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Similar standardsGB/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/GBT39830-2021GB 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 ContentsForeword... 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... 20ForewordThis 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 systems1 ScopeThis 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 referencesThe 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 constructions3 General provisions3.1 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 process4.1 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 calculation5.1 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 methods6.1 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 requirements7.1 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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