GB/T 39830-2021 English PDF (GB/T39830-2021)

GB/T 39830-2021: Code for seismic design of steel static storage systems
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GB/T 39830-2021
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 
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.
3.3 The static storage system where the steel rack is located shall determine its seismic
fortification category and its seismic fortification criterion according to GB 50223. If
the static storage system stores flammable and explosive substances, it shall be fortified
according to Class B; if the static storage system stores radioactive or highly toxic
substances, it shall be fortified according to not lower than Class B; other situations
should be considered according to Class C.
Generally, steel racks do not need to consider vertical seismic action, but if there is a
situation as shown in Figure 1 in the structure, the influence of vertical seismic action
shall be considered for the relevant members shown in the figure. For the calculation
of vertical seismic action, refer to 5.3 in GB 50011-2010.
5.5 Loads considered simultaneously with seismic action
5.5.1 Permanent load PDL
Permanent loads of steel racks include:
a) The mass of the steel rack structure itself;
b) The mass of all ancillary equipment and structures fixed on the steel rack.
5.5.2 Variable load PPL
Variable loads of steel racks include:
a) Unit cargo rated load GP;
b) The variable load on the floor and the aisle associated with the steel rack, the load
shall be considered according to the actual situation;
c) For static storage system such as rack-clad building, the snow load shall be
considered, and the combined action shall be considered according to the relevant
provisions of GB 50011-2010.
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:
a) Check of the seismic performance of the whole rack and its members, see formula
(4):
where:
PDL - the permanent load;
PPL - the variable load;
PEL - the horizontal seismic action, which is calculated according to GB 50011-
2010;
PWL - the wind load.
b) Check of the overall anti-overturning and anchoring performance of the rack, see
formula (5):
When vertical seismic action and other loads need to be considered, the load
combination shall comply with the relevant requirements in 5.4.1 of GB 50011-2010.
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:
a) When checking the seismic bearing capacity strength of the structural member,
calculate according to formula (6):
where:
P - the design value of bearing capacity of the structural member.
b) When checking the bearing capacity stability of the structural member, calculate
according to formula (7):
c) When vertical seismic action needs to be considered, the requirements for the
bearing capacity of various structural members shall comply with the
requirements in 5.4.3 of GB 50011-2010.
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:
a) The spacing between steel racks that are not connected;
b) The spacing between the rack and the building structure; this spacing shall also
consider the displacement of the building structure under earthquake conditions.
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):
where:
Δue - the maximum elastic inter-level displacement in the rack level under the action
of frequent earthquakes;
[θe] - the elastic inter-level displacement angle limit; generally the maximum elastic
inter-level displacement angle limit in a single level of steel racks under frequent
earthquakes is 1/250;
hp - the rack height.
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.
6.1.2 Mode shape decomposition response spectrum method
The mode shape decomposition response spectrum method is one of the basic methods
for seismic action assessment, and it is suitable for all types of racks. When using this
method, the number of mode shapes shall be the number of mode shapes required for
the participating mass of the mode shape to reach 90 % of the total mass.
6.2 Structural modeling
6.2.1 Load distribution
GB/T 39830-2021
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 
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.
3.3 The static storage system where the steel rack is located shall determine its seismic
fortification category and its seismic fortification criterion according to GB 50223. If
the static storage system stores flammable and explosive substances, it shall be fortified
according to Class B; if the static storage system stores radioactive or highly toxic
substances, it shall be fortified according to not lower than Class B; other situations
should be considered according to Class C.
Generally, steel racks do not need to consider vertical seismic action, but if there is a
situation as shown in Figure 1 in the structure, the influence of vertical seismic action
shall be considered for the relevant members shown in the figure. For the calculation
of vertical seismic action, refer to 5.3 in GB 50011-2010.
5.5 Loads considered simultaneously with seismic action
5.5.1 Permanent load PDL
Permanent loads of steel racks include:
a) The mass of the steel rack structure itself;
b) The mass of all ancillary equipment and structures fixed on the steel rack.
5.5.2 Variable load PPL
Variable loads of steel racks include:
a) Unit cargo rated load GP;
b) The variable load on the floor and the aisle associated with the steel rack, the load
shall be considered according to the actual situation;
c) For static storage system such as rack-clad building, the snow load shall be
considered, and the combined action shall be considered according to the relevant
provisions of GB 50011-2010.
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:
a) Check of the seismic performance of the whole rack and its members, see formula
(4):
where:
PDL - the permanent load;
PPL - the variable load;
PEL - the horizontal seismic action, which is calculated according to GB 50011-
2010;
PWL - the wind load.
b) Check of the overall anti-overturning and anchoring performance of the rack, see
formula (5):
When vertical seismic action and other loads need to be considered, the load
combination shall comply with the relevant requirements in 5.4.1 of GB 50011-2010.
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:
a) When checking the seismic bearing capacity strength of the structural member,
calculate according to formula (6):
where:
P - the design value of bearing capacity of the structural member.
b) When checking the bearing capacity stability of the structural member, calculate
according to formula (7):
c) When vertical seismic action needs to be considered, the requirements for the
bearing capacity of various structural members shall comply with the
requirements in 5.4.3 of GB 50011-2010.
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:
a) The spacing between steel racks that are not connected;
b) The spacing between the rack and the building structure; this spacing shall also
consider the displacement of the building structure under earthquake conditions.
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):
where:
Δue - the maximum elastic inter-level displacement in the rack level under the action
of frequent earthquakes;
[θe] - the elastic inter-level displacement angle limit; generally the maximum elastic
inter-level displacement angle limit in a single level of steel racks under frequent
earthquakes is 1/250;
hp - the rack height.
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.
6.1.2 Mode shape decomposition response spectrum method
The mode shape decomposi...