Some standard content:
National Standard of the People's Republic of China
Standard for Seismic Evaluation of Buildings
GB50023--95
Editor: Ministry of Construction of the People's Republic of ChinaApproval Department: Ministry of Construction of the People's Republic of ChinaEffective Date: June 1, 19966-5-1
Notice on the Issuance of the National Standard
"Standard for Seismic Evaluation of Buildings"
Jianbiao [1995] No. 776
Standard for Seismic Evaluation of Buildings" TJ23-77 is abolished at the same time. According to the requirements of the State Planning Commission's Document No. Jizong (1984) 305, the "Standard for Seismic Evaluation of Buildings" revised by the Ministry of Construction together with relevant departments has been reviewed by relevant departments. The "Standard for Seismic Evaluation of Buildings" GB50023-95 is now approved as a mandatory national standard and will be implemented on June 1, 1996. Original "Industrial and Civil Building 6--5-2
This standard is managed by the Ministry of Construction, and its specific interpretation and other work are responsible for the China Academy of Building Research. The publication and distribution is organized by the Standard and Quota Research Institute of the Ministry of Construction.
Ministry of Construction of the People's Republic of China
December 19, 1995
2 Terms and Symbols
2.1 Terminology… ·
2.2 Main symbols
3 Basic provisions
4 Site, foundation and base
4.1 Site
4.2 Foundation and base
5 Multi-storey masonry house
General provisions
5.2 First-level appraisal
5.3 Second-level appraisal
Multi-storey reinforced concrete house
6.1 General provisions
6.2 First-level appraisal
6.3 Second-level appraisal,
7 Internal frame and ground floor frame brick house,| |tt||General provisions·
7.2 First-level appraisal
7.3 Second-level appraisal.
6--5-8
-5—9
6—5—10
6—5—10
6—5—11
6-5--11
6--5---11
Single-story reinforced concrete column factory building
General provisions·
8.2 Structural layout and construction appraisal
8..3 Earthquake bearing capacity verification…….
- 6-5-12
-5—12
..... 6—5—13
.. 6--5---15
Single-story brick-column factory buildings and open houses…·—·-159
General provisions
9.2 Structural layout and structural appraisal·
93 Earthquake bearing capacity verification…
10 Timber structure and earth-stone wall houses
10.1 Timber structure houses
10.2 Earth-stone wall houses
Smoke stacks and water towers
11.1 Smoke halogen
11.2 Water tower
-5—15
: 6—5—15
-5—-16
-5—16
—5-16
: 6--5—18
5—19
6--519
Benchmark area ratio of seismic wall of brick house…·6-5--20Appendix A
Appendix B
Appendix C
Shear bearing capacity of reinforced concrete structure floors
... 6--.-21
Common cross-sectional dimensions of wooden components． ……6—5—21 Appendix D Explanation of terms used in this standard
Additional explanation
........... 6523
6—5—23
6—5—3
1 General
This standard is formulated to implement the principle of prevention as the main principle in earthquake work, reduce earthquake damage, reduce losses, identify the anti-lightning capacity of existing buildings, and provide a basis for anti-lightning reinforcement or other anti-lightning disaster reduction measures. Buildings that meet the requirements of this standard will generally not collapse and injure people or damage important production equipment when affected by earthquakes equivalent to the anti-lightning fortification intensity, and can continue to be used after repair.
1.0.2 This standard is applicable to the seismic identification of existing buildings in areas with anti-lightning fortification intensity of 6 to 9 degrees. For the seismic fortification intensity, under normal circumstances, the basic seismic intensity can be adopted. For buildings with special requirements in the industry, appraisal shall be carried out according to special regulations. Juice: "6, 7, 8, 9 degrees" in this standard is the abbreviation of "seismic fortification intensity of 6, 7, 8, 9 degrees". 1.0.3 Existing buildings should be divided into four categories according to their importance and use requirements in accordance with the current national standard "Classification Standard for Building Seismic Fortification", and their seismic verification and structural appraisal shall meet the following requirements: For Class A buildings, seismic verification and structure shall be adopted according to special regulations; For Class B buildings, seismic verification can be adopted according to the requirements of seismic fortification intensity; Seismic structure, except for 9 degrees, can be adopted according to the requirements of one degree higher; For Class C buildings, seismic verification and structure shall be adopted according to the requirements of seismic fortification intensity: For Class D buildings, when the seismic verification is 7 to 9 degrees, the seismic verification requirements can be appropriately reduced and the seismic structure can be adopted according to the requirements of one degree lower; no seismic appraisal is required when the seismic intensity is 6 degrees. 1.0.4 In addition to complying with the provisions of this standard, the seismic appraisal of existing buildings shall also comply with the relevant provisions of the current national standards and specifications. 2 Terms and symbols
2.1. Seismic Appraiser By checking the design, construction quality and current status of existing buildings, the safety of the buildings under the action of the ground shall be evaluated according to the prescribed seismic fortification requirements. 2.1.2 Compound seismic capability The ability of the entire building structure to resist earthquake action by comprehensively considering its structure and bearing capacity.
2.1.3 Ratio of wall sectional area to floorfre
The ratio of the net sectional area of the wall at 1/2 of the floor height to the building plane area of the same floor
Characteristic ratio of seismic wall 2.1.4
When using the wall area ratio to perform simplified seismic calculations of masonry structures, it is a representative value used to express the basic requirements of 7-degree seismic fortification. 2.1.5 Available capacity of member Available capacity of member The available capacity of a structural member is determined by the standard value of material strength, the actual cross-sectional area of the structural member (including steel bars) and the axial force corresponding to the representative value of the gravity load. It includes the available bending capacity and the existing shear capacity, etc.
6—5—4
2.2 Main symbols
2.2.1 Actions and effects of actions
Axial pressure corresponding to the representative value of the gravity load Elastic shear force of the floor
Action effect design value of the basic combination of structural member and ground shoe Actual average pressure on the bottom of the foundation
Material properties and resistance
Available bending capacity of member
Available shear capacity of member or floor
Design value of structural member bearing capacity
Design value of existing strength of material
Material Existing strength standard value
2.2.3 Geometric parameters
A.-Actual steel bar cross-sectional area
Seismic wall cross-sectional area
Floor building plane area
Building width
·Floor slab length between seismic walls, spacing between seismic walls, building length component cross-sectional width
Component cross-sectional height
Component length, roof truss span
Seismic wall thickness
Calculation coefficient
Comprehensive seismic bearing capacity index
Bearing capacity adjustment coefficient of seismic development appraisal
Floor yield strength coefficient
No. -Base area ratio of brick house anti-sulphur wall
System influence coefficient of structural structure
Local influence coefficient of structural structure
3 Basic provisions
3.0.1 The anti-sulphur appraisal of existing buildings should include the following contents and requirements 3.0.1.1 Collect original data such as building exploration reports, construction drawings, completion drawings and project acceptance documents; when the data is incomplete, necessary supplementary measurements should be carried out.
3.0.1.2 Investigate the degree of conformity between the current status of the building and the original data, the construction quality and maintenance status, and find relevant non-anti-sulphur defects. 3.0.1.3 According to the characteristics, structural layout, structure and anti-sulphur bearing capacity of various types of building structures, adopt corresponding step-by-step appraisal methods to conduct comprehensive anti-sulphur capacity analysis.
3.0.1.4. Evaluate the overall seismic performance of existing buildings, and propose corresponding disaster prevention and mitigation countermeasures and treatment opinions for buildings that do not meet the requirements of seismic assessment. 3.0.2 The seismic assessment of existing buildings should be treated differently according to the following situations: 3.0.2.1 Different types of building structures have different inspection focuses, project contents and requirements, and different assessment methods should be adopted. 3.0.2.2 Key parts and general parts should be inspected and assessed according to different requirements.
Note: Key parts refer to key parts that affect the overall seismic performance of such building structures and components and parts that are prone to local collapse and injury, as well as parts that may cause secondary disasters when grounding. 3.0.2.3
Components that have an overall impact on seismic performance and components that only have a local impact should be treated separately in the comprehensive seismic capacity analysis. 3.0.3 Seismic assessment methods. It can be divided into two levels. The first level of assessment should be based on macro control and structural assessment for comprehensive evaluation, and the second level of assessment should be based on seismic verification and combined with structural influence for comprehensive evaluation. When the requirements of the first-level appraisal are met, the building can be evaluated as meeting the seismic appraisal requirements and no second-level appraisal is required. When the requirements of the first-level appraisal are not met, the second-level appraisal shall make a judgment, except for the cases clearly specified in the various chapters of this standard.
3.0.1 The basic content and requirements of the macro-control and structural appraisal of existing buildings shall meet the following provisions:
The height and number of floors of multi-story buildings shall meet the maximum values specified in the various chapters of this standard.
3.0.4.2
When the plane and elevation of the building, the mass and stiffness distribution and the arrangement of the lateral force resisting components such as the wall are obviously asymmetrical in the plane, the adverse effects of the torsion effect of the ground track shall be analyzed; when the vertical components of the structure are discontinuous up and down or the stiffness distribution along the height is suddenly changed, the weak parts shall be found and appraised according to the corresponding requirements. 3.0.4.3 When checking the structural system, find out the parts or components whose damage will cause the whole system to lose its resistance or its ability to bear gravity. When the house has staggered floors or different types of structural systems are connected, the seismic assessment requirements of the corresponding parts should be improved.
3.0.4.4 When the size and cross-sectional form of the structural components are not conducive to seismic resistance, it is advisable to improve the seismic assessment requirements of the reinforcement and other structures of the components. 3.0.4.5 The connection structure of the structural components shall meet the requirements of structural integrity; the prefabricated factory building shall have a relatively complete support system. The connection structure between non-structural components and the main structure shall meet the requirements of not collapsing and injuring people; it shall have a reliable connection at the exit and street. 3.0.4.7 The actual strength level of the structural material shall meet the minimum requirements specified in each chapter of this standard.
3.0.4.8 When the construction site is located in an unfavorable area, it shall still meet the relevant assessment requirements of the foundation.
3.0.56 degrees and when there are specific provisions in the various chapters of this standard, it is not necessary to carry out anti-overturning calculation; in other cases, it is advisable to carry out anti-overturning calculation of the structure in the two main axis directions according to the specific methods specified in the various chapters of this standard. When this standard gives a specific method, the method specified in the current national standard "Code for Seismic Design of Buildings" may be used, and the seismic verification of structural components shall be carried out according to the following formula:
S≤R/YRa
wherein s
is the design value of the combination of internal forces (axial force, shear force, bending moment, etc.) of the structural component; when calculating, the relevant loads, ground actions, action partial factors, combination value factors and action effect factors shall be adopted in accordance with the provisions of the current national standard "Code for Seismic Design of Buildings"; R is the design value of the bearing capacity of structural components, which shall be adopted in accordance with the provisions of the current national standard "Code for Seismic Design of Buildings":
The bearing capacity adjustment coefficient for seismic appraisal, except for specific provisions in various chapters of this standard, may generally be adopted as 0.85 times the bearing capacity seismic adjustment coefficient value of the current national standard "Code for Seismic Design of Buildings"; for brick walls, brick columns, smoke windows, water towers and steel component connections, the bearing capacity seismic adjustment coefficient value of the current national standard "Code for Seismic Design of Buildings" shall still be adopted. 5 The anti-seismic assessment requirements of existing buildings can be adjusted as follows based on favorable and unfavorable factors such as the site, foundation and foundation of the building: 3.0.6.1 For Class B and C buildings on Class 1 sites, the structural requirements can be reduced by one degree when the earthquake intensity is 7 to 9 degrees.
3.0.6.2 For buildings on Class N sites, complex terrain, severely uneven soil layers, and when different types of foundations exist in the same building unit, the anti-seismic assessment requirements can be increased.
3.0.6.3 For buildings with full basements, box foundations, slab foundations and pile foundations, the anti-seismic assessment requirements of the upper structure can be reduced.
3.0.6.4 For densely packed buildings, the anti-seismic assessment requirements of relevant parts should be increased.
For buildings that do not meet the assessment requirements, the degree of non-compliance, the impact of the parts on the overall seismic performance of the structure, and the actual situation of related non-seismic defects can be combined with the analysis of factors such as use requirements, urban planning and reinforcement difficulty, and technical and economic comparisons can be made. Propose corresponding measures for earthquake resistance and disaster reduction, such as repair, reinforcement, renovation or renewal.
4 Site, foundation and base
4.1 Site
4.1.1 For 6 and 7 degrees and for buildings built in favorable areas for earthquake resistance, earthquake resistance assessment of the impact of the site on the building may not be conducted.
Note: ① For buildings built in dangerous areas, the impact of the site on the building should be assessed in accordance with special regulations. ② Favorable and unfavorable areas and site categories are divided according to the current national standard "Code for Seismic Design of Buildings".
4.1.2 For 8 and 9 degrees, if the building site is in an unfavorable area such as a strip protruding mountain spur, a towering isolated hill, a non-rock steep slope, the edge of a river bank and a slope, the stability of the ground, the slip of the foundation and the possible harm to the building should be assessed; when the slope of the non-rock slope and the height difference between the building site and the foot of the slope are large, it is advisable to estimate the consequences of the increase in the impact of the local terrain.
4.1.3 For Class B buildings on the river bank or seaside, when the liquefied layer tilts toward the river center or the seaside, the risk of soil sliding and cracking after liquefaction should be identified. 4.2 Foundation and base
In the following cases, the seismic assessment of the foundation is not required: 4.2.1
(1) Class D buildings;
(2) All types of buildings at 6 degrees;
(3) Class B and C buildings with no serious static load defects in the foundation at 7 degrees;
(4) Class B and C buildings without soft soil, saturated sand and saturated silt or serious uneven soil layers at 8 and 9 degrees. 4.2.2 The appraisal of the current status of the foundation should focus on investigating the uneven settlement cracks and tilt of the superstructure; when the foundation is free of corrosion, alkali, looseness and peeling, and the superstructure has no uneven settlement cracks and tilt, or there are cracks and tilts but they are not serious and have no development trend, the foundation can be evaluated as having no serious static load defects. 4.2.3 For foundations with soft soil, saturated sand and saturated silt, two-level appraisals of liquefaction, lightning subsidence and seismic bearing capacity can be carried out according to the intensity, site category, building status and foundation type. If the provisions of the first-level appraisal are met, the second-level appraisal may not be carried out.
For foundations that have serious defects under static load, their bearing capacity under static load should also be reviewed.
4.2.4 The first-level assessment of the foundation shall meet the following requirements 4.2.4.1 When saturated sand or saturated silt exists in the main load-bearing layer under the foundation, the following situations do not need to be judged for the impact of liquefaction: (1) Class C buildings that are not sensitive to liquefaction settlement; (2) Buildings that meet the preliminary liquefaction assessment requirements of the current national standard "Code for Design of Buildings for Anti-Depression":
(3) The distance between the upper boundary of the liquefied soil and the bottom surface of the foundation is greater than 1.5 times the width of the foundation.
When there is soft soil in the main bearing layer under the foundation, the following situations do not require an estimate of the building's settlement under earthquake action: (1) When the static bearing capacity of the foundation soil is greater than 80kPa and 100kPa respectively at 8 and 9 degrees,
(2) The thickness of the soft soil layer below the bottom of the foundation is not more than 5m4.2.4.3 For buildings with pile foundations, the following situations do not require an earthquake verification of the pile foundation:
(1) Buildings that do not require an earthquake verification of the pile foundation according to the current national standard "Code for Design of Buildings against Slippage";
(2) Buildings located on a slope but with stable soil during seismic expansion. 4.2.5 The second-level assessment of the foundation shall meet the following requirements; 4.2.5.1 The second-level judgment of saturated soil liquefaction shall be based on the current national standard "Code for Design of Buildings against Slippage" and adopt the standard penetration test judgment method. When liquefied soil exists, the liquefaction index and liquefaction grade should be determined, and corresponding anti-liquefaction measures should be proposed.
4. 2. 5. 2
For high-rise buildings and tall structures on soft soil foundations and 8, 9 degrees, NV-class sites, the seismic bearing capacity of the foundation and foundation should be verified. 4.2.6 The anti-seismic bearing capacity verification of existing natural foundations should meet the following requirements: 4.2.6.1 The vertical bearing capacity of natural foundation can be verified according to the method specified in the current national standard "Code for Seismic Design of Buildings". Among them, the design value of static bearing capacity of foundation soil should be replaced by the design value of static bearing capacity of long-term compacted foundation soil, and its value can be calculated according to the following formula:
Jue - g,fse
f. = gof.
(4.2.6-1)
(4.2.6-2)
The adjusted design value of seismic bearing capacity of foundation soil (kPa); The adjustment coefficient of foundation soil anti-seismic bearing capacity can be adopted according to the current national standard "Code for Seismic Design of Buildings"; The design value of static bearing capacity of long-term compacted foundation soil (kPa)); The design value of static bearing capacity of foundation soil (kPa) can be adopted according to the current national standard "Code for Design of Building Foundations": The long-term compaction improvement coefficient of foundation soil, its value can be adopted according to Table 4.2.6.
Long-term compaction improvement coefficient of foundation soil bearing capacity Table 4. 2. 6
Years and soil types
Gravel, coarse, medium, fine, silt sand over 2 years, silt and silty clay over 1 year
Standard value of static bearing capacity of foundation soil over 8 years Clay po/f above 100 kPa.
1. 00. 8| 0. k0. 4
1. 21.11. 051. 0
Note: 1.P refers to the actual average compressive stress (kPa) of the bottom surface of the foundation; the coefficient value can be taken as 1.0 for soils with insufficient service life or equipment, stone soil, and other weak soils. +.2.6.2 When calculating horizontal anti-sliding of natural foundations that are mainly subjected to horizontal forces, the anti-sliding resistance can be the sum of the friction force of the bottom surface of the foundation and the horizontal resistance of the soil on the front and side of the foundation; the horizontal resistance of the soil on the front and side of the foundation can be taken as 1/3 of its passive earth pressure; the anti-sliding safety factor should not be less than 1.1; When the width of the rigid floor is not less than 3 times the width of the bearing surface of the floor opening, the anti-slip ability of the rigid floor can still be used. 4.2.7 When calculating the anti-capsule bearing capacity of pile foundation, the design value of the seismic vertical bearing capacity of a single pile in non-liquefied soil can be adopted as 1.5 times the static load; the design value of the horizontal bearing capacity can be adopted as 1.2 times the static load.
4.2.8 When the degree is 7 to 9, the stability calculation of the retaining structure of the building in mountainous area, the basement or the outer wall of the semi-basement can be adopted according to the current national standard The method specified in the Code for Design of Building Foundations shall be used; however, the safety factor against sliding shall not be less than 1.1, and the safety factor against overturning shall not be less than 1.2. When checking, the weight of the soil shall be divided by the cosine of the ground angle, and the internal friction angle and the wall friction angle of the backfill shall be respectively reduced by the ground angle and the earthquake angle. The earthquake angle may be adopted according to Table 4.2.8. Earthquake angle of soil structure
4.2.9 When different types of foundations or different foundation depths exist in the same building unit, it is advisable to estimate the differential settlement of the two parts of the foundation caused by the earthquake based on the possible adverse effects during the earthquake, check the ability of the foundation to resist differential settlement, and check the ability of the corresponding parts of the superstructure to resist additional earthquake actions and differential settlement. 5 Multi-storey masonry houses
5.1 General provisions
5.1.1 This chapter applies to multi-storey houses with brick walls and block walls as load-bearing materials, and their height and number of floors should not exceed the range listed in Table 5.1.1. For houses with transverse seismic walls in bays or multiple bays, the applicable height and number of floors should be reduced by 3m and one floor respectively compared with the provisions in Table 5.1.1.
Maximum height (m) and number of floors for multi-compression housing assessment Wall
Solid clay brick wall
Porous brick wall
Hollow clay brick wall
Hollow clay brick wall
Medium hollow concrete
Small hollow concrete
Block wall
Wall thickness
(mm）
≥240
Table 5.1. 1
HeightNumber of floorsHeightNumber of floorsHeightNumber of floors2219*13Four
180240
101Three
Fly ash medium solid
≥240
Block wall
180240
Note: DNumber of floors of a house does not include the full basement and the small room outside the house, and the floor height should not exceed 4mt②House height refers to the height from the outdoor floor to the prying mouth, and the semi-basement can be calculated from the indoor floor of the basement
③When the wall types of the upper and lower parts of the house are different, the table should be checked according to the type of the upper wall;①Clay brick hollow increase refers to the wall composed of two 120mm thick brick walls or 120mm thick brick walls and 240mm thick brick walls connected by horizontal grinding bricks. 5.1.2 Anti-expansion appraisal. The height and number of floors of the building, the thickness and spacing of the anti-wall, the mortar strength grade and masonry quality of the wall, the connection at the wall joints, and the parts that are prone to collapse and injuring people, such as parapets and roof chimneys, should be checked in particular; when the intensity is 7 to 9, the ring beams at the floor and roof, the connection structure between the floor, roof and wall, and the regularity of the wall layout should also be checked. 5.1.3 The appearance and internal quality of multi-story masonry houses shall meet the following requirements: (1) The walls are not hollow, without serious alkali and obvious deflection; (2) The walls supporting the main beams and roof trusses have no vertical cracks, and the load-bearing walls, self-supporting walls and their joints have no obvious cracks;
(3) The wooden floor and roof components have no obvious deformation, decay, ant corrosion and serious cracking (4) The concrete components meet the relevant provisions of Article 6.1.3 of this standard. 5.1.4 For multi-storey masonry houses, the comprehensive seismic capacity of the whole house can be evaluated at two levels according to the structural system, the overall connection of the house, the structure of the local vulnerable and easy-to-collapse parts and the wall's anti-seismic bearing capacity. If it meets the requirements of the first-level evaluation of this chapter, it can be evaluated as meeting the requirements of the seismic supervision and evaluation; if it does not meet the requirements of the first-level evaluation, except for the cases clearly stipulated in Section 5.2 of this chapter, it shall be judged by the second-level evaluation.
5.2 First-level evaluation
5.2.1 The structural system of existing houses shall comply with the following provisions: 5.2.1.1 The actual height-to-width ratio and transverse wall spacing of the house shall meet the following requirements of the rigid system:
(1) The ratio of the height to the width of the house (for the external corridor house, this width does not include the corridor width) should not be greater than 2.2, and the height should not be greater than the longest dimension of the ground floor plane;
(2) The maximum spacing of the seismic transverse walls shall comply with the provisions of Table 5.2.1. 5.2.1.2 The layout of the plan, elevation and walls of the building should meet the following regularity requirements:
(1) The mass and rigidity are distributed regularly and evenly along the height. The elevation height does not change more than one layer. The floor elevation of the same floor does not differ by more than 500mm; (2) The centroid and calculated rigidity center of the floor are basically coincident or close. The maximum spacing of the seismic transverse walls of the rigid system (m) Floor and roof type
Wall typeWall thickness (mm)【
Cast-in-place or assembled integral brick solid wall
Concrete
Assembled concrete
Wood, brick arch
Other walls
Brick solid wall
Other walls
Brick solid wall
6, 7 degrees 8 degrees 9 degrees
15 11
Note: For N-type sites, the maximum spacing value in the table should be reduced by 3m or a bay within 4m. 5.2.2 The actual strength grade of bricks, blocks and mortar of load-bearing walls shall meet the following requirements:
5. 2.2. 1
The strength grade of bricks should not be lower than MU7.5, and should not be lower than the strength grade of masonry mortar; the strength grade of medium-sized blocks should not be lower than MU10. The strength grade of small blocks should not be lower than MU5. When the strength grade of bricks and blocks is lower than the above-mentioned level, the strength grade of the mortar of the wall should be lowered by one level than the actual strength grade.
5.2.2.2 The strength grade of masonry mortar of the wall should not be lower than M0.4 for brick masonry with three layers or less at 6 degrees or 7 degrees, and should not be lower than M1 when it exceeds three layers at 7 degrees or 8 or 9 degrees: the strength grade of block wall should not be lower than M2.5. When the mortar strength grade is higher than that of bricks and blocks, the mortar strength grade of the wall should be based on the strength grade of bricks and blocks.
5.2.3 The integral connection structure of existing houses shall comply with the following provisions: 5.2.3.1 The intersection of vertical and horizontal walls shall be reliably connected. When the following requirements are not met, reinforcement or other corresponding measures shall be taken: (1) The wall layout shall be concave in the plane. There shall be no vertical holes such as flues and ventilation ducts in the wall at the connection of vertical and horizontal walls; (2) The intersection of vertical and horizontal walls shall be well bitten; when it is tooth-jointed masonry or reinforced concrete structural columns, there shall be 246 tie steel bars for every 10 bricks (each horizontal mortar joint of medium-sized blocks) along the wall height; when hollow blocks have reinforced concrete core columns, the core columns shall be connected above and below the floors, and there shall be $4 spot-welded steel meshes tied to the wall every 0.6m along the wall height.
5.2.3.2 The connection between the floor and the roof shall meet the following requirements: (1) The precast concrete components shall have a mortar base, and the joints of the precast panels shall be filled with concrete. The panels shall have a cement mortar surface layer; (2) The wooden roof frame shall not be a gabled roof frame without a lower chord, and the bay shall have a vertical support or a wooden slat and wooden keel ceiling; if it does not meet the requirements, reinforcement or other corresponding measures shall be taken; (3) The support length of the floor and roof components shall not be less than the requirements of Table 5.2.3-1: Minimum support length of floor and roof components (mtm) Component name Precast concrete slab Precast depth frame Support length 100 180 with frame pads Wooden roof frame, Wooden beam Table 5.2. 3-1
Wooden keels,
joint strips
on the roof trusses
5.2.3.3 The arrangement and construction of beams shall meet the following requirements: Wood bran strips
(1) Cast-in-place and assembled integral reinforced concrete floors and roofs may not have ring beams; (2) The arrangement and reinforcement of ring beams in brick houses with assembled concrete floors and roofs (or wooden roofs) shall not be less than those specified in Table 5.2.3-2. The cross-sectional height of the ring beam shall not be less than 120 mm. The position of the ring beam should be at the same elevation as the floor and roof or close to the bottom of the slab; the requirements for the arrangement of ring beams in houses with longitudinal wall load-bearing shall be increased accordingly; for houses with hollow walls, hollow walls and 180 mm thick brick walls, each layer of the outer wall shall have a ring beam, and the inner wall partitions shall have round beams
(3) Block houses with assembled concrete floors and roofs shall have a ring beam on each layer; the inner wall The horizontal spacing of the upper ring beams should not be greater than the corresponding provisions for degrees 8 and 9 in Table 5.2.3-2 for degrees 7 and 8 respectively; the cross-sectional height of the ring beam should not be less than 200mm for medium-sized block houses and should not be less than 150mm for small block houses; (4) For houses with brick arches and roofs, all internal and external walls of each floor should have ring beams. When the ring beam bears the thrust of the brick arches and roofs, the reinforcement should not be less than 4g12; (5) The beams at the roof should be cast in place; the beams at the floor slab can be reinforced brick ring beams with a height of not less than 4 bricks, the strength grade of the masonry mortar should not be less than M5, and the total reinforcement should not be less than the provisions in Table 5.2.3-2; the reinforced reinforcement strips in the cast-in-place reinforced concrete slab wall or the steel mesh cement mortar surface layer can replace the ring beam at this location; the deep beams or reinforced slab strips that are reliably connected to the longitudinal wall ring beam can also replace the ring beam at this location.
Layout and construction requirements of ring beams
Position quantity and
Reinforcement quantity
Except for prefabricated panels with two floors or with wood-plastic panels and wooden keels, there should be
different external walls, and the horizontal spacing of the surrounding beams on the vertical and horizontal walls should not be greater than
should not be greater than 8m and 16m respectively
There should be
The horizontal spacing of ring beams on the vertical and horizontal walls should not be greater than
should not be greater than
8m and 12m2 respectively
The horizontal wall spacing is greater than 8m Or
The spacing between transverse walls is greater than 8m
When the number of layers exceeds four, it should be separated
When each layer should have, the spacing between transverse towers should not be greater than 8m. When the number of layers
is greater than three, it should be separated
The spacing between transverse walls is greater than 8m or the same as the outside, and the horizontal spacing of the beams should not be greater than
When the number of layers exceeds four, it should be separated
The reinforcement amount
The horizontal spacing between the surrounding beams should not be greater than 16m
Note, when the degree is 6, the same as the non-seismic requirements,
wrapped 5. 2. 3-2
There should be
Horizontal spacing of beams on vertical and horizontal walls should not be
greater than 8m
When the number of floors exceeds two and the horizontal wall spacing is greater than
4m, each floor should be
with the external wall, and the horizontal spacing of ring beams should not be
greater than 8m
5.2.4 Components in the house that are prone to cause local collapse and their connections should comply with the following provisions respectively:
6—5—7
5.2.4.1 The local dimensions, support lengths and connections of existing structural members should comply with the following requirements:
(1) The minimum width of the load-bearing walls between doors and windows and the distance from the end of the external wall to the edge of the door and window openings, and the distance from the positive corner of the internal wall supporting a beam greater than 5m to the edge of the door and window openings. For degrees 7, 8 and 9, the distance from the end of the non-load-bearing external wall to the edge of the door and window openings should not be less than 0.8m, 1.0m and 1.5m respectively; (2) For degrees 7 and 8, the distance from the end of the non-load-bearing external wall to the edge of the door and window openings should not be less than 0.8n, and for degrees 9, it should not be less than 1.0m; (3) For the beams with a span of not less than 6m in the stairwell and lobby, the supporting length at the corner of the brick wall should not be less than 490mm;
(4) For small rooms such as the building with roof, elevator room and water tank room, the mortar strength grade of the wall should not be less than M2.5 for degrees 8 and 9; the door and window openings should not be too large; the prefabricated roof should be connected to the wall
5.2.4.2 The construction of non-structural components shall meet the following requirements. If they do not meet the requirements, When located at the exit or street, it should be reinforced or appropriate measures should be taken: (1) The partition wall should be tied to the walls or columns on both sides. When the length is greater than 5.1m or the height is greater than 3m, the wall top should also be connected to the beam slab; (2) For untied parapet walls and door faces and other decorative objects, when the strength grade of the masonry mortar is not less than M2.5 and the thickness is 240mm, the height of the protruding roof should not be greater than 0.5m for houses with poor integrity or non-rigid structures; and should not be greater than 0.9m for closed parapet walls of rigid structure houses; (3) Small smoke houses on the roof should have anti-collapse measures at the exit or street; (4) Reinforced concrete cantilever eaves, rain covers and other cantilevered components should have sufficient stability.
5.2.4.3 The requirements for the bearing capacity of cantilevered floors, full-length balconies, or supporting walls of partially cantilevered balconies, stairwells, and overpasses at the end of a house, or load-bearing walls adjacent to independent load-bearing brick columns should be improved. 5.2.5 During the first-level appraisal, the spacing and width of the seismic transverse walls of the building should not exceed the following limits:
(1) For houses with clay brick solid walls with a storey height of about 3m and a wall thickness of 240mm, when the horizontal cross-sectional area occupied by the door and window openings at 1/2 of the storey height is not more than 25% of the total cross-sectional area for load-bearing transverse walls and not more than 50% of the total cross-sectional area for load-bearing longitudinal walls, the limits of the spacing L of the load-bearing transverse walls and the width B of the building should be adopted according to Table 5.2.5-1; for houses with other walls, The limit values in Table 5.2.5-1 should be multiplied by the wall type correction factor specified in Table 5.2.5.2; (2) The limit values for self-supporting walls may be 1.25 times the value specified in paragraph (1) of this article:
(3) For the situations specified in Article 5.2.4.3 of this Chapter, the limit values should be 0.8 times the values specified in paragraphs (1) and (2) of this article; for small rooms such as floors protruding from the roof, elevator rooms and water tank rooms, the limit values should be 1/3 of the values specified in paragraphs (1) and (2) of this article.
First level appraisal of seismic transverse wall spacing and room plaque width limit (m) Table 5. 2. 5-1
M.M1 M2.aMs
M10 M0.4MI M2.5M5M10
[44744882828
151515
6.03.89.21413
T151515
9.6/9.3/11/1315
.98.98.102115
5.69.29.0 12 12 12 12 12
3.86-56-19.087121212
.27.017.0 10 (9-1
7.9|11/1215|15 [15
6.49.59.2131215
1.36.37.010115/1513
35.06.07.46.910|9.213
6.69.5|9.8|121212
4.6|6.76.519.58.912
4.116.25.7/8.57.3;11
6.39.0|9.4121212
4.3|6.3|6.18.98.312
3.6|5.4 4.9|7.+|6. 9.4
M0.4M1M2.5M5M10M0.MIM2.5M5M102878282080828282828
8.9|1212121212
5.98 .68.31211
8-21212121212
8.38.0111112
6.49.68.512
5.78.57.311
3.97.83.97.8
3.92.83.97.8
5.3/7.87.8|121015
4.36.46.28.98.412
4.76 .77.09.99.7141315
5-86.28.87.711
59.29.1121212
6.35.98.57.61 1
3.85.15.0/7.36-29.1
6.38.98.81211
5.95.57.87.1
3.34.5 4.36.35.37.8
3960395
3.95.53.95.9
3.24.73.95.9
6.18.80-2 1212 12
4.1j6.0|5.8 8-5/7.9]11
4.87.16.4j9.3
4.46.65.78.4
3.97.23.97.2
3.97.23.97.2
13.97-23.97-2
3.14.6 |4.77.1|6.0|9.21111
3.75.35.07-16.4/9.0
4.25.95 .8|8.27.710
3.75-34-66.7
3.35.83.35.9
Note: ①1. Refers to 240mm Thick load-bearing transverse wall spacing limit; take the average value when the floor and roof are rigid. Take the maximum value when flexible. Medium rigidity can be converted accordingly. ②B refers to the width limit of the house with 240mm thick longitudinal increase load-bearing. When there is one inner longitudinal wall of the same thickness, it can be taken as 1.4 times, and when there are two, it can be taken as 1.8 times; when the plane is partially protruding, the house width can be calculated according to the weighted average value:
③ When the floor is concrete and the roof is a roof truss or a steel-wood roof truss, the limit value of the top floor in the table should be multiplied by 0.7.
Seismic wall category correction factor
Hollow wall Hollow wall
Wall category
Thickness (mm) l
Correction factor
300420
Porous brick wall
Note:? Refers to the thickness of the wall of a small patch. Small and medium foundations
WallsBlock walls
Table 5. 2. 5-2
Solid walls
180370480
0.8r/2400.6r/240|0.751.41.8
Multi-story masonry houses that meet the requirements of this section can be evaluated as having comprehensive seismic resistance5.2.6
force that meets the seismic appraisal requirements; when one of the following situations occurs, the second-level appraisal may not be carried out, but reinforcement or other corresponding measures should be taken for the house: (1) The height-to-width ratio of the house is greater than 3.0 or the spacing between transverse walls exceeds the maximum value of 4 m for the rigid system;
(2) The connection at the intersection of the vertical and horizontal walls does not meet the requirements, or the support length is less than 75% of the specified value;
(3) The construction of non-structural components in vulnerable parts does not meet the requirements; (4) Many other provisions of this section obviously do not meet the requirements. 5.3 Second level appraisal
5.3.1 When the second level appraisal of multi-storey buildings is carried out by the comprehensive seismic capacity index method, the average floor seismic capacity index method, the comprehensive floor seismic capacity index method and the comprehensive wall segment seismic capacity index method shall be respectively adopted according to the specific situation that the building does not meet the first level appraisal. The average floor seismic capacity index, the comprehensive floor anti-expansion capacity index and the comprehensive wall segment seismic capacity index shall be calculated in the longitudinal and transverse directions of the building respectively. When the average anti-expansion capacity index of the weakest floor, the comprehensive anti-expansion capacity index of the weakest floor or the comprehensive seismic capacity index of the weakest wall segment is greater than or equal to 1.0, it can be assessed as meeting the requirements of the anti-fall appraisal; when it is less than 1.0, reinforcement or other corresponding measures shall be taken for the building.
5.3.2 For buildings whose structural system, integral connection and parts prone to collapse meet the requirements of the first level appraisal, but whose transverse wall spacing and building width exceed or one of them exceeds the first level appraisal limit, the average floor anti-fall capacity index method may be adopted for the second level appraisal. The average seismic capacity index of a floor shall be calculated as follows: β, - A,Ab,EMA
3 Average seismic capacity index of the longitudinal or transverse wall of the first floor;
Total area of the net section of the longitudinal or transverse seismic wall of the second floor at 1/2 of the floor height, excluding the cross-sectional area of the wall section with a height-to-width ratio greater than 4;
·Building plane area of the first floor;
. ...-Base area ratio of the longitudinal or transverse seismic wall of the first floor. It shall be adopted in accordance with Appendix A of this standard;
-Intensity influence coefficient: 0.7, 1.0, 1.5 and 2.5 respectively for 6, 7, 8 and 9 degrees.
5.3.3 For buildings whose structural system, integral connection of floor and roof, arrangement and construction of circular beams, and structural members that are prone to local collapse do not meet the requirements of the first-level appraisal, the second-level appraisal may be carried out using the comprehensive anti-expansion capacity index method of floors, and shall comply with the following provisions:
5. 3. 3. 1
In the formula, the comprehensive anti-expansion capacity index of floors shall be calculated as follows: βe, = β.
The comprehensive anti-expansion capacity index of the longitudinal or transverse wall of the first floor: "
The system influence coefficient may be determined in accordance with Section 5.3.3.2; the local influence coefficient may be determined in accordance with Section 5.3.3.3. 5.3.3.2 The system influence coefficient may be determined after comprehensive analysis based on the degree to which the irregularity, non-rigidity and integral connection of the building do not meet the requirements of the first-level appraisal; it may also be determined by the product of the coefficients in Table 5.3.3-1. When the mortar strength grade of brick masonry is M0.4, it should be multiplied by 0.9. System influence coefficient value
-Ratio of building height to width"
Horizontal spacing
Staggered height
Elevation height change
Adjacent floors
Increased volume measurement ratio
Building, virtual drawing components
Support length
Ring beam layout and
Degree of non-compliance
2. 2<2. 6
Exceeds the maximum
value in Table 5.2. 1 within +m
Exceeds one floor
Within 15% less than the specified value
15%~25% less than the specified value
Exterior wall of roof does not comply
Exterior wall of floor does not comply
Exterior wall of floor: two floors does not comply
Interior wall does not comply
Table 5. 3. 3-1
Shadow range
Upper 1/3 floor
Upper 1/3 floor
β of floor.
βer of stacking section
Up and down staggered floors
All changing floors
Stores with small stiffness
Stores with small belly
Unsatisfied floors
Unsatisfied floors
Up and down floors with missing beams
All floors
Unsatisfied upper and lower floors
Note: When the degree of non-compliance of a single item exceeds the requirements in the table or the non-compliance items exceed 3, reinforcement or other corresponding measures should be taken
5.3.3.3 The local influence coefficient can be determined after comprehensive analysis based on the degree of non-compliance of the first-level appraisal requirements of the parts that are prone to local collapse: It can also be determined by the minimum value of the coefficients in Table 5.3.3-2. Item
Additional dimensions
Staircase and other beams
Support length!
Small room on the roof
Local influence coefficient value
Non-compliant Cheng Yuan
Within 10% less than the specified value
10% to 20% less than the specified value
370mm0|5.8 8-5/7.9]11
4.87.16.4j9.3
4.46.65.78.4
3.97.23.97.2
3.97.23.97.2
13.97-23.97-2
3.14.6 |4.77.1|6.0|9.21111
3.75.35.07-16.4/9.0
4.25.95 .8|8.27.710
3.75-34-66.7
3.35.83.35.9
Note: ①1. Refers to 240mm Thick load-bearing transverse wall spacing limit; take the average value when the floor and roof are rigid. Take the maximum value when flexible. Medium rigidity can be converted accordingly. ②B refers to the width limit of the house with 240mm thick longitudinal increase load-bearing. When there is one inner longitudinal wall of the same thickness, it can be taken as 1.4 times, and when there are two, it can be taken as 1.8 times; when the plane is partially protruding, the house width can be calculated according to the weighted average value:
③ When the floor is concrete and the roof is a roof truss or a steel-wood roof truss, the limit value of the top floor in the table should be multiplied by 0.7.
Seismic wall category correction factor
Hollow wall Hollow wall
Wall category
Thickness (mm) l
Correction factor
300420
Porous brick wall
Note:? Refers to the thickness of the wall of a small patch. Small and medium foundations
WallsBlock walls
Table 5. 2. 5-2
Solid walls
180370480
0.8r/2400.6r/240|0.751.41.8
Multi-story masonry houses that meet the requirements of this section can be evaluated as having comprehensive seismic resistance5.2.6
force that meets the seismic appraisal requirements; when one of the following situations occurs, the second-level appraisal may not be carried out, but reinforcement or other corresponding measures should be taken for the house: (1) The height-to-width ratio of the house is greater than 3.0 or the spacing between transverse walls exceeds the maximum value of 4 m for the rigid system;
(2) The connection at the intersection of the vertical and horizontal walls does not meet the requirements, or the support length is less than 75% of the specified value;
(3) The construction of non-structural components in vulnerable parts does not meet the requirements; (4) Many other provisions of this section obviously do not meet the requirements. 5.3 Second level appraisal
5.3.1 When the second level appraisal of multi-storey buildings is carried out by the comprehensive seismic capacity index method, the average floor seismic capacity index method, the comprehensive floor seismic capacity index method and the comprehensive wall segment seismic capacity index method shall be respectively adopted according to the specific situation that the building does not meet the first level appraisal. The average floor seismic capacity index, the comprehensive floor anti-expansion capacity index and the comprehensive wall segment seismic capacity index shall be calculated in the longitudinal and transverse directions of the building respectively. When the average anti-expansion capacity index of the weakest floor, the comprehensive anti-expansion capacity index of the weakest floor or the comprehensive seismic capacity index of the weakest wall segment is greater than or equal to 1.0, it can be assessed as meeting the requirements of the anti-fall appraisal; when it is less than 1.0, reinforcement or other corresponding measures shall be taken for the building.
5.3.2 For buildings whose structural system, integral connection and parts prone to collapse meet the requirements of the first level appraisal, but whose transverse wall spacing and building width exceed or one of them exceeds the first level appraisal limit, the average floor anti-fall capacity index method may be adopted for the second level appraisal. The average seismic capacity index of a floor shall be calculated as follows: β, - A,Ab,EMA
3 Average seismic capacity index of the longitudinal or transverse wall of the first floor;
Total area of the net section of the longitudinal or transverse seismic wall of the second floor at 1/2 of the floor height, excluding the cross-sectional area of the wall section with a height-to-width ratio greater than 4;
·Building plane area of the first floor;
. ...-Base area ratio of the longitudinal or transverse seismic wall of the first floor. It shall be adopted in accordance with Appendix A of this standard;
-Intensity influence coefficient: 0.7, 1.0, 1.5 and 2.5 respectively for 6, 7, 8 and 9 degrees. bZxz.net
5.3.3 For buildings whose structural system, integral connection of floor and roof, arrangement and construction of circular beams, and structural members that are prone to local collapse do not meet the requirements of the first-level appraisal, the second-level appraisal may be carried out using the comprehensive anti-expansion capacity index method of floors, and shall comply with the following provisions:
5. 3. 3. 1
In the formula, the comprehensive anti-expansion capacity index of floors shall be calculated as follows: βe, = β.
The comprehensive anti-expansion capacity index of the longitudinal or transverse wall of the first floor: "
The system influence coefficient may be determined in accordance with Section 5.3.3.2; the local influence coefficient may be determined in accordance with Section 5.3.3.3. 5.3.3.2 The system influence coefficient may be determined after comprehensive analysis based on the degree to which the irregularity, non-rigidity and integral connection of the building do not meet the requirements of the first-level appraisal; it may also be determined by the product of the coefficients in Table 5.3.3-1. When the mortar strength grade of brick masonry is M0.4, it should be multiplied by 0.9. System influence coefficient value
-Ratio of building height to width"
Horizontal spacing
Staggered height
Elevation height change
Adjacent floors
Increased volume measurement ratio
Building, virtual drawing components
Support length
Ring beam layout and
Degree of non-compliance
2. 2<2. 6
Exceeds the maximum
value in Table 5.2. 1 within +m
Exceeds one floor
Within 15% less than the specified value
15%~25% less than the specified value
Exterior wall of roof does not comply
Exterior wall of floor does not comply
Exterior wall of floor: two floors does not comply
Interior wall does not comply
Table 5. 3. 3-1
Shadow range
Upper 1/3 floor
Upper 1/3 floor
β of floor.
βer of stacking section
Up and down staggered floors
All changing floors
Stores with small stiffness
Stores with small belly
Unsatisfied floors
Unsatisfied floors
Up and down floors with missing beams
All floors
Unsatisfied upper and lower floors
Note: When the degree of non-compliance of a single item exceeds the requirements in the table or the non-compliance items exceed 3, reinforcement or other corresponding measures should be taken
5.3.3.3 The local influence coefficient can be determined after comprehensive analysis based on the degree of non-compliance of the first-level appraisal requirements of the parts that are prone to local collapse: It can also be determined by the minimum value of the coefficients in Table 5.3.3-2. Item
Additional dimensions
Staircase and other beams
Support length!
Small room on the roof
Local influence coefficient value
Non-compliant Cheng Yuan
Within 10% less than the specified value
10% to 20% less than the specified value
370mm0|5.8 8-5/7.9]11
4.87.16.4j9.3
4.46.65.78.4
3.97.23.97.2
3.97.23.97.2
13.97-23.97-2
3.14.6 |4.77.1|6.0|9.21111
3.75.35.07-16.4/9.0
4.25.95 .8|8.27.710
3.75-34-66.7
3.35.83.35.9
Note: ①1. Refers to 240mm Thick load-bearing transverse wall spacing limit; take the average value when the floor and roof are rigid. Take the maximum value when flexible. Medium rigidity can be converted accordingly. ②B refers to the width limit of the house with 240mm thick longitudinal increase load-bearing. When there is one inner longitudinal wall of the same thickness, it can be taken as 1.4 times, and when there are two, it can be taken as 1.8 times; when the plane is partially protruding, the house width can be calculated according to the weighted average value:
③ When the floor is concrete and the roof is a roof truss or a steel-wood roof truss, the limit value of the top floor in the table should be multiplied by 0.7.
Seismic wall category correction factor
Hollow wall Hollow wall
Wall category
Thickness (mm) l
Correction factor
300420
Porous brick wall
Note:? Refers to the thickness of the wall of a small patch. Small and medium foundations
WallsBlock walls
Table 5. 2. 5-2
Solid walls
180370480
0.8r/2400.6r/240|0.751.41.8
Multi-story masonry houses that meet the requirements of this section can be evaluated as having comprehensive seismic resistance5.2.6
force that meets the seismic appraisal requirements; when one of the following situations occurs, the second-level appraisal may not be carried out, but reinforcement or other corresponding measures should be taken for the house: (1) The height-to-width ratio of the house is greater than 3.0 or the spacing between transverse walls exceeds the maximum value of 4 m for the rigid system;
(2) The connection at the intersection of the vertical and horizontal walls does not meet the requirements, or the support length is less than 75% of the specified value;
(3) The construction of non-structural components in vulnerable parts does not meet the requirements; (4) Many other provisions of this section obviously do not meet the requirements. 5.3 Second level appraisal
5.3.1 When the second level appraisal of multi-storey buildings is carried out by the comprehensive seismic capacity index method, the average floor seismic capacity index method, the comprehensive floor seismic capacity index method and the comprehensive wall segment seismic capacity index method shall be respectively adopted according to the specific situation that the building does not meet the first level appraisal. The average floor seismic capacity index, the comprehensive floor anti-expansion capacity index and the comprehensive wall segment seismic capacity index shall be calculated in the longitudinal and transverse directions of the building respectively. When the average anti-expansion capacity index of the weakest floor, the comprehensive anti-expansion capacity index of the weakest floor or the comprehensive seismic capacity index of the weakest wall segment is greater than or equal to 1.0, it can be assessed as meeting the requirements of the anti-fall appraisal; when it is less than 1.0, reinforcement or other corresponding measures shall be taken for the building.
5.3.2 For buildings whose structural system, integral connection and parts prone to collapse meet the requirements of the first level appraisal, but whose transverse wall spacing and building width exceed or one of them exceeds the first level appraisal limit, the average floor anti-fall capacity index method may be adopted for the second level appraisal. The average seismic capacity index of a floor shall be calculated as follows: β, - A,Ab,EMA
3 Average seismic capacity index of the longitudinal or transverse wall of the first floor;
Total area of the net section of the longitudinal or transverse seismic wall of the second floor at 1/2 of the floor height, excluding the cross-sectional area of the wall section with a height-to-width ratio greater than 4;
·Building plane area of the first floor;
. ...-Base area ratio of the longitudinal or transverse seismic wall of the first floor. It shall be adopted in accordance with Appendix A of this standard;
-Intensity influence coefficient: 0.7, 1.0, 1.5 and 2.5 respectively for 6, 7, 8 and 9 degrees.
5.3.3 For buildings whose structural system, integral connection of floor and roof, arrangement and construction of circular beams, and structural members that are prone to local collapse do not meet the requirements of the first-level appraisal, the second-level appraisal may be carried out using the comprehensive anti-expansion capacity index method of floors, and shall comply with the following provisions:
5. 3. 3. 1
In the formula, the comprehensive anti-expansion capacity index of floors shall be calculated as follows: βe, = β.
The comprehensive anti-expansion capacity index of the longitudinal or transverse wall of the first floor: "
The system influence coefficient may be determined in accordance with Section 5.3.3.2; the local influence coefficient may be determined in accordance with Section 5.3.3.3. 5.3.3.2 The system influence coefficient may be determined after comprehensive analysis based on the degree to which the irregularity, non-rigidity and integral connection of the building do not meet the requirements of the first-level appraisal; it may also be determined by the product of the coefficients in Table 5.3.3-1. When the mortar strength grade of brick masonry is M0.4, it should be multiplied by 0.9. System influence coefficient value
-Ratio of building height to width"
Horizontal spacing
Staggered height
Elevation height change
Adjacent floors
Increased volume measurement ratio
Building, virtual drawing components
Support length
Ring beam layout and
Degree of non-compliance
2. 2<2. 6
Exceeds the maximum
value in Table 5.2. 1 within +m
Exceeds one floor
Within 15% less than the specified value
15%~25% less than the specified value
Exterior wall of roof does not comply
Exterior wall of floor does not comply
Exterior wall of floor: two floors does not comply
Interior wall does not comply
Table 5. 3. 3-1
Shadow range
Upper 1/3 floor
Upper 1/3 floor
β of floor.
βer of stacking section
Up and down staggered floors
All changing floors
Stores with small stiffness
Stores with small belly
Unsatisfied floors
Unsatisfied floors
Up and down floors with missing beams
All floors
Unsatisfied upper and lower floors
Note: When the degree of non-compliance of a single item exceeds the requirements in the table or the non-compliance items exceed 3, reinforcement or other corresponding measures should be taken
5.3.3.3 The local influence coefficient can be determined after comprehensive analysis based on the degree of non-compliance of the first-level appraisal requirements of the parts that are prone to local collapse: It can also be determined by the minimum value of the coefficients in Table 5.3.3-2. Item
Additional dimensions
Staircase and other beams
Support length!
Small room on the roof
Local influence coefficient value
Non-compliant Cheng Yuan
Within 10% less than the specified value
10% to 20% less than the specified value
370mm6
Force meets the requirements of seismic appraisal;
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