1. Seismic defense classification and fortification standards
"Seismic defense classification standards for construction engineering" GB50223-2008
3.0.1 The classification of seismic defense categories of buildings should be determined based on the comprehensive analysis of the following factors:
1 The casualties, direct and indirect economic losses and the size of social impact caused by building damage.
2 The size of the town, the characteristics of the industry, and the scale of industrial and mining enterprises.
3 After the building usage function fails, the overall impact scope, earthquake relief and disaster relief impact and the difficulty of recovery.
4 The importance of each section of the building varies significantly, and seismic fortification categories can be divided by section.
5 The same buildings in different industries may have different seismic fortification categories when their position and the consequences and impacts of earthquake damage are different.
2. Regularity of structural structure layout and layout
" architectural seismic design specification " GB50011-2010 ((2016 edition)
3.4.2 Architectural design should pay attention to the impact of the regularity of its plane, facade and vertical section on seismic performance and economic rationality.
3.4.4 When the layout of the building body and its components is irregular, the seismic action calculation and internal force adjustment should be carried out according to the following requirements.
3.5.3 The structural system should still meet the following requirements:
1 It is appropriate to have multiple seismic defense lines .
2 It is advisable to have reasonable stiffness and bearing capacity distribution to avoid weak parts due to local weakening or sudden changes, resulting in excessive stress concentration or plastic deformation concentration.
3 The dynamic characteristics of the structure in the two main axes should be similar.
III. Earthquake effect
"Construction Seismic Design Code" GB50011-2010 (2016 edition)
5.1.2 The following methods should be used for seismic calculation of various types of building structures:
3 Especially irregular buildings, Class A buildings and high-rise buildings with a height range listed in Table 5.1.2-1 (table) should be subject to supplementary calculations under earthquakes by time-range analysis. When three groups of acceleration time-range curves are input, the calculation results should be taken as the envelope value of the time-range method and the larger value of the vibration mode decomposition reaction spectrum. When taking seven or more groups of time-range curves, the calculation results can be taken as the average value of the time-range method and the larger value of the vibration mode decomposition reaction spectrum.
5.3.4 The vertical seismic effect of large-span spatial structures can also be calculated according to the vertical vibration mode decomposition reaction spectrum method. The vertical earthquake impact coefficient can be used in Sections 5.1.4 and 5.1.5 of this specification. 65% of the horizontal earthquake impact coefficient specified in the article, but the characteristic periods can be used according to the first group of design.
IV. Seismic deformation verification
"Construction Seismic Design Code" GB50011-2010 (2016 edition)
5.5.1 Table 5.5.1 All types of structures listed should be subject to seismic deformation verification under the action of earthquakes, and the largest inter-layer displacement in the floor should meet the following requirements:
5.5.2 The elastic plastic deformation verification of weak layers of structures under the action of rare earthquakes should meet the following requirements:
1 The following structures should be checked for elastic-plastic deformation:
1) The horizontal rack of tall single-layer reinforced concrete column factory buildings at 8 degrees and 9 degrees;
2) Reinforced concrete frame structure and frame structure with yield strength coefficient of less than 0.5 on floors at 7 to 9 degrees;
3) Structures with height greater than 150m;
4) reinforced concrete structure and steel structure in Class A buildings and Class B buildings at 9 degrees;
5) Structures designed with earthquake isolation and energy dissipation and shock absorption.
2 The following structures should be checked for elastic-plastic deformation:
1) High-rise building structures with height ranges listed in Table 5.1.2-1 of this code and belong to the vertical irregular types listed in Table 3.4.3-2 of this code;
2) Reinforced concrete structures and steel structures in Class B buildings at 7 degrees II and II sites and 8 degrees;
3) Slab-column-seismic wall structures and bottom frame masonry houses;
4) Other high-rise steel structures with heights not exceeding 150m;
5) Irregular underground building structures and underground space complexes.
V. Non-structural components
"Code for Seismic Design of Buildings" GB50011-2010 (2016 edition)
3.7.2 The seismic design of non-structural components should be carried out by relevant professionals separately.
3.7.3 Non-structured components attached to the building and roof structure, as well as the stairwell's non-load-bearing wall body, should be reliablely connected or anchored with the main structure to avoid collapse and injuring people or smashing important equipment during earthquakes.
3.7.5 The curtain wall, decorative veneer and the main structure should be reliablely connected to avoid falling off and hurting people during earthquakes.
3.7.6 The support and connections of the auxiliary machinery and electrical equipment systems installed on the building should meet the requirements of the use function during earthquakes, and the support and connections of the auxiliary machinery and electrical equipment systems installed on the building should not be installed on the building.
13.1.3 When two non-structural components with different seismic resistance requirements are connected together, seismic resistance design should be carried out according to higher requirements.
13.2.1 When calculating seismic resistance of building structures, the influence of non-structural components should be included in the following provisions: When calculating seismic resistance of building structures, the influence of non-structural components should be included in the following provisions:
1 When calculating seismic action, the gravity of the building components and the building auxiliary mechanical and electrical equipment supported by structural components should be included. When calculating seismic effects, the gravity of the building components and the building auxiliary mechanical and electrical equipment should be included.
2 For flexible connection building components, rigidity can be excluded.
13.3.1 Large-scale building structures, where embedded parts and anchors connecting curtain walls, enclosure walls, partition walls, daughter walls, canopies, trademarks, billboards, canopy brackets, large storage racks and other parts of building non-structural components should be taken to withstand the seismic effect of building non-structural components to the main structure.
13.3.2 The materials, selection and layout of non-load-bearing walls should be determined based on factors such as intensity, house height, building body shape, structural interlayer deformation, and the utilization of the wall's own lateral force resistance. It should meet the following requirements after comprehensive analysis and should meet the following requirements:
1 Non-load-bearing walls should be light and non-load-bearing walls should be preferred to use light walls; measures should be taken to reduce the adverse effects on the main structure, and tie ribs, horizontal beams, ring beams, structural columns, etc. should be set to reliably tie the main structure.
2 The layout of rigid non-load-bearing walls should avoid sudden changes in the rigidity and strength distribution of the structure; when the enclosure wall is arranged asymmetrically and uniformly, the adverse effects of the difference in mass and stiffness on the main structure's earthquake resistance should be considered.
3 The wall and main structure should have reliable pulling bonds, which should be able to adapt to interlayer displacement in different directions of the main structure;
4 The external wall panel connector should have sufficient ductility and appropriate rotational capacity.
5 The masonry daughter wall should be anchored with the main structure at the entrances and exits of people and passages.
13.4.4 The openings of pipes, cables, ventilation ducts and equipment should be set to reduce the weakness of the main load-bearing structural components.
13.4.6 The high-level water tank in the building should be reliably connected to the structural components where it is located.
