GB 50005-2017 PDF English
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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/GB50005-2017
GB
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 Contents
Foreword... 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... 257
1 General provisions
1.0.1 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 symbols
2.1 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 parameters
3 Materials
3.1 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 requirements
4.1 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 members
5.1 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 connections
6.1 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 structures
7.1 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 structures
8.0.1 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 construction
9.1 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.
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