JGJ 1-1991 Specification for the design and construction of prefabricated large-panel residential building structures
Some standard content:
Industry Standard of the People's Republic of China
Design and Construction Specifications for Prefabricated Large Panel Residential Buildings JGJ191
Editor: China Building Technology Development Research Center China Academy of Building Research
Approval Department: Ministry of Construction of the People's Republic of China Effective Date: October 1, 1991
Notice on the Issuance of Industry Standard "Design and Construction Specifications for Prefabricated Large Panel Residential Buildings"
Jianbiao [1991] No. 272
According to the requirements of the former Ministry of Urban and Rural Construction and Environmental Protection (83) Chengkezi No. 224, the "Design and Construction Specifications for Prefabricated Large Panel Residential Buildings" edited by China Building Technology Development Research Center and China Academy of Building Research has been reviewed and approved as an industry standard, numbered JGJ1-91, and will be implemented from October 1, 1991. The former ministry standard "Interim Regulations on Structural Design and Construction of Prefabricated Large Panel Residential Buildings" JGJ1-79 will be abolished at the same time. This code is managed by the China Academy of Building Research, the technical unit responsible for building engineering standards of the Ministry of Construction, interpreted by the China Building Technology Development Research Center, published by the Standard and Quota Research Institute of the Ministry of Construction, and issued by the Ministry of Construction of the People's Republic of China on April 29, 1991. Main symbols Material properties E.----Elastic modulus of concrete; Gc------Shear modulus of concrete: Es-----Elastic modulus of steel bars: C20-----Indicates the concrete strength grade with a standard value of cube strength of 20N/mm2?; M10 -----Indicates the mortar strength grade with a standard strength value of 10N/mm2; MU10-----Indicates the brick strength grade with a standard strength value of 10N/mm2; fk, f.----Standard and design values of concrete axial compressive strength: fmk, fcm------Standard and design values of concrete bending compressive strength; ftk, ff----Standard and design values of concrete axial tensile strength; fk, f,-----Standard and design values of concrete shear strength; fk-----Standard value of steel bar strength;
fy-----Design value of steel bar compressive strength;
f.------Design value of steel bar tensile strength. 0848290.html?s=rel&id=5
Action and action effect
S------Combined design value of action effect of structure or componentN-----Design value of axial force;
M----Design value of bending moment;
V------Design value of shear force;
△u----Relative displacement between structural layers;
u------Displacement of structural vertices.
Geometric parameters
H-----total height of the building;
h------story height, section height or wall length;ho-----effective section height;
b------section width;
t------wall thickness;
bf --effective width of flange;
Ln--.--clear span of connecting beam;
A, Aw-------section area and web areaA-------compression area of hollow wall section or post-cast concrete core area;Aas..-supporting area of floor slab on the wall;A----rib area of concrete hollow floor slab supported on the wall:Ash----full section area of each leg of horizontal steel bar;S----spacing of horizontal steel bar;
Asv----full section area of each leg of vertical steel bar of connecting beam;nk, n ----concrete pins and number of nodes in joints;Ak, A -The shear area of a single pin or node; As1-----the anchor steel bar area of the inner wall panel; As2-----the anchor steel bar area of the outer wall panel. Calculation coefficient
YRE-----bearing capacity seismic adjustment coefficient; α1, α max-----horizontal earthquake influence coefficient and its maximum value; n------local amplification coefficient of earthquake effect; α------reduction coefficient of shear span ratio on concrete shear strength: in-----shear span ratio of calculated section;
-----axial force influence coefficient or "shear-------friction" coefficient; in----stability coefficient of compression member;
-----group key joint working coefficient;
β1------joint strength reduction coefficient.
Chapter 1 General Provisions
Article 1.0.1 In order to achieve advanced technology, economic rationality, safety and applicability, ensure quality, give full play to the advantages of large-panel buildings in the design and construction of prefabricated large-panel residential buildings, and promote the development of building industrialization, this code is specially formulated.
Article 1.0.2 This code applies to large-panel residential buildings with a seismic fortification intensity of 8 degrees or less and a load-bearing wall spacing of no more than 3.9m; when the large-space plan for the ground floor and corresponding structural measures are adopted, it is also applicable to public buildings such as office buildings and shops.
Article 1.0.3 The design of large-panel residential buildings shall meet the following requirements: 1. Large-sized panels shall be used for load-bearing components of walls, floors, and roofs, and medium-sized panels may be used for some oversized panels;
2. The structural system may adopt a fully assembled large-panel structural system; the inner-panel and outer-brick structural system of some existing walls: vibrating brick-panel structural system: a structural system combining local cast-in-place concrete with assembled large panels: 3. The material of the panels may be ordinary concrete, lightweight aggregate concrete or fly ash concrete 4. The panels may be solid panels or hollow panels. The exterior wall can be made of single material or composite material wall panels: 5. Large-panel residential buildings with 7 floors or less should adopt a large-panel structural system with few reinforcements; large-panel residential buildings with 8 floors or more should adopt a reinforced concrete wall panel structural system. Note: A large-panel structure with a steel content of 0.10% to 0.15% calculated based on the full cross-sectional area of the wall (including vertical joints) is called a large-panel structure with few reinforcements.
Article 1.0.4 The number of floors of various large-panel buildings shall comply with the provisions of Table 1.0.4. For Class IV sites with an intensity of 8 degrees, the number of floors of large-panel buildings should not be higher than seven, and the ground floor space structure should not be used. Applicable number of floors for large-slab buildings
Seismic fortification requirements
According to earthquake resistance
8 degrees or
According to non-seismic design
Reinforced concrete
Earth wall bonding
≤12 floors
≤16 floors
≤16 floors
Ordinary concrete and
Light concrete structure
≤7 floors
≤7 floors
≤7 floors
Structure type
Small reinforcement and large Plate structure
Inner plate and outer brick
《7 floors
≤7 floors
≤7 floors
Vibrating brick plate
≤5 floors
≤5 floors
Fly ash concrete
Soil structure
≤6 floors
≤6 floors
≤6 floors
Note: On the basis of scientific research results, after calculation and taking corresponding structural measures, the number of floors of the building can be appropriately increased.
Article 1.0.5 Standardized and serialized design methods should be adopted for assembled large-panel residential buildings, and complete sets of design documents for design, production, construction and installation should be compiled.
Article 1.0.6 In addition to implementing this code, the design and construction of large-panel residential buildings shall also comply with the provisions of the current "Building Structure Load Code" GBJ9, "Building Seismic Design Code" GBJ11, "Concrete Structure Design Code" GBJ10, "Concrete Structure Engineering Construction and Acceptance Code" GBJ204 and other relevant standards. The thermal design of large-panel residential buildings shall comply with the requirements of the current standard "Civil Building Thermal Design Code" JGJ24, and the heating large-panel residential buildings shall comply with the requirements of the current standard "Civil Building Energy Saving Design Standard" (Heating Residential Building Part) JGJ26. Article 2.0.1
Chapter 2 Materials
The various calculation indicators of ordinary concrete shall comply with the provisions of Table 2.0.1. For hollow wall panels, the concrete axial compressive strength value calculated according to the net section shall be multiplied by the reduction factor 0.8. The shear modulus of ordinary concrete Gc=0.4Ec. The strength of the wall panels formed by vertical formwork shall be multiplied by the reduction factor of 0.85 according to the values listed in the table. Standard strength value, design value (N/mm2) and elastic modulus (kN/mm2) of ordinary concrete
Indicator name
Axial compression
Flexural compression
Elastic modulus
Concrete strength grade
Article 2.0.2
The various calculation indicators of light aggregate concrete shall comply with the provisions of the current industry standard "Technical Code for Light Aggregate Concrete" JGJ51.
Article 2.0.3 The various calculation indicators of clay brick and porous brick vibrating brick wall shall comply with Table 2.0.3. The shear modulus of the vibrating brick wall is G = 0.4E. The mass density of the vibrating brick wall (clay and porous brick) can be adopted as 2.0t/m3. The various calculation indicators of clay brick masonry should comply with the provisions of the current national standards "Code for Design of Masonry Structures" GBJ3 and "Code for Seismic Design of Buildings" GBJ11. Standard value, design value (N/mm2) and elastic modulus (kN/mm2) of strength of clay brick and porous brick vibrating brick wall Index name
Axial compression
Bending compression
Axial tension
Elastic modulus
Note: The porosity of porous bricks should be less than 30%, and the axis of the hole should be perpendicular to the compression surface of the wall. When this requirement is not met, the calculation indicators should be determined by experimental research
Article 2.0.4 The various calculation indicators of steam-cured fly ash concrete must be determined through a large number of test statistics according to the different raw materials and production processes used.
Article 2.0.5 The calculation indexes of steel bars shall comply with the provisions of Table 2.0.5. Standard strength values, design values (N/mm2) and elastic modulus (kN/mm2) of steel bars (steel wires)
Types of steel bars
Grade I steel bars
Cold drawn grade I steel bars (d≤12)
Grade I steel bars
Grade B cold drawn low carbon
Steel wire Φ3～Φ5
d≤25
d=28～ 40
For welding skeleton
and welding net
For tying skeleton
and tying net
Standard value of strength
Chapter III
Tensile strength
Design value fy
Architectural design
Section I General requirements
Compressive strength
Design value fy
Modulus of elasticity
Article 3.1.1 The design of large-slab residential buildings shall comply with the requirements of the current national standard "Residential Building Design Code" GBJ96 and other relevant specifications. And the basic rooms, connection structures, components, accessories and equipment pipelines shall be standardized and serialized, and the principle of fewer specifications and more combinations shall be adopted to form a diversified residential building series. Article 3.1.2
Principle requirements.
Article 3.1.3
Article 3.1.4
Article 3.1.5
For large-panel buildings with earthquake-resistant design requirements, the building size, layout and structure shall comply with the earthquake-resistant design. Heating. Kitchens and bathrooms of large-panel residential buildings shall be equipped with effective ventilation facilities. In order to adapt to the changes in building types and construction needs, spare door openings should be set on the partition walls. When fixing various building decorations and equipment, expansion bolts should be used for fixing or nailing, bonding, etc. Article 3.1.6. Rooms of large-panel residential buildings should be equipped with mirror hanging lines. Article 3.1.7 Indoor wires of large-panel buildings should be laid in special cavity skirting wire troughs or cavity mirror hanging wire troughs (Figure 3.1.7). Electrical pipelines should not be laid in horizontal joints and vertical joints. Concrete nails
Cement
Screws
Concrete lines
Floor or ground
Figure 3.1.7 Schematic diagram of plastic skirting wire troughs and mirror hanging wire troughs (a) Profile skirting wire fine, (b) Plastic mirror hanging wire fine Section 2 External wall panels
Article 3.2.1 The design of external wall panels and their joints should meet the requirements of structure, thermal engineering, waterproofing, fire prevention and architectural decoration. And comprehensive consideration should be given to local materials, production and construction conditions. Article 3.2.2 Heating When composite external wall panels are used in large-panel residential buildings, in addition to the concrete ribs that are allowed to penetrate around the door and window openings, a continuous insulation layer should be used. The thickness of the insulation layer shall not be less than 40mm, and lightweight, high-efficiency, and low-water-absorption insulation materials should be used. When the wet composite process is used, the weight moisture content of the insulation material shall not be greater than 10%. In ribless composite wall panels, the connecting iron parts that pass through the insulation layer must take anti-rust measures equivalent to the durability of the structure. Article 3.2.3 The joints of the exterior wall panels of large-panel residential buildings (including vertical and horizontal joints at the base, eaves, etc.) must be insulated, and the inner surface temperature must be ensured to be higher than the indoor air dew point temperature. Article 3.2.4 The joints of the exterior wall panels of large-panel residential buildings (including vertical, horizontal and cross joints at parapets, balconies, bases, etc.) and windows must be waterproofed. And according to the characteristics of the joints in different parts and the local wind and rain conditions, a waterproof system combining structural waterproofing, material waterproofing, or structural waterproofing and material waterproofing should be selected. Article 3.2.5 When the joints of the exterior wall panels are waterproofed, the horizontal joints should be tongue-and-groove joints or high-low joints. Flat joints can be used in areas with little rainfall (Figure 3.2.5-1). The vertical joints should be double straight groove joints. Single inclined groove joints can be used in areas with little rainfall (Figure 3.2.52). The detailed dimensions of the joints should comply with the provisions in the figure. The height h of the waterproof cavity in the figure should be calculated according to the following formula and should not be less than 30mm. h≥y?
h------Height of waterproof cavity (Figure 3.2.5--1), mm; (3.2.5)
V------Maximum wind speed at the ground at the maximum hourly rainfall at 10m above the ground once in 30 years, m/s; 209
>20 cars
Figure 3.2.5-1 Waterproofing method of horizontal joint structure
(a) Tongue-and-groove joint (6) High-low joint, (e) Flat joint For high-rise buildings, the above wind speed value should be based on the maximum height of the building multiplied by the square root of the coefficient of change of wind pressure height, (μz, see the national standard "Code for Loads on Building Structures" GBJ9 for details). Article 3.2.6 When waterproofing materials are used for the joints of external wall panels, caulking materials with reliable waterproof performance must be used. The width of the board joint should not be greater than 20mm, and the caulking depth of the waterproof material should not be less than 20mm. For medium and low-grade caulking materials, a cement mortar protective layer should be hooked on the outside of the caulking material, and its thickness shall not be less than 15mm. For high-grade caulking materials, no protective layer is required on the outside.
Note: The caulking material shall meet the waterproof requirements of the joint in terms of elasticity, plasticity, durability, heat resistance, frost resistance, adhesion, crack resistance, etc.
Section 3 Interior wall panels, partition boards, floor panels
Article 3.3.1
Meet the following requirements:
The design of interior wall panels shall meet the requirements of structure, sound insulation and fire protection. The design of electrical and pipelines on the wall panels shall be: 1. Concealed electrical equipment on both sides of the partition wall shall not be connected; 2. Sealing measures must be taken when the heating horizontal pipe passes through the partition wall: 3. Electrical switches or junction boxes shall not be buried in the steel bar anchorage area of the interior wall panels and the door and window lintels of the wall panels. Article 3.3.2 The heat transfer resistance of the inner wall panels of the stairwell of a large-panel residential building shall not be less than 70% of the heat transfer resistance of the outer wall panels.
Article 3.3.3 The partition board should reduce its own weight, meet the sound insulation requirements when used as a partition wall, and meet the waterproof requirements when used as a partition of humid rooms such as kitchens and bathrooms. Its connection with the main structure should be strengthened in earthquake zones. Article 3.3.4 When equipment pipes pass through the floor slab, waterproof and sound insulation sealing measures must be taken. Waterproof flange sleeves should be embedded in the floor slab or other effective waterproof measures should be taken. Article 3.3.5 Waterproof measures should be taken for the joints between floor slabs and floor slabs and between floor slabs and wall panels. A drip line should be set at the bottom of the board along the front edge and both sides of the balcony slab.
Article 3.3.6 In severe cold areas, the thermal bridge parts caused by exposed cantilever components should be properly insulated. Section 4 Decoration and Finishing
Article 3.4.1 Building decoration and finishing should be based on local conditions and adopt durable and non-polluting materials and practices, and reflect the characteristics of large-panel buildings.
Article 3.4.2 The exterior wall exterior finishing should be completed in the component factory. Article 3.4.3 The components, accessories and joints of large-panel buildings should have a flat surface. Chapter 4
Structural Design
Section 1 Structural Layout
Article 4.1.1
Consider the influence of torsion.
The building shape and wall layout should be uniform and symmetrical. When the layout is uneven or asymmetrical, the design should be Article 4.1.2 The ratio of the building height H (the total building height from the outdoor ground to the eaves) to the building calculation width B should not be greater than 4. The value of the calculated width B of a building shall comply with the following provisions: 1. If the floor plan of the house is rectangular, the actual width shall be used as the value (Figure 4.1.2a); a
Value of building width B
2. If the floor plan of the house is L-shaped, when the ratio of the length b of the protruding part to the total length L of the house is greater than or equal to 1/3, the width B1 of the wider part of the house shall be used as the value; when it is less than 1/3, the width B2 of the narrower part of the house shall be used as the value (Figure 4.1.2b); 3. When the house is misjoined on the plane, the lap length shall not be less than the width of the house, and the length of the part other than the lap shall not be greater than twice the width of the house. The calculated width B shall be used as the total width of the lap (Figure 4.1.2c) 4. If the floor plan of the house is cross-shaped or Y-shaped, the value shall be used as the size of the widest part of the house (Figure 4.1.2f, e) 5. If the floor plan of the house is I-shaped or II-shaped, the ratio of the rib length 1 to its width b shall be less than or equal to 4, and the calculated width shall be used as the width of the wider part of the house (Figure 4.1.2f, g). No.4.Article 1.3 The plane layout of the wall should be aligned and connected. The first inner transverse wall at the end of the building should not be interrupted in the earthquake-resistant design. The layout of reinforced concrete and lightly reinforced concrete large slab walls should comply with the provisions of Table 4.1.3. When other materials with lower elastic modulus are used to make wall panels, the wall penetration layout should be appropriately increased compared to the values specified in Table 4.1.3. Requirements for wall arrangement of reinforced concrete and lightly reinforced concrete slab buildingsSeismic fortification requirements
Seismic design
Non-seismic design
Total number of floors
≤7 floors
≥8 floors
≤7 floors
≥8 floors
≤7 floors
≥8 floors
Percentage of transverse walls penetrating along the full
width of the building
≥ 65 %
≥ 80 %
≥50 %
≥ 65 %
≥ 40 %
≥ 50 %
≥ 40 %
≥ 50 %
Position of longitudinal walls
There should be no less than two longitudinal walls running through the entire length of the building, of which at least one should be included
Inner longitudinal wall
There should be no less than one inner longitudinal wall
There should be no less than one inner longitudinal wall
There should be no less than one inner longitudinal wall
Article 4.1.4 The longitudinal and transverse walls of each floor should be straight from the bottom floor to the top floor to avoid sudden changes in structural stiffness along the vertical direction.
Article 4.1.5 The large slab structure of the large space on the bottom floor should meet the following requirements: 1. The first floor should adopt a cast-in-place reinforced concrete frame-shear wall structure. For high-rise large-slab buildings designed for earthquake resistance of 7 and 8 degrees, the bays at both ends of the first floor should be set as closed cast-in-place reinforced concrete simple bodies, and the spacing of the ground-to-ground shear walls should not be greater than 20m. The second-floor walls of high-rise large-slab buildings should also be cast-in-place reinforced concrete shear walls, and should be arranged symmetrically in the plane, and the concrete strength grade should be improved to increase the integrity of the structure and reduce the inter-layer stiffness ratio of the vertical structure. The inter-layer stiffness ratio r of the vertical structure of the first and second floors should not be greater than 1.5 according to seismic design and not greater than 2.0 according to non-seismic design. The inter-layer stiffness ratio r is calculated according to the following formula:
r= G2A2hl
f=GAh2
A1=AWi+0.12AC
Ａ2= Ａw2
(4.1.5—1)
(4.15—2)
(4.1.5—3)
In the formula, G1, G2 are the shear modulus of the shear wall concrete on the first and second floors; A1, A2 are the reduced shear cross-sectional areas on the first and second floors; AW1, AW2 are the net cross-sectional areas of the webs of all shear walls on the first and second floors; AC are the cross-sectional areas of all frame columns on the first floor; h1, h2 are the floor heights of the first and second floors. 2. Floor slabs for transmitting shear force in large space structures at the bottom: Frame-supported large slab buildings with eight or more floors should adopt cast-in-place concrete structures; large slab buildings with seven or fewer floors can adopt cast-in-place concrete structures or composite assembled integral structures.
Article 4.1.6 High-rise large slab buildings designed for earthquake resistance should be equipped with basements. When a large slab building is partially equipped with a basement, a settlement joint should be set between the part with the basement and the part without the basement. Article 4.1.7 The floor slabs of large slab buildings designed for earthquake resistance should not be set at the end of the building or close to the deformation joint. Walls should be set around the staircase, and no one side should be knocked open, and the overall connection between the staircase components and between the staircase components and the adjacent walls should be strengthened.
Article 4.1.8 The setting of door and window openings should meet the following requirements: 1. Door and window openings should be evenly arranged:
2. Openings should not be opened at the ends of the longitudinal and transverse walls designed for earthquake resistance. When an opening must be made, the distance between the opening and the end of the house should not be less than 2000mm on the inner longitudinal wall, 500mm on the outer longitudinal wall, 300mm on the inner transverse wall, and 800mm on the outer transverse wall (Figure 4.1.8); 500
Outer longitudinal wall
>2000-+
Inner longitudinal wall
Inner longitudinal wall
Inner longitudinal increase
Outer longitudinal wall
Figure 418 Large-panel building door and window openings Door cloth Y
3. For large-panel buildings with an outer corridor, the outer corridor and the main structure should be connected as a whole. Article 4.1.9 Large-panel buildings should ensure that the structure has sufficient integrity and ductility from the aspects of structural layout, node joint structure, etc., to avoid the continuous collapse of the building under accidental action. Section 2 Component Design
Article 4.2.1 Wall panels should be divided into blocks according to the room's span and depth, and floor and roof panels should be designed as prefabricated components with one block for each room. When the weight of the component is too large, the wall panels, floor and roof panels can also be designed as two blocks for each room. However, the joint positions of the wall panels must be staggered with the joint positions of the floor and roof panels. When the horizontal distance of the staggered joints is less than 400mm, a wide joint of cast-in-place concrete should be designed to connect them as a whole, and anchor steel bars should be set in the joints. Article 4.2.2 When designed for earthquake resistance, cantilever structures such as balconies and eaves should be designed as a whole large component with floor and roof panels. Otherwise, the cantilever components must be connected to the floor and roof panels by reliable welding or anchoring. Section 3 Connection Structure
Article 4.3.1 The design of nodes and joints should meet the structural bearing capacity requirements and ensure the integrity and spatial stiffness of the building. The structure should also have good ductility for earthquake-resistant design. Article 4.3.2 The design of nodes and joints should be simple in structure, with clear forces, convenient for construction, and ensure that the joints meet the requirements of physical properties such as building insulation, waterproofing and sound insulation. The waterproof or thermal insulation structure should not reduce the contact area for transmitting internal forces in the wall panel joints too much, and the wall panels should not produce large eccentric compression on both sides under the conditions of lateral action combination. Article 4.3.3 The components should leave exposed steel bars or embedded parts at the periphery and corners, and weld adjacent components to each other. Structural steel bars, welded steel plates and component hanging rings and other iron parts should be set together, and the iron parts should be treated with anti-corrosion. Section 4 Deformation Joints and Foundations
Article 4.4.1 The setting of deformation joints shall meet the following requirements: 1. Seismic joints, expansion joints and settlement joints shall be set together. Width of seismic joints: When the design intensity is 6 or 7 degrees, the width of the joint shall not be less than H/300; when the design intensity is 8 degrees, the width of the joint shall not be less than H/200, and both shall not be less than 60mm; 2. Double walls must be set at the deformation joints; 3. The distance between the expansion joints of fully assembled large-panel buildings shall not be greater than 65mm. Note: (1) Deformation joints are the general term for seismic joints, expansion joints and settlement joints: (2) H is the total height of the lower building on both sides of the seismic joint. Article 4.4.2 The basement of a high-rise large-panel building shall be designed as a cast-in-place reinforced concrete box foundation. Article 4.4.3 When a strip foundation is used, a reinforced concrete ring beam shall be set at the top of the foundation. The cross-sectional size and reinforcement amount of the ring beam shall be determined comprehensively based on the foundation soil quality, seismic requirements and thermal requirements. Article 4.4.4 The foundation wall shall have sufficient out-of-plane stiffness. When designed for seismic resistance, the foundation burial depth calculated from the outdoor ground should not be less than 1/12 of the total building height. Chapter 5 Basic Structural Calculations
Article 5.0.1 Structures, components, connection nodes, and joints shall be subject to the following calculations and verifications according to the requirements of the ultimate state of bearing capacity and the ultimate state of normal use: 1. The bearing capacity (including buckling instability) of structures, components, and node joints shall be calculated. The overturning of the structure shall also be verified for high-rise buildings:
2. The deformation of structures and components that need to control the deformation value according to the action conditions shall be verified. For high-rise buildings, the horizontal displacement shall be verified;
3. For components that do not allow concrete cracks to appear according to the use conditions, crack resistance verification shall be carried out: For components that need to limit the crack width during use, the crack width verification shall be carried out: 4. Prefabricated components shall also be subject to bearing capacity and crack control verification during the construction stages such as demoulding, lifting, transportation and installation. Article 5.0.2 The bearing capacity of structural components and node joints shall be calculated according to the following formula:3 The values specified in the regulations shall be increased appropriately. Requirements for wall arrangement of reinforced concrete and lightly reinforced concrete slab buildings Earthquake-resistant requirements
Earthquake-resistant design
Non-seismic design
Total number of floors
≤7 floors
≥8 floors
≤7 floors
≥8 floors
≤7 floors
≥8 floors
Percentage of transverse walls penetrating along the full
width of the building
≥ 65 %
≥ 80 %
≥50 %
≥ 65 %
≥ 40 %
≥ 50 %
≥ 40 %
≥ 50 %
Position of longitudinal walls
There should be no less than two longitudinal walls running through the entire length of the building, of which at least one should be included
Inner longitudinal wall
There should be no less than one inner longitudinal wall
There should be no less than one inner longitudinal wall
There should be no less than one inner longitudinal wall
Article 4.1.4 The longitudinal and transverse walls of each floor should be straight from the bottom floor to the top floor to avoid sudden changes in structural stiffness along the vertical direction.
Article 4.1.5 The large slab structure of the large space on the bottom floor should meet the following requirements: 1. The first floor should adopt a cast-in-place reinforced concrete frame-shear wall structure. For high-rise large-slab buildings designed for earthquake resistance of 7 and 8 degrees, the bays at both ends of the first floor should be set as closed cast-in-place reinforced concrete simple bodies, and the spacing of the ground-to-ground shear walls should not be greater than 20m. The second-floor walls of high-rise large-slab buildings should also be cast-in-place reinforced concrete shear walls, and should be arranged symmetrically in the plane, and the concrete strength grade should be improved to increase the integrity of the structure and reduce the inter-layer stiffness ratio of the vertical structure. The inter-layer stiffness ratio r of the vertical structure between the first and second floors should not be greater than 1.5 according to seismic design and not greater than 2.0 according to non-seismic design. The inter-layer stiffness ratio r is calculated according to the following formula:bzxZ.net
r= G2A2hl
f=GAh2
A1=AWi+0.12AC
Ａ2= Ａw2
(4.1.5—1)
(4.15—2)
(4.1.5—3)
In the formula, G1, G2 are the shear modulus of the shear wall concrete on the first and second floors; A1, A2 are the reduced shear cross-sectional areas on the first and second floors; AW1, AW2 are the net cross-sectional areas of the webs of all shear walls on the first and second floors; AC are the cross-sectional areas of all frame columns on the first floor; h1, h2 are the floor heights of the first and second floors. 2. Floor slabs for transmitting shear force in large space structures at the bottom: Frame-supported large slab buildings with eight or more floors should adopt cast-in-place concrete structures; large slab buildings with seven or fewer floors can adopt cast-in-place concrete structures or composite assembled integral structures.
Article 4.1.6 High-rise large slab buildings designed for earthquake resistance should be equipped with basements. When a large slab building is partially equipped with a basement, a settlement joint should be set between the part with the basement and the part without the basement. Article 4.1.7 The floor slabs of large slab buildings designed for earthquake resistance should not be set at the end of the building or close to the deformation joint. Walls should be set around the staircase, and no one side should be knocked open, and the overall connection between the staircase components and between the staircase components and the adjacent walls should be strengthened.
Article 4.1.8 The setting of door and window openings should meet the following requirements: 1. Door and window openings should be evenly arranged:
2. Openings should not be opened at the ends of the longitudinal and transverse walls designed for earthquake resistance. When an opening must be made, the distance between the opening and the end of the house should not be less than 2000mm on the inner longitudinal wall, 500mm on the outer longitudinal wall, 300mm on the inner transverse wall, and 800mm on the outer transverse wall (Figure 4.1.8); 500
Outer longitudinal wall
>2000-+
Inner longitudinal wall
Inner longitudinal wall
Inner longitudinal increase
Outer longitudinal wall
Figure 418 Large-panel building door and window openings Door cloth Y
3. For large-panel buildings with an outer corridor, the outer corridor and the main structure should be connected as a whole. Article 4.1.9 Large-panel buildings should ensure that the structure has sufficient integrity and ductility from the aspects of structural layout, node joint structure, etc., to avoid the continuous collapse of the building under accidental action. Section 2 Component Design
Article 4.2.1 Wall panels should be divided into blocks according to the room's span and depth, and floor and roof panels should be designed as prefabricated components with one block for each room. When the weight of the component is too large, the wall panels, floor and roof panels can also be designed as two blocks for each room. However, the joint positions of the wall panels must be staggered with the joint positions of the floor and roof panels. When the horizontal distance of the staggered joints is less than 400mm, a wide joint of cast-in-place concrete should be designed to connect them as a whole, and anchor steel bars should be set in the joints. Article 4.2.2 When designed for earthquake resistance, cantilever structures such as balconies and eaves should be designed as a whole large component with floor and roof panels. Otherwise, the cantilever components must be connected to the floor and roof panels by reliable welding or anchoring. Section 3 Connection Structure
Article 4.3.1 The design of nodes and joints should meet the structural bearing capacity requirements and ensure the integrity and spatial stiffness of the building. The structure should also have good ductility for earthquake-resistant design. Article 4.3.2 The design of nodes and joints should be simple in structure, with clear forces, convenient for construction, and ensure that the joints meet the requirements of physical properties such as building insulation, waterproofing and sound insulation. The waterproof or thermal insulation structure should not reduce the contact area for transmitting internal forces in the wall panel joints too much, and the wall panels should not produce large eccentric compression on both sides under the conditions of lateral action combination. Article 4.3.3 The components should leave exposed steel bars or embedded parts at the periphery and corners, and weld adjacent components to each other. Structural steel bars, welded steel plates and component hanging rings and other iron parts should be set together, and the iron parts should be treated with anti-corrosion. Section 4 Deformation Joints and Foundations
Article 4.4.1 The setting of deformation joints shall meet the following requirements: 1. Seismic joints, expansion joints and settlement joints shall be set together. Width of seismic joints: When the design intensity is 6 or 7 degrees, the width of the joint shall not be less than H/300; when the design intensity is 8 degrees, the width of the joint shall not be less than H/200, and both shall not be less than 60mm; 2. Double walls must be set at the deformation joints; 3. The distance between the expansion joints of fully assembled large-panel buildings shall not be greater than 65mm. Note: (1) Deformation joints are the general term for seismic joints, expansion joints and settlement joints: (2) H is the total height of the lower building on both sides of the seismic joint. Article 4.4.2 The basement of a high-rise large-panel building shall be designed as a cast-in-place reinforced concrete box foundation. Article 4.4.3 When a strip foundation is used, a reinforced concrete ring beam shall be set at the top of the foundation. The cross-sectional size and reinforcement amount of the ring beam shall be determined comprehensively based on the foundation soil quality, seismic requirements and thermal requirements. Article 4.4.4 The foundation wall shall have sufficient out-of-plane stiffness. When designed for seismic resistance, the foundation burial depth calculated from the outdoor ground should not be less than 1/12 of the total building height. Chapter 5 Basic Structural Calculations
Article 5.0.1 Structures, components, connection nodes, and joints shall be subject to the following calculations and verifications according to the requirements of the ultimate state of bearing capacity and the ultimate state of normal use: 1. The bearing capacity (including buckling instability) of structures, components, and node joints shall be calculated. The overturning of the structure shall also be verified for high-rise buildings:
2. The deformation of structures and components that need to control the deformation value according to the action conditions shall be verified. For high-rise buildings, the horizontal displacement shall be verified;
3. For components that do not allow concrete cracks to appear according to the use conditions, crack resistance verification shall be carried out: For components that need to limit the crack width during use, the crack width verification shall be carried out: 4. Prefabricated components shall also be subject to bearing capacity and crack control verification during the construction stages such as demoulding, lifting, transportation and installation. Article 5.0.2 The bearing capacity of structural components and node joints shall be calculated according to the following formula:3 The values specified in the regulations shall be increased appropriately. Requirements for wall arrangement of reinforced concrete and lightly reinforced concrete slab buildings Earthquake-resistant requirements
Earthquake-resistant design
Non-seismic design
Total number of floors
≤7 floors
≥8 floors
≤7 floors
≥8 floors
≤7 floors
≥8 floors
Percentage of transverse walls penetrating along the full
width of the building
≥ 65 %
≥ 80 %
≥50 %
≥ 65 %
≥ 40 %
≥ 50 %
≥ 40 %
≥ 50 %
Position of longitudinal walls
There should be no less than two longitudinal walls running through the entire length of the building, of which at least one should be included
Inner longitudinal wall
There should be no less than one inner longitudinal wall
There should be no less than one inner longitudinal wall
There should be no less than one inner longitudinal wall
Article 4.1.4 The longitudinal and transverse walls of each floor should be straight from the bottom floor to the top floor to avoid sudden changes in structural stiffness along the vertical direction.
Article 4.1.5 The large slab structure of the large space on the bottom floor should meet the following requirements: 1. The first floor should adopt a cast-in-place reinforced concrete frame-shear wall structure. For high-rise large-slab buildings designed for earthquake resistance of 7 and 8 degrees, the bays at both ends of the first floor should be set as closed cast-in-place reinforced concrete simple bodies, and the spacing of the ground-to-ground shear walls should not be greater than 20m. The second-floor walls of high-rise large-slab buildings should also be cast-in-place reinforced concrete shear walls, and should be arranged symmetrically in the plane, and the concrete strength grade should be improved to increase the integrity of the structure and reduce the inter-layer stiffness ratio of the vertical structure. The inter-layer stiffness ratio r of the vertical structure of the first and second floors should not be greater than 1.5 according to seismic design and not greater than 2.0 according to non-seismic design. The inter-layer stiffness ratio r is calculated according to the following formula:
r= G2A2hl
f=GAh2
A1=AWi+0.12AC
Ａ2= Ａw2
(4.1.5—1)
(4.15—2)
(4.1.5—3)
In the formula, G1, G2 are the shear modulus of the shear wall concrete on the first and second floors; A1, A2 are the reduced shear cross-sectional areas on the first and second floors; AW1, AW2 are the net cross-sectional areas of the webs of all shear walls on the first and second floors; AC are the cross-sectional areas of all frame columns on the first floor; h1, h2 are the floor heights of the first and second floors. 2. Floor slabs for transmitting shear force in large space structures at the bottom: Frame-supported large slab buildings with eight or more floors should adopt cast-in-place concrete structures; large slab buildings with seven or fewer floors can adopt cast-in-place concrete structures or composite assembled integral structures.
Article 4.1.6 High-rise large slab buildings designed for earthquake resistance should be equipped with basements. When a large slab building is partially equipped with a basement, a settlement joint should be set between the part with the basement and the part without the basement. Article 4.1.7 The floor slabs of large slab buildings designed for earthquake resistance should not be set at the end of the building or close to the deformation joint. Walls should be set around the staircase, and no one side should be knocked open, and the overall connection between the staircase components and between the staircase components and the adjacent walls should be strengthened.
Article 4.1.8 The setting of door and window openings should meet the following requirements: 1. Door and window openings should be evenly arranged:
2. Openings should not be opened at the ends of the longitudinal and transverse walls designed for earthquake resistance. When an opening must be made, the distance between the opening and the end of the house should not be less than 2000mm on the inner longitudinal wall, 500mm on the outer longitudinal wall, 300mm on the inner transverse wall, and 800mm on the outer transverse wall (Figure 4.1.8); 500
Outer longitudinal wall
>2000-+
Inner longitudinal wall
Inner longitudinal wall
Inner longitudinal increase
Outer longitudinal wall
Figure 418 Large-panel building door and window openings Door cloth Y
3. For large-panel buildings with an outer corridor, the outer corridor and the main structure should be connected as a whole. Article 4.1.9 Large-panel buildings should ensure that the structure has sufficient integrity and ductility from the aspects of structural layout, node joint structure, etc., to avoid the continuous collapse of the building under accidental action. Section 2 Component Design
Article 4.2.1 Wall panels should be divided into blocks according to the room's span and depth, and floor and roof panels should be designed as prefabricated components with one block for each room. When the weight of the component is too large, the wall panels, floor and roof panels can also be designed as two blocks for each room. However, the joint positions of the wall panels must be staggered with the joint positions of the floor and roof panels. When the horizontal distance of the staggered joints is less than 400mm, a wide joint of cast-in-place concrete should be designed to connect them as a whole, and anchor steel bars should be set in the joints. Article 4.2.2 When designed for earthquake resistance, cantilever structures such as balconies and eaves should be designed as a whole large component with floor and roof panels. Otherwise, the cantilever components must be connected to the floor and roof panels by reliable welding or anchoring. Section 3 Connection Structure
Article 4.3.1 The design of nodes and joints should meet the structural bearing capacity requirements and ensure the integrity and spatial stiffness of the building. The structure should also have good ductility for earthquake-resistant design. Article 4.3.2 The design of nodes and joints should be simple in structure, with clear forces, convenient for construction, and ensure that the joints meet the requirements of physical properties such as building insulation, waterproofing and sound insulation. The waterproof or thermal insulation structure should not reduce the contact area for transmitting internal forces in the wall panel joints too much, and the wall panels should not produce large eccentric compression on both sides under the conditions of lateral action combination. Article 4.3.3 The components should leave exposed steel bars or embedded parts at the periphery and corners, and weld adjacent components to each other. Structural steel bars, welded steel plates and component hanging rings and other iron parts should be set together, and the iron parts should be treated with anti-corrosion. Section 4 Deformation Joints and Foundations
Article 4.4.1 The setting of deformation joints shall meet the following requirements: 1. Seismic joints, expansion joints and settlement joints shall be set together. Width of seismic joints: When the design intensity is 6 or 7 degrees, the width of the joint shall not be less than H/300; when the design intensity is 8 degrees, the width of the joint shall not be less than H/200, and both shall not be less than 60mm; 2. Double walls must be set at the deformation joints; 3. The distance between the expansion joints of fully assembled large-panel buildings shall not be greater than 65mm. Note: (1) Deformation joints are the general term for seismic joints, expansion joints and settlement joints: (2) H is the total height of the lower building on both sides of the seismic joint. Article 4.4.2 The basement of a high-rise large-panel building shall be designed as a cast-in-place reinforced concrete box foundation. Article 4.4.3 When a strip foundation is used, a reinforced concrete ring beam shall be set at the top of the foundation. The cross-sectional size and reinforcement amount of the ring beam shall be determined comprehensively based on the foundation soil quality, seismic requirements and thermal requirements. Article 4.4.4 The foundation wall shall have sufficient out-of-plane stiffness. When designed for seismic resistance, the foundation burial depth calculated from the outdoor ground should not be less than 1/12 of the total building height. Chapter 5 Basic Structural Calculations
Article 5.0.1 Structures, components, connection nodes, and joints shall be subject to the following calculations and verifications according to the requirements of the ultimate state of bearing capacity and the ultimate state of normal use: 1. The bearing capacity (including buckling instability) of structures, components, and node joints shall be calculated. The overturning of the structure shall also be verified for high-rise buildings:
2. The deformation of structures and components that need to control the deformation value according to the action conditions shall be verified. For high-rise buildings, the horizontal displacement shall be verified;
3. For components that do not allow concrete cracks to appear according to the use conditions, crack resistance verification shall be carried out: For components that need to limit the crack width during use, the crack width verification shall be carried out: 4. Prefabricated components shall also be subject to bearing capacity and crack control verification during the construction stages such as demoulding, lifting, transportation and installation. Article 5.0.2 The bearing capacity of structural components and node joints shall be calculated according to the following formula:The large slab structure of the 5 large spaces on the ground floor should meet the following requirements: 1. The first floor should adopt a cast-in-place reinforced concrete frame-shear wall structure. For high-rise large-slab buildings designed for earthquake resistance of 7 and 8 degrees, the bays at both ends of the first floor should be set as closed cast-in-place reinforced concrete simple bodies, and the spacing of the ground-to-ground shear walls should not be greater than 20m. The second-floor walls of high-rise large-slab buildings should also adopt cast-in-place reinforced concrete shear walls, and should be arranged symmetrically in the plane, and their concrete strength grade should be improved and the integrity of the structure should be increased, and the inter-layer stiffness ratio of the vertical structure should be reduced. The inter-layer stiffness ratio r of the vertical structure of the first and second floors shall not be greater than 1.5 according to earthquake-resistant design; and not greater than 2.0 according to non-seismic design. The inter-layer stiffness ratio r is calculated according to the following formula:
r= G2A2hl
f=GAh2
A1=AWi+0.12AC
Ａ2= Ａw2
(4.1.5—1)
(4.15—2)
(4.1.5—3)
In the formula, G1, G2 are the shear modulus of the shear wall concrete on the first and second floors; A1, A2 are the reduced shear cross-sectional areas on the first and second floors; AW1, AW2 are the net cross-sectional areas of the webs of all shear walls on the first and second floors; AC are the cross-sectional areas of all frame columns on the first floor; h1, h2 are the floor heights of the first and second floors. 2. Floor slabs for transmitting shear force in large space structures at the bottom: Frame-supported large slab buildings with eight or more floors should adopt cast-in-place concrete structures; large slab buildings with seven or fewer floors can adopt cast-in-place concrete structures or composite assembled integral structures.
Article 4.1.6 High-rise large slab buildings designed for earthquake resistance should be equipped with basements. When a large slab building is partially equipped with a basement, a settlement joint should be set between the part with the basement and the part without the basement. Article 4.1.7 The floor slabs of large slab buildings designed for earthquake resistance should not be set at the end of the building or close to the deformation joint. Walls should be set around the staircase, and no one side should be knocked open, and the overall connection between the staircase components and between the staircase components and the adjacent walls should be strengthened.
Article 4.1.8 The setting of door and window openings should meet the following requirements: 1. Door and window openings should be evenly arranged:
2. Openings should not be opened at the ends of the longitudinal and transverse walls designed for earthquake resistance. When an opening must be made, the distance between the opening and the end of the house should not be less than 2000mm on the inner longitudinal wall, 500mm on the outer longitudinal wall, 300mm on the inner transverse wall, and 800mm on the outer transverse wall (Figure 4.1.8); 500
Outer longitudinal wall
>2000-+
Inner longitudinal wall
Inner longitudinal wall
Inner longitudinal increase
Outer longitudinal wall
Figure 418 Large-panel building door and window openings Door cloth Y
3. For large-panel buildings with an outer corridor, the outer corridor and the main structure should be connected as a whole. Article 4.1.9 Large-panel buildings should ensure that the structure has sufficient integrity and ductility from the aspects of structural layout, node joint structure, etc., to avoid the continuous collapse of the building under accidental action. Section 2 Component Design
Article 4.2.1 Wall panels should be divided into blocks according to the room's span and depth, and floor and roof panels should be designed as prefabricated components with one block for each room. When the weight of the component is too large, the wall panels, floor and roof panels can also be designed as two blocks for each room. However, the joint positions of the wall panels must be staggered with the joint positions of the floor and roof panels. When the horizontal distance of the staggered joints is less than 400mm, a wide joint of cast-in-place concrete should be designed to connect them as a whole, and anchor steel bars should be set in the joints. Article 4.2.2 When designed for earthquake resistance, cantilever structures such as balconies and eaves should be designed as a whole large component with floor and roof panels. Otherwise, the cantilever components must be connected to the floor and roof panels by reliable welding or anchoring. Section 3 Connection Structure
Article 4.3.1 The design of nodes and joints should meet the structural bearing capacity requirements and ensure the integrity and spatial stiffness of the building. The structure should also have good ductility for earthquake-resistant design. Article 4.3.2 The design of nodes and joints should be simple in structure, with clear forces, convenient for construction, and ensure that the joints meet the requirements of physical properties such as building insulation, waterproofing and sound insulation. The waterproof or thermal insulation structure should not reduce the contact area for transmitting internal forces in the wall panel joints too much, and the wall panels should not produce large eccentric compression on both sides under the conditions of lateral action combination. Article 4.3.3 The components should leave exposed steel bars or embedded parts at the periphery and corners, and weld adjacent components to each other. Structural steel bars, welded steel plates and component hanging rings and other iron parts should be set together, and the iron parts should be treated with anti-corrosion. Section 4 Deformation Joints and Foundations
Article 4.4.1 The setting of deformation joints shall meet the following requirements: 1. Seismic joints, expansion joints and settlement joints shall be set together. Width of seismic joints: When the design intensity is 6 or 7 degrees, the width of the joint shall not be less than H/300; when the design intensity is 8 degrees, the width of the joint shall not be less than H/200, and both shall not be less than 60mm; 2. Double walls must be set at the deformation joints; 3. The distance between the expansion joints of fully assembled large-panel buildings shall not be greater than 65mm. Note: (1) Deformation joints are the general term for seismic joints, expansion joints and settlement joints: (2) H is the total height of the lower building on both sides of the seismic joint. Article 4.4.2 The basement of a high-rise large-panel building shall be designed as a cast-in-place reinforced concrete box foundation. Article 4.4.3 When a strip foundation is used, a reinforced concrete ring beam shall be set at the top of the foundation. The cross-sectional size and reinforcement amount of the ring beam shall be determined comprehensively based on the foundation soil quality, seismic requirements and thermal requirements. Article 4.4.4 The foundation wall shall have sufficient out-of-plane stiffness. When designed for seismic resistance, the foundation burial depth calculated from the outdoor ground should not be less than 1/12 of the total building height. Chapter 5 Basic Structural Calculations
Article 5.0.1 Structures, components, connection nodes, and joints shall be subject to the following calculations and verifications according to the requirements of the ultimate state of bearing capacity and the ultimate state of normal use: 1. The bearing capacity (including compression buckling instability) of structures, components, and node joints shall be calculated. The overturning of the structure shall also be verified for high-rise buildings:
2. The deformation of structures and components that need to control the deformation value according to the action conditions shall be verified. For high-rise buildings, the horizontal displacement shall be verified;
3. For components that do not allow concrete cracks to appear according to the use conditions, crack resistance verification shall be carried out: For components that need to limit the crack width during use, the crack width verification shall be carried out: 4. Prefabricated components shall also be subject to bearing capacity and crack control verification during the construction stages such as demoulding, lifting, transportation and installation. Article 5.0.2 The bearing capacity of structural components and node joints shall be calculated according to the following formula:The large slab structure of the 5 large spaces on the ground floor should meet the following requirements: 1. The first floor should adopt a cast-in-place reinforced concrete frame-shear wall structure. For high-rise large-slab buildings designed for earthquake resistance of 7 and 8 degrees, the bays at both ends of the first floor should be set as closed cast-in-place reinforced concrete simple bodies, and the spacing of the ground-to-ground shear walls should not be greater than 20m. The second-floor walls of high-rise large-slab buildings should also adopt cast-in-place reinforced concrete shear walls, and should be arranged symmetrically in the plane, and their concrete strength grade should be improved and the integrity of the structure should be increased, and the inter-layer stiffness ratio of the vertical structure should be reduced. The inter-layer stiffness ratio r of the vertical structure of the first and second floors shall not be greater than 1.5 according to earthquake-resistant design; and not greater than 2.0 according to non-seismic design. The inter-layer stiffness ratio r is calculated according to the following formula:
r= G2A2hl
f=GAh2
A1=AWi+0.12AC
Ａ2= Ａw2
(4.1.5—1)
(4.15—2)
(4.1.5—3)
In the formula, G1, G2 are the shear modulus of the shear wall concrete on the first and second floors; A1, A2 are the reduced shear cross-sectional areas on the first and second floors; AW1, AW2 are the net cross-sectional areas of the webs of all shear walls on the first and second floors; AC are the cross-sectional areas of all frame columns on the first floor; h1, h2 are the floor heights of the first and second floors. 2. Floor slabs for transmitting shear force in large space structures at the bottom: Frame-supported large slab buildings with eight or more floors should adopt cast-in-place concrete structures; large slab buildings with seven or fewer floors can adopt cast-in-place concrete structures or composite assembled integral structures.
Article 4.1.6 High-rise large slab buildings designed for earthquake resistance should be equipped with basements. When a large slab building is partially equipped with a basement, a settlement joint should be set between the part with the basement and the part without the basement. Article 4.1.7 The floor slabs of large slab buildings designed for earthquake resistance should not be set at the end of the building or close to the deformation joint. Walls should be set around the staircase, and no one side should be knocked open, and the overall connection between the staircase components and between the staircase components and the adjacent walls should be strengthened.
Article 4.1.8 The setting of door and window openings should meet the following requirements: 1. Door and window openings should be evenly arranged:
2. Openings should not be opened at the ends of the longitudinal and transverse walls designed for earthquake resistance. When an opening must be made, the distance between the opening and the end of the house should not be less than 2000mm on the inner longitudinal wall, 500mm on the outer longitudinal wall, 300mm on the inner transverse wall, and 800mm on the outer transverse wall (Figure 4.1.8); 500
Outer longitudinal wall
>2000-+
Inner longitudinal wall
Inner longitudinal wall
Inner longitudinal increase
Outer longitudinal wall
Figure 418 Large-panel building door and window openings Door cloth Y
3. For large-panel buildings with an outer corridor, the outer corridor and the main structure should be connected as a whole. Article 4.1.9 Large-panel buildings should ensure that the structure has sufficient integrity and ductility from the aspects of structural layout, node joint structure, etc., to avoid the continuous collapse of the building under accidental action. Section 2 Component Design
Article 4.2.1 Wall panels should be divided into blocks according to the room's span and depth, and floor and roof panels should be designed as prefabricated components with one block for each room. When the weight of the component is too large, the wall panels, floor and roof panels can also be designed as two blocks for each room. However, the joint positions of the wall panels must be staggered with the joint positions of the floor and roof panels. When the horizontal distance of the staggered joints is less than 400mm, a wide joint of cast-in-place concrete should be designed to connect them as a whole, and anchor steel bars should be set in the joints. Article 4.2.2 When designed for earthquake resistance, cantilever structures such as balconies and eaves should be designed as a whole large component with floor and roof panels. Otherwise, the cantilever components must be connected to the floor and roof panels by reliable welding or anchoring. Section 3 Connection Structure
Article 4.3.1 The design of nodes and joints should meet the structural bearing capacity requirements and ensure the integrity and spatial s
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