GB/T 39830-2021 PDF English
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GB/T 39830-2021: Code for seismic design of steel static storage systems---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/GBT39830-2021
GB
NATIONAL STANDARD OF THE
PEOPLE’S REPUBLIC OF CHINA
ICS 53.080
J 83
Code for seismic design of steel static storage systems
Issued on. MARCH 09, 2021
Implemented on. OCTOBER 01, 2021
Issued by. State Administration for Market Regulation;
Standardization Administration of the People’s Republic of China.
Table of Contents
Foreword... 3
1 Scope... 4
2 Normative references... 4
3 General provisions... 4
4 Seismic design process... 5
5 Seismic action and structural seismic calculation... 8
6 Analysis methods... 11
7 Construction requirements... 16
Bibliography... 20
Foreword
This Standard was drafted in accordance with the rules given in GB/T 1.1-2009.
This Standard was proposed by China Machinery Industry Federation.
This Standard shall be under the jurisdiction of National Technical Committee on
Logistics and Warehousing Equipment of Standardization Administration of China
(SAC/TC 499).
Drafting organizations of this Standard. Shanghai Jingxing Logistics Equipment
Engineering Co., Ltd., Beijing Materials Handling Research Institute Co., Ltd.,
Donghua University, Shenyang Sinsun Robot & Automation Co., Ltd., Nanjing Inform
Storage Equipment (Group) Co., Ltd., Shenzhen KDY Modern Logistics Co., Ltd.
Main drafters of this Standard. Li Hongliang, Lv Zhijun, Yang Guanghui, Lu Daming,
Huang Xi, Zhou Xiaoxiao, Teng Xuhui, Zheng Fangyong, Chen Dixin, Yang Jianguo,
Sun Zhijian, Jin Yueyue, Lu Wen.
Code for seismic design of steel static storage systems
1 Scope
This Standard specifies the design code for steel static storage systems under seismic
action. The contents include general provisions, seismic design process, seismic action
and structural seismic calculation, analysis methods and structural requirements.
This Standard applies to steel structure racks (hereinafter referred to as steel racks), not
to racks made of other materials.
2 Normative references
The following referenced documents are indispensable for the application of this
document. For dated references, only the edition cited applies. For undated references,
the latest edition of the referenced document (including any amendments) applies.
GB 18306 Seismic ground motion parameters zonation map of China
GB/T 28576-2012 Calculation of industrial rack design
GB 50011-2010 Code for seismic design of buildings (2016 edition)
GB 50223 Standard for classification of seismic protection of building constructions
3 General provisions
3.1 The seismic fortification intensity shall be determined according to the basic seismic
intensity (looked up in GB 18306) of the area where the steel rack is used.
3.2 The steel racks that need to withstand seismic action in areas with the seismic
fortification intensity of 6 degrees and above shall be designed for earthquake resistance.
3.4 This Standard is designed according to the internal force and deformation analysis
under the action of frequent earthquakes. The structure and components can be
considered according to the elastic working state.
4 Seismic design process
4.1 Basic parameters of seismic fortification
4.1.1 The site is divided into five categories. I0, I1, II, III, and IV, which shall be
determined through site survey.
4.1.4 According to the amax calculated by 4.1.2, look up Table 3 to determine the
maximum value of the horizontal seismic influence coefficient αmax.
4.1.5 The damping ratio η of steel rack structures should refer to the damping ratio of
steel structures in 8.2.2 of GB 50011-2010.When the height is not more than 50 m, it
can be taken as 0.04; when the height is greater than 50 m, it can be taken as 0.03.
4.1.6 The natural vibration period T of steel racks can be calculated according to theory
or determined according to empirical formula (2).
4.1.7 For the calculation of the seismic influence coefficient α, it shall be determined
according to 5.1.5 in GB 50011-2010.
4.3 Structural seismic calculation
The structural seismic calculation shall be carried out according to the analysis model
of 4.2 and the seismic analysis method specified in 6.1.The horizontal seismic action
shall be determined by 5.2.For the structure shown in Figure 1, the vertical seismic
action shall be calculated.
4.4 Determination of load and load combination
The various permanent loads and variable loads for seismic design shall be determined
according to 5.5.The load combination shall be determined according to 5.6.1.Data
such as the internal force of members, the reaction force of upright foot and the node
displacement shall be calculated according to the load combination.
5 Seismic action and structural seismic calculation
5.1 Description of seismic action
The seismic action is generally described by response spectrum, which shall follow the
design response spectrum of GB 50011-2010, and be represented in the form of seismic
influence coefficient curve α, see 5.1.5 in GB 50011-2010.
5.5 Loads considered simultaneously with seismic action
5.5.1 Permanent load PDL
Permanent loads of steel racks include.
5.5.3 Wind load PWL
For static storage system such as rack-clad building, the wind load shall be considered,
and the combined action shall be considered according to the relevant provisions of GB
50011-2010.
5.6 Design and check of bearing capacity limit state
5.6.1 Load combination
When calculating the horizontal seismic action, take the most unfavorable load
combination, and determine the design value Pmax in the following two cases.
5.6.2 Gravity second order analysis
The seismic analysis shall consider the influence of the gravity second order, and refer
to the relevant requirements in 5.1.6 of GB 50017-2017.
5.6.3 Sectional seismic check
Under the load combination specified in 5.6.1, the design value of internal force
combination of structural member Pmax shall meet the following requirements.
5.6.4 Steel rack spacing
The steel racks shall have enough spacing to prevent collisions in earthquakes. The
spacing shall not be less than 3 times the maximum deformation of the racks under the
action of frequent earthquakes, including the following two typical cases.
5.6.5 Seismic deformation check
The seismic analysis results of steel racks shall meet the requirements of inter-level
displacement. The inter-level displacement can be calculated according to formula (8).
6 Analysis methods
6.1 Selection of seismic analysis methods
6.1.1 Bottom shear method
The bottom shear method is generally used for steel racks with a height of no more than
40 m, of which the structural rule is mainly shear deformation, and the distribution of
mass and stiffness along the height is relatively uniform.
6.2 Structural modeling
6.2.1 Load distribution
The seismic analysis shall consider the most unfavorable load distribution. At least the
following load distribution forms shall be considered.
6.2.2 Position of the center of gravity of unit cargo
6.2.2.1 The unit cargo can be regarded as a substructure of the steel rack structure. If
the unit cargo is larger in size, it shall consider the influence of the position of its center
of gravity on the steel rack structure.
6.2.2.2 In the Z direction, it shall consider the height of center of gravity of the load unit
relative to the beam (may be called vertical eccentricity).
6.2.2.3 The vertical eccentricity of unit cargo in the X direction may not be considered,
except for the case where the rack has only one row.
6.2.3 Specific modeling requirements
6.2.3.1 In the X direction, the restraint form of beam-upright joints and upright foot
joints shall be handled according to 5.2.5 in GB/T 28576-2012, and the stiffness value
of beam-upright joints and upright foot should be obtained through the test according
to 7.5 and 7.6 of GB/T 39681-2020.
6.2.3.3 When the steel rack adopts flexible cross bracing, the cross bracing shall be set
as a tension-only member in the analysis model.
6.2.3.4 It shall add plane connectors between the back bracing and the rack to improve
the lateral resistance of the structure, see Figure 8 Structure 1.
7 Construction requirements
7.1 Horizontal lateral force resistance structure
7.1.1 In the Z direction, the main lateral force resistance structure is the upright frame.
The upright frame structure should use the K-shaped, D-shaped, Z-shaped support and
X-shaped support without cross bar, as shown in Figure 6.
7.1.2 In the X direction, there are three types of lateral force resistance structures.
7.2 Other constructions
7.2.1 The upright is generally fixed on the ground through the upright foot connector.
The upright and the upright foot connector can be fixed by welding or by bolts. When
using bolts to fix, if it is fixed through long holes (the direction of the force is the
direction of the long holes) or oversized holes, it shall have anti-slip design, such as
high-strength friction bolt connection, to avoid displacement of the upright foot.
7.2.2 When members such as flat steel, round steel and cable are used as bracings, it
shall be ensured that these bracings are always in a tensioned state under gravity.
......
Source: Above contents are excerpted from the full-copy PDF -- translated/reviewed by: www.ChineseStandard.net / Wayne Zheng et al.
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