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GB/T 51226-2017 English PDF

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GB/T 51226-2017: Technical standard for multi-story and high rise timber buildings
Status: Valid

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GB/T 51226-2017	1899	Add to Cart	10 days	Technical standard for multi-story and high rise timber buildings	Valid

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Basic data

Standard ID: GB/T 51226-2017 (GB/T51226-2017)
Description (Translated English): Technical standard for multi-story and high rise timber buildings
Sector / Industry: National Standard (Recommended)
Classification of Chinese Standard: P23
Classification of International Standard: 91.080.20
Word Count Estimation: 95,944
Date of Issue: 2017-02-21
Date of Implementation: 2017-10-01
Quoted Standard: GB/T 50002; GB 50005; GB 50009; GB 50010; GB 50011; GB 50016; GB 50017; GB 50033; GB 50034; GB 50057; GB 50068; GB 50118; GB 50140; GB 50176; GB 50189; GB 50204; GB 50205; GB 50206; GB 50210; GB 50222; GB 50223; GB 50325; GB 50352; GB/T 50708; GB 50720
Regulation (derived from): Housing and Urban-Rural Development Bulletin 2017 No. 1483
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
Summary: This standard applies to the design, production, installation, acceptance and maintenance of multi-storey wooden civil construction, high-rise timber residential and office buildings.

GB/T 51226-2017: Technical standard for multi-story and high rise timber 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 standard is formulated in order to standardize the design, manufacture, installation, acceptance and maintenance of multi-story wooden buildings, to achieve advanced technology, safety and applicability, economical rationality, quality assurance and environmental protection. 1.0.2 This standard applies to the design, manufacture, installation, acceptance and maintenance of multi-storey wooden structure civil buildings, high-rise wooden residential buildings and office buildings. 1.0.3 The design, fabrication, installation, acceptance and maintenance of multi-story wooden buildings shall not only comply with this standard, but also comply with the current relevant national standards. 2 Terms and symbols 2.1 Terminology 2.1.1 Multi-story and high rise timber buildings Timber structure buildings with more than 3 storeys. The wood structure used is divided into pure wood structure and wood mixed structure. 2.1.2 pure timber structure The load-bearing components are all made of wood or wood products, including square log structures, glued wood structures and light wood structures. 2.1.3 hybrid timber structure A structural system that is composed of wood structural members, steel structural members, and reinforced concrete structural members, and uses wood structures as the main structural form, including upper and lower mixed wood structures with reinforced concrete structures or steel structures at the bottom and pure wood structures at the top, and concrete structures. Core tube timber structure, etc. 2.1.4 wood post-and-beam structure with bracing system Beams and columns are used as the main vertical load-bearing members to support the wooden structure as the main lateral force-resistant member, and the supporting materials can be wood or other materials. 2.1.5 post-and-beam srructure with wood shear wall system A timber structure that uses beams and columns as the main vertical load-bearing members and shear walls as the main lateral force-resisting members. The shear wall can adopt light wood structure wall or cross-glued wood wall. 2.1.6 cross laminated timber shear wall structure A timber structure using cross-laminated timber (CLT) shear walls as the main force-bearing members. 2.1.7 Vertical hybrid timber structure In the wood composite structure, the lower part adopts a concrete structure or steel structure, and the upper part adopts a structural system of pure wood structure. 2.1.8 timber structure with concrete tube In the wood composite structure, the main lateral force-resisting member adopts a reinforced concrete core tube, and the rest of the load-bearing members adopt a structural system of wooden members. 2.2 Symbols 2.2.1 Mechanical properties of materials ——Design value of bending strength of steel; c, 90——Design value of wood transverse grain compressive strength; bt—design value of tensile strength of ordinary bolts. 2.2.2 Actions and action effects Gi, Gj——respectively, the design value of the gravity load of the i-th and j-th floors; Nt—design value of bolt axial tension; Rd—design value of the bearing capacity of the member; Sd——effect design value of load combination; Vi, Vi+1—Standard values of seismic shear force of the i-th layer and the i+1-th layer. 2.2.3 Geometric parameters Ae - the effective cross-sectional area of the bolt; Di——elastic equivalent lateral stiffness of the i-th floor; EJd——elastic equivalent lateral stiffness in the direction of a major axis of the structure; ei——the centroid offset value of the i layer; hi, hi+1——the height of the i-th floor and the i+1-th floor; H - the height of the house; LBi—the length of the building on the i-th floor perpendicular to the direction of earthquake action; ri—the radius of rotation of the floor plane where the corresponding mass point of the i-th floor is located; n——the total number of layers of structure calculation; △i, △i+1——the interstory displacement of the i-th layer and the i+1-th layer under the standard value of seismic action. 2.2.4 Coefficients α—ratio of lateral stiffness; β—seismic action amplification coefficient; γ0——structural importance coefficient; γ2——Story lateral stiffness ratio considering story height correction; γRE——Seismic adjustment coefficient of bearing capacity. 2.2.5 Others C——Deformation limit specified according to the normal service requirements of structural members.

3 materials

3.1 Structural timber 3.1.1 Structural timber used in multi-story timber structure buildings can be divided into square timber, logs, dimension timber, plywood, cross-glued timber, structural composite timber, wood-based structural panels and other sawn timber for structures. The grade should comply with the provisions of the current national standard "Code for Design of Timber Structures" GB 50005. 3.1.2 The product quality and strength design indicators of structural timber shall comply with the current national standards "Code for Design of Timber Structures" GB 50005, "Technical Specifications for Glued-Laminated Timber Structures" GB/T 50708 and "Glamber for Structural Use" GB/T 26899 Regulation. 3.1.3 The moisture content of structural wood shall meet the following requirements. 1 When square wood and logs are used as wooden splints for tension member connection, it should not exceed 18%, and in other cases, square wood and logs should not exceed 25%; 2 Size timber, square timber visually graded by the factory and sawn timber for other structures shall not exceed 19%; 3-ply glulam and cross-laminated glulam should not exceed 15%; 4 Structural composite wood should not exceed 12%; 5 When the wood other than square wood and logs is used as connecting parts, it should not exceed 15%. 3.2 Steel and metal connectors 3.2.1 The steel used in the load-bearing timber structure should adopt Q235 steel, Q345 steel, Q390 steel or Q420 steel, and should comply with the current national standard "Carbon Structural Steel" GB/T 700 and "Low Alloy High Strength Structural Steel" GB/T 1591 regulations. 3.2.2 The load-bearing members or connecting materials in the following situations should adopt D-grade carbon structural steel or D-grade and E-grade low-alloy high-strength structural steel. 1 Welded components or connectors directly subjected to dynamic loads or vibration loads; 2 Components or connections whose operating temperature is -30°C or below. 3.2.3 The steel shall comply with the current national standards "Code for Design of Steel Structures" GB 50017 and "Code for Seismic Design of Buildings" GB 50011, and shall have qualified guarantees for tensile strength, elongation, yield strength and sulfur and phosphorus content, Welded components or joints should still have the qualified guarantee of carbon content and cold bending test. 3.2.4 Ordinary bolts shall comply with the provisions of the current national standard "Hexagon Head Bolts" GB/T 5782 and "Hexagon Head Bolts Class C" GB/T 5780. 3.2.5 Anchors should be made of Q235 steel or Q345 steel. 3.2.6 High-strength bolts should meet the current national standards "High-strength large hexagonal head bolts for steel structures" GB/T 1228, "High-strength large hexagonal nuts for steel structures" GB/T 1229, "High-strength washers for steel structures" GB/T /T 1230, "Technical Specifications for High-Strength Large Hexagon Head Bolts, Large Hexagon Head Nuts, and Washers for Steel Structures" GB/T 1231, "Torsional Shear Type High-Strength Bolt Connection Pairs for Steel Structures" GB/T 3632. 3.2.7 Steel nails shall comply with the current national standard "Steel Nails" GB/T 27704. 3.2.8 Electrodes shall comply with the current national standards GB/T 5117 of "Non-Alloy Steel and Fine Grain Steel Electrodes" and GB/T 5118 of "Heat Resistant Steel Electrodes" Compatible with the mechanical properties of the steel. 3.2.9 Metal connectors should be treated with anti-corrosion treatment or stainless steel products. Metal joints in direct contact with preservative-treated wood should avoid corrosion caused by preservatives. 3.2.10 Metal gear plates shall be made of galvanized sheet steel. Galvanizing should be carried out before the tooth plate is manufactured, and the weight of the galvanized layer should not be less than 275g/m2.The steel plate can use Q235 carbon structural steel and Q345 low-alloy high-strength structural steel. 3.2.11 Weathering steel should be used for steel components that are exposed to the environment and have special requirements for corrosion resistance or are affected by corrosive gaseous and solid media, and should comply with the current national standard "Weathering Structural Steel" GB/T 4171. 3.2.12 Fire prevention measures such as painting fireproof paint can be adopted for the exposed metal connectors. 3.2.13 The strength grade of concrete, reinforced steel bars and their properties shall comply with the current national standard "Code for Design of Concrete Structures" GB 50010. 3.3 Other materials 3.3.1 The selection of building materials shall meet the following requirements. 1 It is advisable to adopt new building materials recommended by national and local authorities; 2 The limit value of harmful substances and radionuclides of building materials shall comply with the current relevant standards of the State Construction Engineering Corporation; 3 Building materials with good thermal performance should be used; 4 It is advisable to choose building materials with good durability. 3.3.2 Rock wool, slag wool, glass wool thermal insulation materials and sound insulation and sound absorption materials should be used for multi-story wooden buildings, and other materials with thermal insulation and sound insulation and sound absorption functions can also be used according to design requirements. 3.3.3 The varieties, specifications and quality of decoration materials shall comply with the current national standards "Code for Indoor Environmental Pollution Control of Civil Construction Engineering" GB 50325, "Code for Fire Protection Design of Building Interior Decoration" GB 50222, "Code for Fire Protection Design of Buildings" GB 50016 and The provisions of GB 50210 "Code for Quality Acceptance of Building Decoration Engineering". 3.3.4 The fireproof sealing material shall comply with the current national standard "Fireproof Sealing Material" GB 23864 and "Building Flame Retardant Sealant" GB/T 24267. 3.3.5 The products and engineered wood products selected for multi-storey wood structure buildings shall comply with the relevant current national product standards.

4 role

4.1 Vertical load 4.1.1 Floor live loads, roof live loads and roof snow loads of multi-story wooden buildings shall be adopted in accordance with the current national standard "Code for Loads of Building Structures" GB 50009. 4.1.2 When calculating the internal force of components, the floor and roof live loads can be taken as the full load of each span. When the floor live load is greater than 4kN/m2, the unfavorable layout of the floor live load should be considered. 4.2 Wind load 4.2.1 When calculating the main structure, the wind load action area should be the maximum projected area perpendicular to the wind direction, and the standard value of the wind load per unit area perpendicular to the building surface should be calculated according to the current national standard "Code for Building Structure Loads" GB 50009. 4.2.2 The basic wind pressure shall be adopted in accordance with the current national standard "Code for Loading of Building Structures" GB 50009.For wooden structures with a building height greater than 20m, when the ultimate state of bearing capacity is used for design, the basic wind pressure value should be multiplied by an increase factor of 1.1 times. 4.2.3 When multiple buildings or clusters of high-rise wooden structures are close to each other, the group effect of wind force mutual interference should be considered. The group effect coefficient can be multiplied by the shape coefficient μs of a single building by the mutual interference increase coefficient, which can be determined through wind tunnel tests. 4.2.4 For high-rise wooden buildings with obvious across-wind vibration effect or torsional wind vibration effect, the influence of across-wind vibration or torsional wind vibration shall be considered. The calculation range and method of across-wind or torsional wind vibration and the combination method of downwind and across-wind effects shall comply with the provisions of the current national standard "Code for Loads of Building Structures" GB 50009. 4.2.5 When a multi-story wooden structure building has one of the following conditions, it is advisable to conduct wind tunnel tests to determine the wind load of the building. 1 Complicated plane shape or facade shape; 2 Facade openings or conjoined buildings; 3 The surrounding terrain and environment are complex. 4.2.6 When designing the building curtain wall structure, the wind load shall be adopted in accordance with the current national standards "Code for Building Structure Loads" GB 50009, "Technical Code for Glass Curtain Wall Engineering" JGJ 102 and "Technical Code for Metal and Stone Curtain Wall Engineering" JGJ 133. 4.3 Earthquake action 4.3.1 The earthquake action shall comply with the provisions of the current national standard "Code for Seismic Design of Buildings" GB 50011, and shall comply with the relevant provisions of this section. 4.3.2 The anti-seismic fortification category of multi-story wooden buildings shall comply with the provisions of the current national standard GB 50223 "Standards for Seismic Fortification Classification of Building Engineering". 4.3.3 The calculation of earthquake action shall meet the following requirements. 1 The horizontal seismic action shall be calculated separately in the directions of the two principal axes of the structure; the horizontal seismic action in each direction shall be borne by the lateral force-resisting members in this direction; Calculate the horizontal earthquake action in the direction of each lateral force-resisting member separately; 2 For structures with obviously asymmetrical and uneven distribution of mass and stiffness, the torsional effect under two-way horizontal earthquake action shall be included; in other cases, the torsional effect under one-way horizontal earthquake action shall be calculated; 3 When the seismic fortification intensity is 9 degrees, the vertical seismic action shall be calculated; 4 When the seismic fortification intensity is 7 degrees (0.15g), 8 degrees and 9 degrees, the large-span and long cantilever structures in multi-story wooden buildings shall consider the vertical seismic action. 4.3.4 The following earthquake action calculation methods shall be adopted for multi-story wooden buildings according to different situations. 1 The mode-decomposition response spectrum method should be adopted for multi-story wooden buildings; for multi-story wooden buildings with asymmetrical and uneven mass and stiffness, the mode-decomposition response spectrum method considering the influence of torsional coupling vibration should be adopted. 2 The bottom shear method may be adopted for the multi-storey wooden structure buildings whose height is not more than 20m, where the shear deformation is dominant and the mass and stiffness are relatively evenly distributed along the height. 3 For multi-story wooden buildings with seismic fortification intensity of 7, 8 and 9, if the following conditions are met, the elastic time-history analysis method should be used for supplementary calculation under frequent earthquakes. 1) Category A multi-story wooden structure buildings; 2) multi-story wood composite structure buildings; 3) Class B and C multi-story pure wood structure buildings that meet the requirements in Table 4.3.4; 4) Multi-storey pure wood structure buildings with particularly uneven mass distribution along the vertical direction. 4.3.5 When calculating the two-way horizontal seismic action effect under frequent earthquakes, the influence of accidental eccentricity may not be considered. When calculating the effect of one-way seismic action, the influence of accidental eccentricity should be considered. The offset value of the centroid of each layer along the direction perpendicular to the seismic action can be adopted according to the following formula. 1 Square and rectangular planes. 2 other forms of plane. In the formula. ei——the offset value of the centroid of the i-th floor, and the offset direction of the centroid of each floor is the same; ri—the radius of rotation of the floor plane where the corresponding mass point of the i-th floor is located; LBi—the length of the building on the i-th floor perpendicular to the direction of earthquake action. 4.3.6 In the seismic design of multi-story wood structure buildings, for pure wood structures, the damping ratio of the structure can be 0.03 for frequent earthquake checks, and 0.05 for rare earthquake checks. For mixed wood structures, the structural damping ratio can be calculated according to the principle of potential energy equivalence.

5 architectural design

5.1 General provisions 5.1.1 The architectural design of multi-story wooden structures shall not only comply with the provisions of this chapter, but also comply with the current national standard "General Rules for Design of Civil Buildings" GB 50352 and relevant standards. 5.1.2 The classification of multi-story wooden buildings according to the number of floors or height shall meet the following requirements. 1 When residential buildings are classified according to the number of floors on the ground, 4th to 6th floors are multi-storey wooden residential buildings; 7th to 9th floors are middle- and high-rise wooden residential buildings; those with more than 9 floors are high-rise wooden residential buildings; 2 When classified by height, wooden residential buildings with a building height greater than 27m, non-single-storey wooden public buildings with a building height greater than 24m and other civil wooden buildings are high-rise wooden buildings. 5.1.3 The main technical and economic indicators such as building capacity control indicators, building positioning, building spacing, building height, landscape control, site green area rate and parking spaces in the overall plan shall comply with the relevant regulations of urban planning management. 5.1.4 The site planning shall comply with the requirements of the project environmental impact assessment report and the quality requirements of the outdoor environment, and the site environment should be improved through the building layout. 5.1.5 The location of the building should be selected in a location where the engineering geological conditions are safe and reliable, and where good natural lighting and ventilation can be obtained. Technical measures to ensure site safety should be taken in unfavorable locations. 5.1.6 The architectural design should be in harmony with the local natural and cultural environment, and should reflect the characteristics of wooden structures. 5.1.7 The general layout of the building shall meet the following requirements; 1 The land for greening should be set up reasonably; 2 The underground space should be used rationally; 3 The per capita residential land index for residential buildings shall meet the requirements of Taiwan’s urban planning; 4 For buildi......

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Question 1: How long will the true-PDF of GB/T 51226-2017_English be delivered?

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Question 2: Can I share the purchased PDF of GB/T 51226-2017_English with my colleagues?

Answer: Yes. The purchased PDF of GB/T 51226-2017_English will be deemed to be sold to your employer/organization who actually pays for it, including your colleagues and your employer's intranet.

Question 3: Does the price include tax/VAT?

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