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GB 50005-2017: Standard for design of timber structures Delivery: 9 seconds. True-PDF full-copy in English & invoice will be downloaded + auto-delivered via email. See step-by-step procedure Status: Valid GB 50005: Historical versions
GB 50005-2017: Standard for design of timber 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/GB50005-2017GB NATIONAL STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA UDC P GB 50005-2017 Standard for design of timber structures Issued on. NOVEMBER 20, 2017 Implemented on. AUGUST 01, 2018 Issued by. Ministry of Housing and Urban-Rural Development of PRC; General Administration of Quality Supervision, Inspection and Quarantine. Standard for design of timber structures GB 50005-2007 Main drafting organization. Ministry of Housing and Urban-Rural Development of PRC Approved by. Ministry of Housing and Urban-Rural Development of PRC Date of implementation. August 1, 2018 China Building Industry Press 2017 Beijing Announcement of Ministry of Housing and Urban- Rural Development No.1745 Table of ContentsForeword... 7 1 General provisions... 10 2 Terms and symbols... 11 3 Materials... 22 4 Basic requirements... 29 5 Calculation for members... 47 6 Design for connections... 60 7 Sawn and log timber structures... 83 8 Glued laminated timber structures... 104 9 Light wood frame construction... 107 10 Fire design... 134 11 Preservation of timber structures... 142 Appendix A Material criteria for load-bearing timber structures... 147 Appendix B Requirements for light wood frame constructions... 161 Appendix C Requirements for inspection & maintenance of timber structures ... 168 Appendix D Design values of strength and modulus of elasticity for imported structural timber... 170 Appendix E Characteristic values of strength and modulus of elasticity for structural timber... 180 Appendix F Determination of characteristic values for manufactured structural timber... 190 Appendix G Reference design values and calculation for cross laminated- timber... 193 Appendix H Names of timber and main characteristics of common species in this standard... 197 Appendix J Identification requirements, basic characteristics and main processing properties of main imported timber... 210 Appendix K Determination of number of fasteners and group action factor ... 227 Appendix L Specific gravities of commonly-used wood species... 232 Appendix M Design values of strength for truss plates... 234 Appendix N Design values of the shear strength for wood-based structural panel shear walls... 237 Appendix P Design values of the shear strength for wood-based structural panel floors and roofs... 240 Appendix Q Calculation method of vibration control for floor joists... 246 Appendix R Combustibility and fire resistance rating of timber members.. 251 Explanation of wording in this standard... 256 List of quoted standards... 2571 General provisions1.0.1 In order to implement the national technical and economic policies in the design of timber structures, to achieve advanced technology, safety and applicability, economic rationality, quality and environmental protection, this standard is hereby formulated. 1.0.2 This standard applies to the design of swan & log timber structure, glued laminated-timber structure, light-wood frame construction for construction engineering. 1.0.3 In addition to complying with this standard, the design of the timber structure shall also comply with the requirements of current relevant national standards.2 Terms and symbols2.1 Terms 2.1.1 Timber structure A load-bearing structure made of wood-based members. 2.1.2 Log Short-cut wood which is made through branch-removal of the felled trunk and bucking process. 2.1.3 Sawn timber Finished or semi-finished materials which are made through bucking process of logs, divided into plank and square timber. 2.1.4 Square timber Sawn timber which has a right-angle sawing and a width-to-thickness ratio of less than 3, also known as square-edged timber. 2.1.8 Glued lamina Planks which are used to make glued laminated timber, wherein the glued finger joint is used for lengthening. 2.1.9 Moisture content of wood The percentage of the mass of the moisture contained in the timber to the dry mass of the timber. 2.2 Symbols 2.2.3 Geometric parameters3 Materials3.1 Timber 3.1.1 Load-bearing structural materials may use logs, square timber, plank, dimension lumber, glued laminated-timber, structural composite lumber, wood- based structural panels. 3.1.2 Square timber, logs and planks may be visually stress-graded. The material’s selection criteria shall comply with the provisions of clause A.1 of Appendix A of this standard. 3.2 Steel and metal connector 3.2.1 The steel used in the load-bearing timber structure should adopt Q235 steel, Q345 steel, Q390 steel, Q420 steel, meanwhile shall respectively comply with the relevant provisions of “Carbon structural steels” GB/T 700 and “High strength low alloy structural steels” GB/T 1591. 3.2.2 For the steel in the load-bearing timber structure, when the imported metal connectors are used, it shall provide the product quality certificate, comply with the design requirements, make re-inspection of the materials. 3.2.3 The load-bearing members or connecting materials in the following cases should use the grade-D carbon structural steel, or grade-D, grade-E low-alloy high-strength structural steel.4 Basic requirements4.1 Basis of design 4.2 Seismic design 4.2.1 The seismic design of timber structure buildings shall comply with the relevant provisions of the current national standard “Code for seismic design of buildings” GB 50011. 4.2.2 For the timber structure building, it shall follow the provisions of the current national standard “Standard for classification of seismic protection of building constructions” GB 50223 to determine its seismic fortification category and corresponding seismic fortification criteria. 4.2.3 The structural system of timber structures shall comply with the following provisions. 4.3 Design values and allowable deformation limits 4.3.1 The design indicators for timber such as square timber, logs, ordinary glued laminated timbers, laminated logs shall be determined according to the following provisions. 4.3.6 The design index values of strength of laminated timber which is made by visually stress-graded and mechanically elastic modulus graded lamina shall be used as follows. 4.3.7 The design value of strength and elastic modulus of visually stress-graded square timber, dimension lumber, structural materials imported from North America shall be adopted according to the provisions of Appendix D of this standard. 4.3.8 The standard value of strength and the standard value of elastic modulus of the load-bearing structure shall be adopted according to the provisions of Appendix E of this standard. 4.3.9 The adjustment of design value of strength and elastic modulus of the load-bearing structural materials shall comply with the following requirements.5 Calculation for members5.1 Axial tensile members and axial compression members 5.2.5 If the load acts on the top surface of the beam, when calculating the design value of shear force V of the flexural member, it may not consider the action of all loads on the beam within the distance range from the support at the beam’s end to the height of the beam’s cross-section. 5.2.6 The design of the incision on the flexural members shall comply with the following requirements. 5.2.7 When there is incision at the tensioned plane of the seat of the flexural member of rectangular cross-section, the actual shear capacity shall be verified according to the formula below. 5.2.8 The bearing capacity of the locally-compressed flexural member shall be verified by the following formula. 5.2.9 The deflection of the flexural members shall be verified as follows. 5.2.10 The bidirectional flexural members shall be verified according to the following provisions. 5.3 Combined bending and axial loading members 5.3.1 The bearing capacity of the tension-flexural members shall be verified as follows. 5.3.2 The bearing capacity of the compression-flexural members and the eccentric compression members shall be verified according to the following provisions. 5.3.3 The lateral stability outside the bending moment’s action plane of the compression-flexural member or the eccentric compression member shall be verified according to the following formula.6 Design for connections6.1 Step joints 6.1.1 The step joint can be in the form of a single tooth or a double tooth (Figure 6.1.1), which shall comply with the following regulations. 6.1.2 Single-tooth connections shall be verified according to the following provisions. 6.1.5 The setting and verification of the shear bolts shall comply with the following requirements. 6.2 Dowel-type fasteners 6.2.1 The minimum size of the end pitch, margin, spacing and line spacing of the dowel-type fasteners shall comply with the requirements of Table 6.2.1. When using bolts, pins or hexagonal timber screws as fasteners, the diameter shall not be less than 6 mm. 6.2.2 For the staggered dowel-type fasteners (Figure 6.2.2), the arrangement of their end spacing, margin, spacing, line spacing shall comply with the following requirements. 6.2.7 The minimum effective length factor kmin of the compressive dowel-groove shall be calculated according to the following four failure modes and shall be determined as follows. 6.2.11 When four or more members are connected, each shear plane shall be calculated as a single-shear connection. The design value of bearing capacity of the connection shall take the result of the design value of the bearing capacity of the minimum shear plane multiplied by the number of shear planes and the number of dowels. 6.2.12 When the load in the single-shear connection is at an angle other than 90° from the axis of the fastener, the load component acting perpendicular to the axis of the fastener shall not exceed the design value of the bearing capacity of the shear plane of the fastener. For the load component which is parallel to the axis direction of fastener, it shall take reliable measures to meet the local pressure requirements. 6.2.13 When the hex-head timber screws are subjected to the joint action of lateral load and the external-uplift load (Figure 6.2.13), the design value of bearing capacity shall be determined as follows.7 Sawn and log timber structures7.1 General requirements 7.1.1 Swan and log timber structures may use the following structural types. 7.1.2 The swan and log timber structural members shall be either made of square timber or logs as stress-graded at construction site or in factory, or made by structural composite lumber and laminated log. 7.2 Posts and beams 7.2.1 When the two ends of the timber beam are braced by the wall or the beam, they shall be calculated according to the flexural members simply-braced at both ends. The column shall be calculated as hinged at both ends. 7.2.2 The cross-sectional size of rectangular timber columns should not be less than 100 mm x 100 mm, meanwhile it shall not be less than the cross-sectional width of the column-braced members. 7.2.3 There shall be reliable anchorage between the bottom of the column and the foundation or the ground-beam which is fixed to the foundation. The contact surface between the timber column and the concrete foundation shall take measures to prevent corrosion and moisture. 7.3 Walls 7.3.1 The walls of the swan and log timber structure shall be selected according to the following construction types. 7.3.2 The lightweight wall is designed according to the construction requirements, it may be exempted from the structural calculation. 7.4 Floors and roofs 7.5 Trusses 7.5.1 When using swan and log timber to make timber trusses, the type selection may be determined according to specific conditions, meanwhile it should use a static structural system. When the truss span is large or the wet material is used, it shall use the steel-timber truss; for the triangular log truss which has a larger span, it should use the truss form of unequal inter-segment spacing. 7.5.2 When timber trusses are made of timber purlin, the truss’s spacing should not be more than 4 m; when steel-timber purlin or laminated timber purlin is used, the truss’s spacing shall not be more than 6 m. 7.5.5 When calculating the internal force of the truss, it shall comply with the following provisions. 7.5.6 The calculated length of the truss’s strut shall comply with the following provisions. 7.5.8 The lower-chord of the steel truss can use round-steel or profile-steel, which shall meet the following requirements. 7.6 Skylights 7.7 Bracings 7.7.1 During construction and use, it shall provide bracings to ensure the stability of the structural space, the bracing members to prevent rollover of truss, ensure the lateral stability of compressed chord member, be able to transmit longitudinal horizontal force, as well as the anchorage measures to ensure the normal work of bracing system. 7.7.2 The setting of the lateral bracing of the upper-chord shall comply with the following provisions. 7.7.4 The vertical bracing shall be set up according to the following requirements. 7.7.10 At the connection between the roof truss and the column of the timber structural house in the earthquake zone, it shall provide diagonal bracing. When the diagonal bracing uses the timber splint,8 Glued laminated timber structures8.0.1 Glued laminated-timber structure shall be divided into glued laminated timber structure and cross laminated timber structure. The glued laminated timber structure is suitable for single-floored or multi-floored timber structures which have large span and large space. 8.0.2 The fiber direction of each layer of timber of the glued laminated timber members shall be consistent with the length direction of the member. The number of layers of the lamina at the cross-section of the glued laminated timber members shall not be less than 4. 8.0.9 The cross laminated timber member may be used for floor panel, roof panel, wall panel. The design of members shall comply with the relevant provisions of Appendix G of this standard. 8.0.10 The length direction of the outer lamina of the cross laminated timber shall be parallel to grain, meanwhile it may use two layers of timber panels parallel to grain as the outer lamina (Figure 8.0.10a). 8.0.14 The splicing surface between the outer timber panels parallel to grain at the same layer of the cross laminated timber should be glued by the use of adhesive. The splicing surface between the inner timber panel parallel to grain of the same layer and the timber panel perpendicular to grain of the same layer may be spliced, but the splicing joint shall not exceed 6 mm. 8.0.15 Adhesives used in cross laminated timber shall meet the requirements of strength and durability. The type and performance requirements of adhesives shall comply with the current national standards “Technical code of glued laminated timber structures” GB/T 50708 and “Structural glued laminated timber” GB/T 26899.9 Light wood frame construction9.1 General requirements 9.2 Floors and roofs 9.2.1 When the both ends of floor and roof joists are braced by walls or beams, the joists should be designed according to the flexural members which are simply-braced at both ends. 9.2.2 When the wall braced by the joist is perpendicular to the span of the joist and the distance from the joist support is less than the height of the joist’s cross- section, the anti-shear verification of the joist may ignore the action load as generated by the wall. 9.2.3 The design of the floor joist should consider the vibration control of the joist. Meanwhile it may follow the provisions of Appendix Q of this standard to carry out the vibration verification of the joist. 9.2.4 The design value of the shear capacity of floors and roofs of light wood frame constructions shall be calculated as follows. 9.2.5 The effective width Be of the floor and roof parallel to the load direction shall, based on the position and size of the opening on the floor and roof planes (Figure 9.2.5), be determined according to the following provisions. 9.2.6 The axial force N of the boundary bars and their connectors of the floor and roof which are perpendicular to the load direction shall be calculated as follows. 9.3 Walls 9.4 Light frame wood trusses 9.5 Design of hybrid light wood frame construction 9.5.1 The seismic design of composite buildings should adopt the mode- 9.6 Detailing requirements 9.6.1 The stud shall meet the following requirements. 9.6.2 Walls shall comply with the following requirements. 9.6.3 When the width of the opening of the load-bearing wall is more than the spacing of the studs, it shall add lintels which are determined through calculation at the top of opening. 9.6.4 When the wall panel is made of wood-based structural panels, meanwhile the maximum spacing of studs is 410 mm, the minimum thickness of the panel shall not be less than 9 mm. When the maximum spacing of studs is 610 mm, the minimum thickness of the panel shall not be less than 11 mm. 9.6.5 When the wall panel is made of gypsum board and the maximum spacing of studs is 410 mm, the minimum thickness of the panel shall not be less than 9 mm. 9.6.6 The setting of the wall panel shall meet the following requirements. 9.6.7 The floor shall be composed of a floor joist which has a spacing of not more than 610 mm, a floor structural layer of wood-based structural panels, a suspended-ceiling laid with wood-based structural panels or gypsum board. The floor joists may be made of dimension lumber or engineered timber products, the cross-sectional size is determined by calculation. 9.6.8 The bracing length of the floor joist on the support shall not be less than 40 mm. 9.6.9 The construction of the opening of the floor shall comply with the following provisions. 9.6.10 The floor joists which brace the wall shall comply with the following requirements. ......Source: Above contents are excerpted from the full-copy PDF -- translated/reviewed by: www.ChineseStandard.net / Wayne Zheng et al. Tips & Frequently Asked Questions:Question 1: How long will the true-PDF of English version of GB 50005-2017 be delivered?Answer: The full copy PDF of English version of GB 50005-2017 can be downloaded in 9 seconds, and it will also be emailed to you in 9 seconds (double mechanisms to ensure the delivery reliably), with PDF-invoice.Question 2: Can I share the purchased PDF of GB 50005-2017_English with my colleagues?Answer: Yes. 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