This code is formulated to implement the principle of prevention first in earthquake work, so that the design and construction of multi-storey brick houses with reinforced concrete structural columns are technologically advanced, economically reasonable, safe and applicable, and ensure quality, so as to give full play to their earthquake resistance. This code is applicable to the seismic design and construction of multi-storey brick houses with clay bricks and brick houses with bottom frame seismic walls with structural columns in areas with seismic fortification intensity of 6 to 9 degrees. JGJT 13-1994 Seismic Technical Code for Multi-storey Brick Houses with Reinforced Concrete Structural Columns JGJT13-1994 Standard download decompression password: www.bzxz.net

Engineering Construction Standard Full-text Information System
Industry Standard of the People's Republic of China
A seismic technical specification for multistorey masonry building with reinforced concrete tie column JGJ/T13-94
1994 Beijing
Engineering Construction Standard Full-text Information System
Engineering Construction Standard Full-text Information System
Industry Standard of the People's Republic of China
A seismic technical specification for multistorey masonry building with reinforced concrete tie column JGJ/T13-94
Editor: China Academy of Building ResearchApproval department: Ministry of Construction of the People's Republic of ChinaEffective date: September 1, 1994
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Notice on the release of the industry standard "Technical Code for Earthquake Resistance of Multi-storey Brick Buildings with Reinforced Concrete Structural Columns"Jianbiao [1994] No. 265
According to the requirements of the former Ministry of Urban and Rural Construction and Environmental Protection (88) Chengbiaozi No. 141, the "Technical Code for Earthquake Resistance of Multi-storey Brick Buildings with Reinforced Concrete Structural Columns" revised by the China Academy of Building Research has been reviewed and approved as a recommended industry standard, numbered JGJ/T13-94, and will be implemented on September 1, 1994. The Ministry's standard "Code for Earthquake Resistance Design and Construction of Multi-storey Brick Buildings with Reinforced Concrete Structural Columns" (JGJ13-82) is abolished at the same time.
This code is managed and interpreted by the China Academy of Building Research, the technical unit responsible for building engineering standards of the Ministry of Construction, and published by the Standard and Quota Research Institute of the Ministry of Construction. Ministry of Construction of the People's Republic of China
April 20, 1994
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2 Main Symbols
General Provisions
3.1 Basic Requirements
3.2 Earthquake-resistant Structural System.
4: Earthquake Actions and Section Earthquake-resistant Calculations·
4.1 Earthquake Action Calculations...
4.2 Earthquake-resistant Bearing Capacity Calculations
5 Structural Measures
5.1 Structural Columns
5.2 Horizontal Reinforcement·
5.3 Ground Floor Frame-Anti-seismic Wall Brick House|| tt||5.4 Composite sandwich wall
6 Construction technology
Influence coefficient of opening in wall section
Appendix A
Explanation of terms used in this code
Appendix B
Additional explanation·
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1 General provisions
1.0.1 This code is formulated to implement the principle of prevention first in earthquake work, make the design and construction of multi-story brick houses with reinforced concrete structural columns (hereinafter referred to as structural columns) advanced in technology, economically reasonable, safe and applicable, ensure quality, and give full play to their earthquake resistance.
1.0.2 Multi-storey brick houses with structural columns designed according to this code shall generally not be damaged or need no repair and can continue to be used when affected by frequent earthquakes with a strength lower than the design intensity of the region; they may be damaged when affected by earthquakes with a strength higher than the design intensity of the region, but can continue to be used after general repair or without repair; they shall not collapse or suffer serious damage that endangers life when affected by an estimated rare earthquake with a strength higher than the design intensity of the region. 1.0.3 This code is applicable to the seismic design and construction of clay brick multi-storey brick houses with structural columns and ground floor frame-seismic wall brick houses (hereinafter referred to as ground floor frame brick houses) in areas with a seismic fortification intensity of 6 to 9 degrees.
1.0.4 This code is revised in accordance with the principles of the national standard "Uniform Standard for Building Structure Design" GBJ68-84, and the symbols, measurement units and basic terms are adopted in accordance with the provisions of the national standard "General Symbols, Measurement Units and Basic Terms for Building Structure Design" GBJ83-85.
1.0.5 In addition to implementing this code, the provisions of the current relevant standards shall also be met when carrying out seismic design and construction of multi-story brick houses.
This code must be used in conjunction with relevant standards such as the "Code for Loads on Building Structures" GBJ9-87 and the "Code for Seismic Design of Buildings" GBJ11-89, and shall not be mixed with various building structure standards, specifications and regulations that have not been formulated and revised in accordance with the "Uniform Standard for Building Structure Design" GBJ68-84.
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Main symbols
2.0.1Material properties
MU—brick strength grade;
M—mortar strength grade;
f—masonry shear strength design value;
f—masonry seismic shear strength design value; E—masonry elastic modulus;
E. Concrete elastic modulus; www.bzxz.net
G——masonry shear modulus.
2.0.2 Geometric parameters
Hi, H,
respectively are the calculated heights of mass points i and j;
calculated height between layers of seismic wall;
A——horizontal cross-sectional area of ​​wall;
A: —gross area of ​​horizontal cross-sectional area of ​​wall;
converted horizontal cross-sectional area of ​​wall;
net horizontal cross-sectional area of ​​brick masonry after deducting the concrete cross-sectional area of ​​holes and structural columns in a wall section;
concrete horizontal cross-sectional area of ​​structural columns in a wall section; total cross-sectional area of ​​steel bars in the vertical cross-sectional area between layers of a wall section; Calculated width of seismic wall
steel bar diameter;
the distance from the center of a door (window) hole to the center of a wall section;&
the bending width of a steel bar;
6——the bending length of a steel bar;
t——the thickness of a seismic wall;
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l——the length of the wall between holes,
12, s——the length of the hole;
l—the lap length of the steel bar binding;
I1—the reduced moment of inertia of the horizontal section of a wall section. 3 Calculation coefficients
-Horizontal earthquake influence coefficient corresponding to the basic natural vibration period of the structure;-Maximum value of earthquake influence coefficient;
Positive stress influence coefficient of brick masonry strength;YRE
-Seismic adjustment coefficient of component bearing capacity;
Improvement coefficient of seismic capacity of composite sandwich wall;-Coefficient of structural column participating in wall work.
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General provisions
Basic requirements
The total height and number of floors of multi-story brick houses with structural columns should not exceed the provisions of Table 3.1.13.1.1
.
Total height and total number of floors of multi-storey brick houses with structural columnsSeismic wall
More transverse walls
Fewer transverse walls
Height (m)
Height (m)
Height (m)
Height (m)
Note:①The height of the house refers to the height from the outdoor floor to the eaves of the main building. Semi-basements can be calculated from the indoor floor of the basement, and full basements can be calculated from the outdoor floor;②More transverse walls means that the distance between transverse walls is not greater than 4.2m, or the area of ​​rooms with transverse wall distance greater than 4.2m in a certain floor is not greater than 1/4 of the total area of ​​the floor, otherwise it is less transverse walls,③This table is applicable to solid walls with a minimum wall thickness of 240mm and above; the floor height of the house should not exceed 4m.
、The structural process should be arranged according to the following setting principles:3.1.2.1 The location of structural columns should generally meet the requirements of Table 3.1.2. 3.1.2.2 For multi-storey brick buildings with external corridors and single-sided corridors, the number of floors shall be increased by one floor according to the actual number of floors of the building, and structural columns shall be set according to the requirements of Table 3.1.2, and the longitudinal walls on both sides of the single-sided corridor shall be treated as exterior walls.
3.1.2.3 When both the situation of less transverse walls in Item 3.1.2.2 and Table 3.1.1 occur at the same time, structural columns may be set according to the number of floors increased by one floor according to the actual number of floors of the building. 3.1.3 Seismic walls shall be set on both sides of the seismic joints and shall be regarded as the exterior walls of the building, and shall be treated according to Item 3.1.2 provisions for setting up structural columns.
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Number of floors of a house
Four, five
Six to eight
Three, four
Five, six
Five, six
Setting of structural columns in multi-storey brick houses
Setting location
When the degree is 7~8, the four corners of the exterior wall of the building and elevator room, the intersection of the horizontal wall and the outer longitudinal wall at the four corners of the staggered
layer, on both sides of the larger opening, the intersection of the interior and exterior walls of the large room
Three, four
Every other The intersection of the horizontal wall of the bay (axis) and the exterior wall, the intersection of the gable and the inner longitudinal wall. When the degree is 7 to 9, the four corners of the building and elevator room. The intersection of the inner wall (axis) and the exterior wall, the smaller wall buttresses in the inner wall. When the degree is 7 to 9, the four corners of the building and elevator room. When there is no opening at 8 degrees, the intersection of the inner horizontal wall and the inner longitudinal wall. When the degree is 9, the intersection of the inner longitudinal wall and the horizontal wall (axis). 3.1.4 The structural columns should be aligned and connected along the entire height of the building, and the structural columns between floors should not be staggered. For buildings and elevator rooms with protruding roofs, the structural columns shall extend to the top and be connected to the top ring beam. At the junction of the inner and outer walls, 2@6 tie bars shall be provided every 500mm along the wall height, and each side shall not extend into the wall less than 1m. Ring beams shall be provided at the top and bottom of the partially protruding roof room.
3.1.5 In addition to meeting the requirements of Article 3.1.2, single-sided corridor houses shall also be provided with no less than 3 structural columns on the gable wall of the single-sided corridor house, and the setting of the structural columns of the outer longitudinal wall on one side of the closed single-sided corridor shall meet the requirements of Article 3.1.2. For degrees 8 and 9, the knock-out outer corridor brick columns shall be equipped with vertical steel bars, and the top of the outer corridor brick columns shall be reliably connected in both directions.
3.1.6 When the seismic wall of a multi-story brick house does not meet the seismic strength requirements, horizontally reinforced brick masonry may be used.
3.1.7 The performance index of the structural materials of multi-storey brick houses shall meet the following requirements unless otherwise specified:
3.1.7.1 The strength grade of clay bricks shall not be lower than MU7.5; the mortar strength grade of brick masonry shall not be lower than M2.5, and the mortar strength grade shall not be lower than M5 when horizontal reinforcement is configured.
The concrete strength grade of structural columns and ring beams shall not be lower than C15, and the particle size of the concrete aggregate of structural columns shall not be greater than 20mm. 3.1.7.3 Grade 1 steel bars shall be used for reinforcement.
Seismic structural system
When structural columns are set along the bays of the outer longitudinal walls, they shall be set at the places with transverse walls. 3.2.2
For multi-storey brick houses with structural columns set in bays or in each bay, closed ring beams shall be set at the floor and roof of each floor along the transverse walls with structural columns and the inner and outer longitudinal walls. 3.2.3 When structural columns are set only at the four corners of the exterior wall, reinforced brick belts connected to the structural columns should be added in both directions of the floor without ring beams, extending along the exterior wall for one bay. In other cases, they should be pulled through the exterior longitudinal wall and the exterior transverse wall. The cross-sectional height of the reinforced brick belt should not be less than 4 bricks, and the mortar strength grade should not be lower than M5.
3.2.4 The ring beams or cast-in-place concrete belts set along the transverse direction of the inner corridor house should be pulled through the corridor, and the ring beams passing through the corridor should be partially reinforced at a certain distance. The maximum spacing of the locally reinforced ring beams should meet the requirements of Table 3.2.4, and the minimum cross-sectional height should not be less than 240mm.
Maximum spacing of locally reinforced ring beams (m)
Fortification intensity
Maximum spacing
3.2.5 The bottom floor of the frame brick house should adopt cast-in-place or assembled integral reinforced concrete floor slabs, and the cross-sectional area of ​​the structural columns of the second floor brick house and its longitudinal steel bars should be appropriately increased.
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Seismic action and cross-section seismic verification
4.1 Calculation of seismic action
4.1.1 The seismic action of multi-storey brick houses with structural columns, horizontal reinforcements and composite sandwich walls shall be calculated in accordance with Articles 4.1.1, 4.1.3, 4.1.4, 4.2.1, 4.2.3 and 4.2.4 of the current national standard "Code for Seismic Design of Buildings" GBJ11-89.
4.1.2 For multi-storey brick houses with a fortification intensity of 6 degrees, seismic action calculation may not be performed, but seismic measures shall meet relevant requirements.
4.2 Calculation of seismic bearing capacity
1 In general, the seismic bearing capacity of the wall section should be calculated according to the following formula: 4.2.1
(4.2.1-1)
(4.2.1-2)
Wherein, V is the design value of wall shear force (the partial coefficient of earthquake action is 1.3); v is the design value of seismic shear strength of the wall along the stepped section; the design value of shear strength of clay brick masonry for non-seismic design shall be adopted in accordance with the current national standard "Code for Design of Masonry Structures" GBJ3-88; SN is the positive stress influence coefficient of brick masonry strength, which can be adopted according to Table 4.2.1; A is the horizontal cross-sectional area of ​​the wall, and the composite sandwich wall is calculated as a load-bearing leaf wall. RE is the seismic adjustment coefficient of bearing capacity. The seismic wall with structural columns at both ends has RE=0.9, the self-supporting seismic wall has RE=0.75, and the other seismic walls have RE=1.0;
——the seismic capacity improvement coefficient of the load-bearing leaf wall of the composite sandwich wall. When A2/Ag Engineering Construction Standard Full Text Information System
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≥0.6, take =1.15; when A2/A<0.6, take w=1.00;
A2——the net area of ​​the horizontal cross section of the brickwork after deducting the cross section area of ​​the holes and column concrete;
the gross area of ​​the horizontal cross section of the wall section, the composite sandwich wall is calculated as the load-bearing leaf wall.
Positive stress influence coefficient of clay brick masonry strength 0.0
When the wall is set in the bay or every bay, and there are more than 2 (including 2) structural columns in the wall section, the favorable influence of the structural column on the seismic bearing capacity of the section can be considered, and the calculation is carried out according to the following formula:
Ai=A2+nA.
Where Ar is the converted horizontal cross-sectional area of ​​the wall section; A. —The sum of the horizontal cross-sectional areas of the concrete of the structural columns of the wall section, (4.2.2-1)
(4.2.2—2)
-The coefficient of structural column participating in the wall work. When H/B≥0.5, take nene
=0.30; when H/B<0.5, take n0.26; H—Calculated height between wall sections;
Calculated width of a wall section;
E. ——elastic modulus of concrete; elastic modulus of brick masonry. When checking the seismic bearing capacity of the wall with structural columns, the wall sections should be divided according to the following methods: 1. For transverse walls, the transverse walls on the same axis are generally taken as one wall section. If the height of the door 4.2.3.1
exceeds the limit of Article 4.2.7 of this Code, or the ring beam or cast-in-place concrete belt of the inner corridor house passing through the inner corridor is not locally reinforced as specified in Article 3.2.4, then the engineering 8 Construction Standard Full Text Information System4 The structural columns shall be aligned and connected along the entire height of the building, and the structural columns between layers shall not be misaligned. For floors and elevator rooms with protruding roofs, the structural columns shall extend to the top and be connected to the top ring beam. At the junction of the inner and outer walls, 2@6 tie bars shall be set every 500mm along the wall height, and each side shall not extend into the wall less than 1m. Ring beams shall be set at the top and bottom of the partially protruding roof.
3.1.5 In addition to meeting the requirements of Article 3.1.2, single-sided corridor houses shall also be equipped with no less than 3 structural columns on the gable wall of the single-sided corridor house, and the setting of the external longitudinal wall structural columns on one side of the closed single-sided corridor shall meet the requirements of Article 3.1.2. For degrees 8 and 9, the knock-out external corridor brick columns shall be equipped with vertical steel bars, and the tops of the external corridor brick columns shall be reliably connected in both directions.
3.1.6 When the seismic wall of a multi-story brick house does not meet the seismic strength requirements, horizontally reinforced brick masonry can be used.
3.1.7 Unless otherwise specified, the performance indicators of the structural materials of a multi-story brick house shall meet the following requirements:
3.1.7.1 The strength grade of clay bricks shall not be lower than MU7.5; the mortar strength grade of brick masonry shall not be lower than M2.5, and the mortar strength grade shall not be lower than M5 when horizontal reinforcement is configured.
The concrete strength grade of structural columns and ring beams shall not be lower than C15, and the particle size of the concrete aggregate of the structural column shall not be greater than 20mm. 3.1.7.3 Grade 1 steel bars should be used for steel bars.
Seismic structural system
When the structural column is set along the outer longitudinal wall partition, it should be set at the place where there is a transverse wall. 3.2.2
For multi-storey brick houses with structural columns in every bay or every bay, closed ring beams shall be installed at the floor and roof of each floor along the transverse walls and inner and outer longitudinal walls where the structural columns are installed. 3.2.3When structural columns are installed only at the four corners of the outer wall, reinforced brick belts connected to the structural columns shall be added in both directions of the floors without ring beams, extending along the outer wall over one bay. In other cases, they shall be pulled through the outer longitudinal wall and the outer transverse wall. The cross-sectional height of the reinforced brick belt shall not be less than 4 bricks, and the mortar strength grade shall not be less than M5.
3.2.4The ring beams or cast-in-place concrete belts installed along the transverse direction of the inner corridor shall be pulled through the corridor, and the ring beams passing through the corridor shall be partially reinforced at a certain distance. The maximum spacing of the locally reinforced ring beams shall meet the requirements of Table 3.2.4, and the minimum cross-sectional height shall not be less than 240mm.
Maximum spacing of locally reinforced ring beams (m)
Fortification intensity
Maximum spacing
3.2.5 The bottom floor of the bottom frame brick house should adopt cast-in-place or assembled integral reinforced concrete floor slab, and the cross-section of the second-floor brick house structural column and its longitudinal steel bar cross-section area should be appropriately increased.
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Seismic action and section seismic verification
4.1 Calculation of seismic action
4.1.1 The seismic action of multi-story brick houses with structural columns, horizontal steel bars and composite sandwich walls should be calculated in accordance with the current national standard "Code for Seismic Design of Buildings" GBJ11-89, Articles 4.1.1, 4.1.3, 4.1.4, 4.2.1, 4.2.3 and 4.2.4.
4.1.2 For multi-storey brick buildings with a design intensity of 6 degrees, earthquake action calculations do not need to be performed, but the earthquake-resistant measures should comply with relevant requirements.
4.2 Calculation of seismic bearing capacity
1 In general, the seismic bearing capacity of the wall section should be calculated according to the following formula: 4.2.1
(4.2.1-1)
(4.2.1-2)
Wherein, V is the design value of wall shear force (the partial coefficient of earthquake action is 1.3); v is the design value of seismic shear strength of the wall along the stepped section; the design value of shear strength of clay brick masonry for non-seismic design shall be adopted in accordance with the current national standard "Code for Design of Masonry Structures" GBJ3-88; SN is the positive stress influence coefficient of brick masonry strength, which can be adopted according to Table 4.2.1; A is the horizontal cross-sectional area of ​​the wall, and the composite sandwich wall is calculated as a load-bearing leaf wall. RE is the seismic adjustment coefficient of bearing capacity. The seismic wall with structural columns at both ends has RE=0.9, the self-supporting seismic wall has RE=0.75, and the other seismic walls have RE=1.0;
——the seismic capacity improvement coefficient of the load-bearing leaf wall of the composite sandwich wall. When A2/Ag Engineering Construction Standard Full Text Information System
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≥0.6, take =1.15; when A2/A<0.6, take w=1.00;
A2——the net area of ​​the horizontal cross section of the brickwork after deducting the cross section area of ​​the holes and column concrete;
The gross area of ​​the horizontal cross section of the wall section, the composite sandwich wall is calculated as the load-bearing leaf wall.
Positive stress influence coefficient of clay brick masonry strength 0.0
When the wall is set in the bay or every bay, and there are more than 2 (including 2) structural columns in the wall section, the favorable influence of the structural column on the seismic bearing capacity of the section can be considered, and the calculation is carried out according to the following formula:
Ai=A2+nA.
Where Ar is the converted horizontal cross-sectional area of ​​the wall section; A. —The sum of the horizontal cross-sectional areas of the concrete of the structural columns of the wall section, (4.2.2-1)
(4.2.2—2)
-The coefficient of structural column participating in the wall work. When H/B≥0.5, take nene
=0.30; when H/B<0.5, take n0.26; H—Calculated height between wall sections;
Calculated width of a wall section;
E. ——elastic modulus of concrete; elastic modulus of brick masonry. When checking the seismic bearing capacity of the wall with structural columns, the wall sections should be divided according to the following methods: 1. For transverse walls, the transverse walls on the same axis are generally taken as one wall section. If the height of the door 4.2.3.1
exceeds the limit of Article 4.2.7 of this Code, or the ring beam or cast-in-place concrete belt of the inner corridor house passing through the inner corridor is not locally reinforced as specified in Article 3.2.4, then the engineering 8 Construction Standard Full Text Information System4 The structural columns shall be aligned and connected along the entire height of the building, and the structural columns between layers shall not be misaligned. For floors and elevator rooms with protruding roofs, the structural columns shall extend to the top and be connected to the top ring beam. At the junction of the inner and outer walls, 2@6 tie bars shall be set every 500mm along the wall height, and each side shall not extend into the wall less than 1m. Ring beams shall be set at the top and bottom of the partially protruding roof.
3.1.5 In addition to meeting the requirements of Article 3.1.2, single-sided corridor houses shall also be equipped with no less than 3 structural columns on the gable wall of the single-sided corridor house, and the setting of the external longitudinal wall structural columns on one side of the closed single-sided corridor shall meet the requirements of Article 3.1.2. For degrees 8 and 9, the knock-out external corridor brick columns shall be equipped with vertical steel bars, and the tops of the external corridor brick columns shall be reliably connected in both directions.
3.1.6 When the seismic wall of a multi-story brick house does not meet the seismic strength requirements, horizontally reinforced brick masonry can be used.
3.1.7 Unless otherwise specified, the performance indicators of the structural materials of a multi-story brick house shall meet the following requirements:
3.1.7.1 The strength grade of clay bricks shall not be lower than MU7.5; the mortar strength grade of brick masonry shall not be lower than M2.5, and the mortar strength grade shall not be lower than M5 when horizontal reinforcement is configured.
The concrete strength grade of structural columns and ring beams shall not be lower than C15, and the particle size of the concrete aggregate of the structural column shall not be greater than 20mm. 3.1.7.3 Grade 1 steel bars should be used for steel bars.
Seismic structural system
When the structural column is set along the outer longitudinal wall partition, it should be set at the place where there is a transverse wall. 3.2.2
For multi-storey brick houses with structural columns in every bay or every bay, closed ring beams shall be installed at the floor and roof of each floor along the transverse walls and inner and outer longitudinal walls where the structural columns are installed. 3.2.3When structural columns are installed only at the four corners of the outer wall, reinforced brick belts connected to the structural columns shall be added in both directions of the floors without ring beams, extending along the outer wall over one bay. In other cases, they shall be pulled through the outer longitudinal wall and the outer transverse wall. The cross-sectional height of the reinforced brick belt shall not be less than 4 bricks, and the mortar strength grade shall not be less than M5.
3.2.4The ring beams or cast-in-place concrete belts installed along the transverse direction of the inner corridor shall be pulled through the corridor, and the ring beams passing through the corridor shall be partially reinforced at a certain distance. The maximum spacing of the locally reinforced ring beams shall meet the requirements of Table 3.2.4, and the minimum cross-sectional height shall not be less than 240mm.
Maximum spacing of locally reinforced ring beams (m)
Fortification intensity
Maximum spacing
3.2.5 The bottom floor of the bottom frame brick house should adopt cast-in-place or assembled integral reinforced concrete floor slab, and the cross-section of the second-floor brick house structural column and its longitudinal steel bar cross-section area should be appropriately increased.
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Seismic action and section seismic verification
4.1 Calculation of seismic action
4.1.1 The seismic action of multi-story brick houses with structural columns, horizontal steel bars and composite sandwich walls should be calculated in accordance with the current national standard "Code for Seismic Design of Buildings" GBJ11-89, Articles 4.1.1, 4.1.3, 4.1.4, 4.2.1, 4.2.3 and 4.2.4.
4.1.2 For multi-storey brick buildings with a design intensity of 6 degrees, earthquake action calculations do not need to be performed, but the earthquake-resistant measures should comply with relevant requirements.
4.2 Calculation of seismic bearing capacity
1 In general, the seismic bearing capacity of the wall section should be calculated according to the following formula: 4.2.1
(4.2.1-1)
(4.2.1-2)
Wherein, V is the design value of wall shear force (the partial coefficient of earthquake action is 1.3); v is the design value of seismic shear strength of the wall along the stepped section; the design value of shear strength of clay brick masonry for non-seismic design shall be adopted in accordance with the current national standard "Code for Design of Masonry Structures" GBJ3-88; SN is the positive stress influence coefficient of brick masonry strength, which can be adopted according to Table 4.2.1; A is the horizontal cross-sectional area of ​​the wall, and the composite sandwich wall is calculated as a load-bearing leaf wall. RE is the seismic adjustment coefficient of bearing capacity. The seismic wall with structural columns at both ends has RE=0.9, the self-supporting seismic wall has RE=0.75, and the other seismic walls have RE=1.0;
——the seismic capacity improvement coefficient of the load-bearing leaf wall of the composite sandwich wall. When A2/Ag Engineering Construction Standard Full Text Information System
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≥0.6, take =1.15; when A2/A<0.6, take w=1.00;
A2——the net area of ​​the horizontal cross section of the brickwork after deducting the cross section area of ​​the holes and column concrete;
the gross area of ​​the horizontal cross section of the wall section, the composite sandwich wall is calculated as the load-bearing leaf wall.
Positive stress influence coefficient of clay brick masonry strength 0.0
When the wall is set in the bay or every bay, and there are more than 2 (including 2) structural columns in the wall section, the favorable influence of the structural column on the seismic bearing capacity of the section can be considered, and the calculation is carried out according to the following formula:
Ai=A2+nA.
Where Ar is the converted horizontal cross-sectional area of ​​the wall section; A. —The sum of the horizontal cross-sectional areas of the concrete of the structural columns of the wall section, (4.2.2-1)
(4.2.2—2)
-The coefficient of structural column participating in the wall work. When H/B≥0.5, take nene
=0.30; when H/B<0.5, take n0.26; H—Calculated height between wall sections;
Calculated width of a wall section;
E. ——elastic modulus of concrete; elastic modulus of brick masonry. When checking the seismic bearing capacity of the wall with structural columns, the wall sections should be divided according to the following methods: 1. For transverse walls, the transverse walls on the same axis are generally taken as one wall section. If the height of the door 4.2.3.1
exceeds the limit of Article 4.2.7 of this Code, or the ring beam or cast-in-place concrete belt of the inner corridor house passing through the inner corridor is not locally reinforced as specified in Article 3.2.4, then the engineering 8 Construction Standard Full Text Information System1 The seismic action of multi-storey brick houses with structural columns, horizontal steel bars and composite sandwich walls shall be calculated in accordance with Articles 4.1.1, 4.1.3, 4.1.4, 4.2.1, 4.2.3 and 4.2.4 of the current national standard "Code for Seismic Design of Buildings" GBJ11-89.
4.1.2 For multi-storey brick houses with a fortification intensity of 6 degrees, seismic action calculations may not be performed, but seismic measures shall comply with relevant requirements.
4.2 Calculation of seismic bearing capacity
1 In general, the seismic bearing capacity of the wall section should be calculated according to the following formula: 4.2.1
(4.2.1-1)
(4.2.1-2)
Wherein, V is the design value of wall shear force (the partial coefficient of earthquake action is 1.3); v is the design value of seismic shear strength of the wall along the stepped section; the design value of shear strength of clay brick masonry for non-seismic design shall be adopted in accordance with the current national standard "Code for Design of Masonry Structures" GBJ3-88; SN is the positive stress influence coefficient of brick masonry strength, which can be adopted according to Table 4.2.1; A is the horizontal cross-sectional area of ​​the wall, and the composite sandwich wall is calculated as a load-bearing leaf wall. RE is the seismic adjustment coefficient of bearing capacity. The seismic wall with structural columns at both ends has RE=0.9, the self-supporting seismic wall has RE=0.75, and the other seismic walls have RE=1.0;
——the seismic capacity improvement coefficient of the load-bearing leaf wall of the composite sandwich wall. When A2/Ag Engineering Construction Standard Full Text Information System
W. Engineering Construction Standard Full Text Information System
≥0.6, take =1.15; when A2/A<0.6, take w=1.00;
A2——the net area of ​​the horizontal cross section of the brickwork after deducting the cross section area of ​​the holes and column concrete;
the gross area of ​​the horizontal cross section of the wall section, the composite sandwich wall is calculated as the load-bearing leaf wall.
Positive stress influence coefficient of clay brick masonry strength 0.0
When the wall is set in the bay or every bay, and there are more than 2 (including 2) structural columns in the wall section, the favorable influence of the structural column on the seismic bearing capacity of the section can be considered, and the calculation is carried out according to the following formula:
Ai=A2+nA.
Where Ar is the converted horizontal cross-sectional area of ​​the wall section; A. —The sum of the horizontal cross-sectional areas of the concrete of the structural columns of the wall section, (4.2.2-1)
(4.2.2—2)
-The coefficient of structural column participating in the wall work. When H/B≥0.5, take nene
=0.30; when H/B<0.5, take n0.26; H—Calculated height between wall sections;
Calculated width of a wall section;
E. ——elastic modulus of concrete; elastic modulus of brick masonry. When checking the seismic bearing capacity of the wall with structural columns, the wall sections should be divided according to the following methods: 1. For transverse walls, the transverse walls on the same axis are generally taken as one wall section. If the height of the door 4.2.3.1
exceeds the limit of Article 4.2.7 of this Code, or the ring beam or cast-in-place concrete belt of the inner corridor house passing through the inner corridor is not locally reinforced as specified in Article 3.2.4, then the engineering 8 Construction Standard Full Text Information System1 The seismic action of multi-storey brick houses with structural columns, horizontal steel bars and composite sandwich walls shall be calculated in accordance with Articles 4.1.1, 4.1.3, 4.1.4, 4.2.1, 4.2.3 and 4.2.4 of the current national standard "Code for Seismic Design of Buildings" GBJ11-89.
4.1.2 For multi-storey brick houses with a fortification intensity of 6 degrees, seismic action calculations may not be performed, but seismic measures shall comply with relevant requirements.
4.2 Calculation of seismic bearing capacity
1 In general, the seismic bearing capacity of the wall section should be calculated according to the following formula: 4.2.1
(4.2.1-1)
(4.2.1-2)
Wherein, V is the design value of wall shear force (the partial coefficient of earthquake action is 1.3); v is the design value of seismic shear strength of the wall along the stepped section; the design value of shear strength of clay brick masonry for non-seismic design shall be adopted in accordance with the current national standard "Code for Design of Masonry Structures" GBJ3-88; SN is the positive stress influence coefficient of brick masonry strength, which can be adopted according to Table 4.2.1; A is the horizontal cross-sectional area of ​​the wall, and the composite sandwich wall is calculated as a load-bearing leaf wall. RE is the seismic adjustment coefficient of bearing capacity. The seismic wall with structural columns at both ends has RE=0.9, the self-supporting seismic wall has RE=0.75, and the other seismic walls have RE=1.0;
——the seismic capacity improvement coefficient of the load-bearing leaf wall of the composite sandwich wall. When A2/Ag Engineering Construction Standard Full Text Information System
W. Engineering Construction Standard Full Text Information System
≥0.6, take =1.15; when A2/A<0.6, take w=1.00;
A2——the net area of ​​the horizontal cross section of the brickwork after deducting the cross section area of ​​the holes and column concrete;
the gross area of ​​the horizontal cross section of the wall section, the composite sandwich wall is calculated as the load-bearing leaf wall.
Positive stress influence coefficient of clay brick masonry strength 0.0
When the wall is set in the bay or every bay, and there are more than 2 (including 2) structural columns in the wall section, the favorable influence of the structural column on the seismic bearing capacity of the section can be considered, and the calculation is carried out according to the following formula:
Ai=A2+nA.
Where Ar is the converted horizontal cross-sectional area of ​​the wall section; A. —The sum of the horizontal cross-sectional areas of the concrete of the structural columns of the wall section, (4.2.2-1)
(4.2.2—2)
-The coefficient of structural column participating in the wall work. When H/B≥0.5, take nene
=0.30; when H/B<0.5, take n0.26; H—Calculated height between wall sections;
Calculated width of a wall section;
E. ——elastic modulus of concrete; elastic modulus of brick masonry. When checking the seismic bearing capacity of the wall with structural columns, the wall sections should be divided according to the following methods: 1. For transverse walls, the transverse walls on the same axis are generally taken as one wall section. If the height of the door 4.2.3.1
exceeds the limit of Article 4.2.7 of this Code, or the ring beam or cast-in-place concrete belt of the inner corridor house passing through the inner corridor is not locally reinforced as specified in Article 3.2.4, then the engineering 8 Construction Standard Full Text Information System
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