc is the density of concrete. 2.2.2 Action, effect, resistance Mp——plastic bending moment; Mu——Design value of flexural bearing capacity of CFST under pure bending at room temperature; Nu——the design value of the compressive bearing capacity of the short concrete-filled steel tube column under axial compression at room temperature; N*——Design value of compressive bearing capacity of CFST column at room temperature; Rd—design value of structural member resistance; SGK——the load effect value calculated according to the standard value of permanent load; Sm——the design value of load (action) effect combination; SQk——the load effect value calculated according to the standard value of floor or roof live load; STk—the action effect value calculated according to the temperature standard value of the structure under fire; SWk——the load effect value calculated according to the wind load standard value. 2.2.3 Geometric parameters Ac——the cross-sectional area of concrete in the CFST column; As——the cross-sectional area of the steel pipe in the CFST column; C - section perimeter; D - section height of concrete filled steel tube column; di—thickness of fire protection layer; F——the fire-receiving surface area of the unit length member; Fi—the fire-receiving surface area per unit length of the steel member with fire protection; hc1—thickness of the concrete wing; hc2 - the height of the profiled steel plate; hcb—the equivalent thickness of the concrete wing; hs - the height of the steel beam; hw—height of steel girder web; l - length or span; l0 - calculation length; ttf—thickness of the upper flange of the steel beam; tw—thickness of steel girder web; tbf—thickness of the lower flange of the steel beam; V——volume of steel member per unit length; W - gross section modulus; Wn——net section modulus; Wp——section plastic modulus. 2.2.4 Time, temperature t——fire duration; te - equivalent fire exposure time; Tc - the temperature of the concrete; Td, T'd, T"d - the critical temperature of the component; Tg—the average temperature of the hot smoke when the fire develops to time t; Tg0 - the temperature of the indoor environment before the fire; Tm - the maximum temperature of the component within the design fire resistance limit time; Ts——The temperature of steel or steel components; △t——time step; △Ts——The temperature rise of the steel member within △t. 2.2.5 Other fire resistance calculation related parameters F/V——section shape factor of members without fire protection; Fi/V——section shape coefficient of the member with fire protection; kT——the bearing capacity coefficient of CFST column under fire; R, R' - load ratio; α——comprehensive heat transfer coefficient; αb——stability checking parameters of steel members subjected to bending at high temperature; αc——heat convective heat transfer coefficient or stability checking parameter of axially compressed steel members at high temperature; αr—heat radiation heat transfer coefficient; βmx, βmy——equivalent bending moment coefficient in the plane of bending moment action; βtx, βty—the equivalent bending moment coefficient outside the plane of bending moment action; γ, γm——section plastic development coefficient; γ0T——structural importance coefficient; γG—partial coefficient of permanent load; εr——comprehensive radiation rate; η——section influence coefficient; ηcT - reduction coefficient of axial compressive strength of concrete at high temperature; ηsT——the yield strength reduction coefficient of steel at high temperature; λ——the slenderness ratio of the member; λ0—the limit slenderness ratio of elastic-plastic instability; λp—the limit slenderness ratio of elastic instability; σ——Stephen-Boltzmann constant; φ——stability coefficient of axially compressed steel members at room temperature; φb——stability coefficient of steel members under bending at room temperature; φT——stability factor of steel member under axial compression at high temperature; φbT——stability coefficient of steel members under bending at high temperature; φf—frequent value coefficient of floor or roof live load; φq—the quasi-permanent value coefficient of floor or roof live load; φw——frequent value coefficient of wind load; χcT - elastic modulus reduction coefficient of concrete at high temperature; χsT——Elastic modulus reduction coefficient of steel at high temperature.

3 basic rules

3.1 Fire Requirements 3.1.1 The design fire resistance rating of steel structural components shall be determined according to the fire resistance class of the building and in accordance with the provisions of the current national standard "Code for Fire Protection Design of Buildings" GB 50016.The design fire resistance rating of column supports should be the same as that of columns, the design fire resistance rating of floor supports should be the same as that of beams, and the design fire resistance rating of roof supports and tie rods should be the same as that of roof load-bearing members 3.1.2 When the empirical calculation of the fire resistance limit of steel structural members is lower than the design fire resistance limit, fire protection measures shall be taken 3.1.3 The fire protection of steel structure joints shall be the same as that of the connected components with the highest fire protection requirements 3.1.4 The fire protection design documents of the steel structure shall indicate the fire resistance class of the building, the design fire resistance limit of the components, the fire protection measures of the components, the performance requirements and design indicators of the fire protection materials. 3.1.5 When the equivalent thermal conductivity of the fire protection material used in construction is inconsistent with the requirements of the design documents, the application thickness of the protective layer shall be determined according to the principle that the equivalent thermal resistance of the fire protection layer is equal, and shall be approved by the design unit. For non-intumescent steel structure fireproof coatings and fireproof boards, the application thickness of the fire protection layer can be determined according to Appendix A of this code; for intumescent fireproof coatings, the application thickness can be directly determined according to the equivalent thermal resistance of the coating. 3.2 Fire protection design 3.2.1 Steel structures shall be subjected to fire resistance checking and fire protection design in accordance with the limit state of structural fire resistance bearing capacity 3.2.2 The combined design value of the most unfavorable load (action) effect in the limit state of the fire resistance bearing capacity of a steel structure shall take into account the load (action) that may occur simultaneously on the structure during a fire, and shall be determined according to the most unfavorable value of the following combination values. In the formula. Sm—the design value of load (action) effect combination; SGk——the load effect value calculated according to the standard value of permanent load; tm≥td (3.2.6-1) 2 Bearing capacity method. Within the design fire resistance limit time, the design value of the bearing capacity of steel structural members under fire shall not be less than the design value of the most unfavorable load (action) combination effect, and shall be checked and calculated according to the following formula. Rd≥Sm (3.2.6-2) 3 Critical temperature method. Within the design fire resistance limit time, the maximum temperature of steel structural members under fire shall not be higher than its critical temperature, and shall be checked and calculated according to the following formula. Td≥Tm (3.2.6-3) In the formula. tm—actual fire resistance limit of steel structural members under fire; td—design fire resistance rating of steel structural members, which shall be determined according to Article 3.1.1 of this code; Sm——the design value of load (action) effect combination, which shall be determined according to the provisions of Article 3.2.2 of this code; Rd——the design value of structural component resistance, which shall be determined according to the provisions of Chapter 7 and Chapter 8 of this code; Tm - the maximum temperature of the component within the design fire resistance limit time, which shall be determined according to the provisions of Chapter 6 of this code; Td—critical temperature of the component, which should be determined according to the provisions of Chapter 7 and Chapter 8 of this code.

4 Fire protection measures and structures

4.1 Fire Protection Measures 4.1.1 Fire protection measures for steel structures shall be determined in accordance with the following principles based on factors such as the structure type of the steel structure, the design fire resistance limit and the service environment. 1 During fire protection construction, no dust or gas harmful to human body will be produced; 2 When the steel member undergoes permissible deformation after being exposed to fire, the fire protection will not undergo structural damage and failure; 3 The construction is convenient and does not affect the completed construction and subsequent construction; 4 Has good durability and weather resistance. 4.1.2 One of the following measures or a combination (combination) of several of them may be adopted for fire protection of steel structures. 1 Spraying (wiping) fireproof paint; 2 cladding fire board; 3 Wrapped with flexible felt insulation material; 4 Outsourcing concrete, metal mesh mortar or masonry. 4.1.3 When steel structures are protected by spraying fireproof coatings, they shall meet the following requirements. 1 For indoor concealed components, non-intumescent fireproof coatings should be used; 2 For components with a design fire resistance rating greater than 1.50h, intumescent fireproof coatings should not be used; 3 When intumescent fireproof coatings are used for outdoor and semi-outdoor steel structures, products that meet the performance requirements of the environment should be selected; 4 The thickness of the non-intumescent fireproof coating should not be less than 10mm; 5 Fireproof coatings and anti-corrosion coatings should be compatible and matched. 4.1.4 When the steel structure is protected by clad fire protection panels, it shall meet the following requirements. 1 The fireproof board shall be made of non-combustible material, and there shall be no phenomena such as bursting and penetrating cracks when exposed to fire; 2 The cladding of the fireproof board shall be structurally designed according to the shape and location of the component, and measures shall be taken to ensure firm and stable installation; 3 The keel and adhesive for fixing the fireproof board shall be non-combustible materials. The keel should be easy to connect with the component and the fireproof board, and the adhesive should be able to maintain a certain strength at high temperature, and should be able to ensure the complete coating of the fireproof board. 4.1.5 When steel structures are protected by wrapped flexible felt insulation materials, they shall meet the following requirements. 1 It should not be used in steel structures susceptible to moisture or water; 2 Under the action of its own weight, the felt material should not be compressed unevenly. 4.1.6 When the steel structure is protected by outsourcing concrete, metal mesh plastering mortar or masonry masonry, it shall meet the following requirements. 1 When outsourcing concrete is used, the strength grade of the concrete should not be lower than C20; 2 When plastering mortar with outsourcing metal mesh, the strength grade of the mortar should not be lower than M5; the mesh of the wire mesh should not be greater than 20mm, and the wire diameter should not be less than 0.6mm; the minimum thickness of the mortar should not be less than 25mm; 3 When masonry is used, the strength grade of the blocks should not be lower than MU10. 4.2 Fire protection structure 4.2.1 When the steel structure is protected by spraying non-intumescent fireproof paint, its fireproof protection structure should be selected according to Figure 4.2.1.In any of the following situations, it is advisable to set galvanized wire mesh or glass fiber cloth connected with steel components in the coating. 1 The components are subjected to impact and vibration loads; 2 The bonding strength of the fireproof coating is not greater than 0.05MPa; 3 The web height of the member is greater than 500mm and the coating thickness is not less than 30mm; 4 The web height of the component is greater than 500mm and the coating is exposed outdoors for a long time. Figure 4.2.1 Structural diagram of fire protection coating 1-steel components; 2-fireproof coating; 3-zinc wire mesh 4.2.2 When the steel structure is protected by coated fire protection boards, the fire protection board protection structure of steel columns should be selected according to Figure 4.2.2-1, and the fire protection board protection structure of steel beams should be selected according to Figure 4.2.2-2. Figure 4.2.2-1 Structural diagram of steel columns protected by fire protection panels 1-steel column; 2-fireproof board; 3-steel keel; 4-block; 5-self-tapping screw (nail); 6-high temperature adhesive; 7-wall Figure 4.2.2-2 Structural diagram of steel beam protected by fire protection board 1-steel beam; 2-fireproof board; 3-steel keel; 4-block; 5-self-tapping screw (nailing); 6-high temperature adhesive; 7-wall; 8-floor; 9-metal fire protection plate 4.2.3 When the steel structure is protected by covered flexible felt insulation material, its fire protection structure should be selected according to Figure 4.2.3. Figure 4.2.3 Structural diagram of fire protection of flexible felt insulation material 1-steel column; 2-metal protection plate; 3-flexible felt insulation material; 4-steel keel; 5-high temperature adhesive; 6-support plate; 7-curved support plate; 8-self-tapping screw (nail) 4.2.4 When the steel structure is protected by outsourcing concrete or masonry, its fire protection structure should be selected according to Figure 4.2.4, and the outsourcing concrete should be equipped with structural steel bars. Figure 4.2.4 Outsourcing concrete fire protection structure diagram 1-steel member; 2-concrete; 3-structural reinforcement 4.2.5 When the steel structure adopts composite fire protection, the fire protection structure of the steel column should be selected according to Figure 4.2.5-1 and 4.2.5-2, and the fire protection structure of the steel beam should be selected according to Figure 4.2.5-3. Figure 4.2.5-1 Structural diagram of composite protection of steel columns with fireproof paint and fireproof boards 1-steel column; 2-fireproof board; 3-fireproof coating; 4-steel keel; 5-support plate; 6-block; 7-self-tapping screw (nail); 8-high temperature adhesive; 9-wall body Figure 4.2.5-2 Structural drawing of composite protection of steel column with flexible felt and fireproof board 1-steel column; 2-fireproof board; 3-flexible felt insulation material; 4-steel keel; 5-pad; 6-self-tapping screw (nailing); 7-high temperature adhesive; Figure 4.2.5-3 Structural drawing of steel girder protected by composite protection of fireproof coating and fireproof board 1-steel beam; 2-fireproof board; 3-steel keel; 4-block; 5-self-tapping screw (nai......
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