GB 50153-1992 Unified standard for reliability design of engineering structures
Some standard content:
National Standard of the People's Republic of China
Unified Standard for Reliability Design of Engineering Structures
GB50153-92
Editing Department: Former Ministry of Urban and Rural Construction and Environmental Protection of the People's Republic of ChinaApproving Department: Ministry of Construction of the People's Republic of China
Effective Date: 19
January 1, 2001-2-1
Notice on the Issuance of the National Standard "Unified Standard for Reliability Design of Engineering Structures"
Jianbiao [1992] No. 182
According to the requirements of the State Planning Commission's Document No. Jizong [1985] No. 1, the Unified Standard for Reliability Design of Engineering Structures, which was jointly compiled by the China Academy of Building Research and relevant units, has been reviewed by relevant departments. It is now approved that the unified standard for reliability design of engineering structures> GB50153--92 is mandatory. This standard was compiled by the former Ministry of Urban and Rural Construction and Environmental Protection in accordance with the Notice of the State Planning Commission (1985) No. 1. It was compiled by the China Academy of Building Research together with the editorial units of the unified standards for reliability design of housing, railway, highway, port and water conservancy and hydropower engineering structures. In order to compile this standard, under the leadership of the competent department for standardization of engineering construction, the relationship between this standard and the "Uniform Standard for Design of Building Structures", "Uniform Standard for Design of Railway Engineering Structures", "Uniform Standard for Design of Highway Engineering Structures", "Uniform Standard for Design of Port Engineering Structures" and "Uniform Standard for Design of Reliability of Water Conservancy and Hydropower Engineering Structures" was coordinated. This standard is the criterion for the unified standards for design of other types of engineering structures to be followed. In the compilation of the 1-2--2
national standard, it will be implemented on October 1, 1992. The Ministry of Construction is responsible for the management of this standard. The China Academy of Building Research is responsible for the specific interpretation and other work, and 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
April 2, 1992
During the process, relevant design, scientific research and colleges and universities in the country worked together to summarize my country's engineering practice experience, draw on the corresponding national standards, and solicit opinions from relevant units across the country. Finally, it was reviewed and finalized at a special meeting.
This standard includes seven chapters and six appendices. The main contents include the definition of structural reliability, limit state design principles, structural effects, material and rock and soil properties and geometric parameters, structural analysis, partial factor design methods, quality control requirements, etc.
In the process of implementing this standard, please pay attention to summarizing experience and accumulating data, and send any problems and opinions found to the Structure Institute of China Academy of Building Research at any time for reference in future revisions. Ministry of Construction of the People's Republic of China
March 1992
Chapter 1
Chapter 2
Chapter 3
Chapter 4
Chapter 5
Chapter 6
Chapter 7
Appendix—
General Principles of Limit State Design
1--2-4
...... 1-2--4
Structural Actions
Material and Geotechnical Properties and
Geometric Parameters
Structural Analysis
Partial Factor Design Methods…
Quality Control Requirements
-2—6
1—2—6
.. 1--2—6
First
Second-order moment method for calculating structural reliability indices
1—2—7
1 -2--7
Permanent action, variable action and accidental
Appendix II,
Examples of action...
Determination of standard value of permanent action
Appendix III
Appendix IV
Determination of standard value of variable action
Appendix V
Appendix VI
. 1—2—8
1--2—8
: 1—2-8
Principles for determining quasi-permanent value and frequent
value of variable action
Explanation of terms used in this standard
Additional explanation
-2---9
12— 3
Chapter 1 General
Article 1.0.1 This standard is formulated to unify the basic principles and methods of reliability design of engineering structures, so that the design meets the requirements of advanced technology, economic rationality, safety and applicability, and quality assurance.
Article 1.0.2 This standard is the criterion to be followed in formulating unified standards for reliability design of housing, railways, highways, ports, and water conservancy and hydropower engineering structures. Corresponding specific regulations should be formulated in the unified standards for various types of engineering structures. Article 1.0.3 This standard applies to the entire structure, the components that make up the entire structure, and the foundation, and is applicable to the construction stage and use stage of the substructure. Article 1.0.4 The engineering structure must meet the following functional requirements: 1. During normal construction and normal use, it can withstand various possible effects;
During normal use, it has good working performance;
3. Under normal maintenance, it has sufficient durability; 4. When and after the accidental events specified in the design, it can maintain the necessary overall stability.
Article 1.0.5 The structure shall have sufficient reliability to complete its intended function within the specified time and under the specified conditions. Reliability can generally be measured by probability.
When determining the structural reliability and its related design parameters, an appropriate design reference period shall be selected in combination with the service life of the structure as the time parameter based on which the structural reliability design is based.
Article 1.0.6 The design of engineering structures should adopt the limit state design method based on probability theory expressed by partial factors. Article 1.0.7 When designing engineering structures, the safety level specified in Table 1.0.7 shall be adopted according to the severity of the possible consequences of structural damage (endangering human life, causing economic losses, and generating social impacts, etc.). Safety level
Safety level of engineering structures
Consequences of damage
Very serious
Not serious
In the past: For special structures, their safety level can be determined according to their specific conditions. The safety level of various structural components in the engineering structure should be the same as that of the entire structure in Article 1.0.8
The safety level of some structural components can be appropriately increased or decreased, but shall not be lower than level three. Article 1.0.9 For structural components of different safety levels, corresponding reliability should be specified.
Article 1.0.10 Engineering structures should be divided into two types of failure, ductile failure and brittle failure, according to whether there is obvious deformation or other signs before failure. The specified reliability of the structure with brittle failure should be appropriately higher than that of the structure with ductile failure.
Article 1.0.11 When conditions permit, the engineering structure should be designed according to the reliability of the structural system. The reliability design of the structural system should select the main failure mode according to the characteristics of structural failure, and improve the rationality of the reliability design of the entire structure by selecting the structure or adjusting the reliability of the components. Article 1.0.12 In order to ensure that the engineering structure has the specified reliability, the main conditions based on the structural design should be controlled accordingly. The corresponding control level should be divided according to the safety level of the structure. The specific requirements for control shall be specifically specified by the relevant survey, design, construction and use standards. 1—24
Limit state design principles
Chapter 2
Article 2.0.1 The entire structure or part of the structure cannot meet a certain functional requirement specified in the design when it exceeds a certain state. This specific state should be the limit state of the function.
For various limit states of the structure, clear signs and limits should be specified.
Article 2.0.2 The limit state can be divided into the following two categories: 1. Bearing capacity limit state. This limit state corresponds to the deformation of the structure or structural member reaching the maximum bearing capacity or being unsuitable for continued bearing. When a structure or structural member is in one of the following states, it shall be considered that the bearing capacity limit state has been exceeded:
1. The entire structure or part of the structure loses balance as a body (such as overturning, sliding, etc.);
2. The structural member or connection is damaged due to the material strength being exceeded (including fatigue damage, or is unsuitable for continued bearing due to excessive deformation; 3. The structure is transformed into a mobile system;
4. The structure or structural member loses stability (such as compression buckling, etc.). 2. Normal use limit state. This limit state corresponds to a certain specified limit value of normal use or durability of the structure or structural member. When a structure or structural member is in one of the following states, it shall be considered that the normal use limit state has been exceeded:
1. Deformation that affects normal use or appearance; 2. Local damage (including cracks) that affects normal use or durability; 3. Vibration that affects normal use;
4. Other specific states that affect normal use. Section 2.0.Article 3
When designing engineering structures, the design conditions should be determined based on the environmental conditions and impacts of the structure during construction and use. The design conditions of engineering structures can be divided into the following three types: 1. Persistent conditions. Conditions that will definitely occur during the use of the structure and last for a long time. The duration is generally of the same order of magnitude as the service life. 2. Short-term conditions. Conditions that have a high probability of occurring during the construction and use of the structure and a short duration;
3. Accidental conditions. Conditions that have a low probability of occurring during the use of the structure and last for a short period of time.
For different design conditions, different structural systems, reliability levels and design values of basic variables can be used to perform reliability verification respectively. Article 2.0.4 For the three design conditions, engineering structures should be designed according to the ultimate state of bearing capacity. For permanent conditions, they should still be designed according to the limit state of normal use; for short-term conditions, they can be designed according to the limit state of normal use as needed: for accidental conditions, they may not be designed according to the limit state of normal use. Article 2.0.5 When designing engineering structures, for various design conditions, the most unfavorable combination of corresponding structural action effects should be determined according to different limit states. Article 2.0.6 For accidental conditions, the structure can be designed according to the ultimate limit state of bearing capacity using one of the following principles:
1. Design or take protective measures according to the accidental combination of action effects so that the main load-bearing structure will not lose its bearing capacity due to the accidental events specified in the design;
2. Allow the main load-bearing structure to be partially destroyed due to the accidental events specified in the design, but its remaining part has an appropriate reliability that does not collapse continuously within a period of time.
Article 2.0.7
When analyzing structural reliability, the actions on the structure, the properties of materials and rock and soil, geometric parameters, and the uncertainty of the calculation model should be taken as basic variables.
Several basic variables such as action effects and structural resistance can be constructed as comprehensive variables.
Basic variables or comprehensive variables should be treated as random variables. The limit state of engineering structures shall be described by the following limit state equation: Article 2.0.8
g(X., X., *, X.)-0
-functional function of the structure;
X,(i= 1,2,…,n) basic variables. Article 2.0.9 The design of engineering structures according to the limit state shall meet the following requirements:
g(Xi, X2, \\, X)>0
(2.0.9-1)
When there are two comprehensive variables, the effect and structural resistance, the design of engineering structures according to the limit state shall meet the following requirements:8 (S, R) =RS>0
(2.0.9-2)
S-structural effect;
R——structural resistance.
Article 2.0.10 The probability that a structure cannot complete its intended function shall be the failure probability. bZxz.net
The reliability of structural components should be measured by reliability index. The relationship between the failure probability of structural components and the reliability index is:
P=Φ(-β)
Where ·)-
Standard normal distribution function;
Calculated value of the failure probability of structural components;
β—Reliability index of structural components.
The reliability index of structural components shall be determined based on the probability distribution type and statistical parameters of basic variables (see Appendix 1). Article 2.0.11 The target reliability index of structural component design can be determined based on the calibration of reliability index of existing structural components and the optimal balance between structural safety and economy.
To determine the reliability index, the probability distribution type and statistical parameters of all basic variables shall be specified by the unified standard for reliability design of various types of engineering structures based on sufficient statistical data and engineering experience, and by applying probability theory and mathematical statistics methods. When there is a lack of sufficient statistical data, regulations can be made based on existing data combined with well-founded engineering experience.
Article 2.0.12 For permanent and transient conditions, when designing according to the ultimate limit state of bearing capacity, the target reliability index value should differ by 0.5 for each level of difference in the safety level of various structural components.
Article 2.0.13 Structural components should be designed according to the specified target reliability index using the ultimate limit state design expression composed of the representative value of the action, the standard value of the material performance, the standard value of the geometric parameter and the corresponding partial factors. Chapter 3 Actions on Structures
Article 3.0.1
The actions on the structure should include the concentrated force and distributed force applied to the structure, and the causes of the imposed deformation and restrained deformation of the structure. Past: The concentrated force and distributed force applied to the structure can be called load. When the various actions on the structure can be assumed to be random and independent of each other in time or space, each action can be considered as a separate action. When certain actions are closely related and often appear at their maximum values at the same time, these actions can be considered as one action.
Article 3.0.2 The actions on the structure can be classified according to the following properties. 1. Classification by variability over time:
1. Permanent action, an action whose value does not change with time during the design reference period, or whose change is negligible compared with the average value; 2. Variable action, an action whose value changes with time during the design reference period, and whose change is not negligible compared with the average value; it will definitely appear, but will not appear once it appears
3. Accidental action, an action with a large value and a short duration that will not appear during the design reference period. Further: Examples of permanent, variable and accidental actions are shown in Appendix II. 2. Classification by variability over space
1. Fixed action, an action with a fixed distribution on the structure 2. Free action, an action that can be arbitrarily distributed within a certain range on the structure.
3. Classification by the response characteristics of the structure
1. Static action, an action that makes the acceleration generated by the structure negligible 2. Dynamic action, so that the acceleration generated by the structure cannot be ignored Article 3.0.3
The law of change of the action on the structure with time should be described by the random process probability model.
The maximum or minimum value of the action on the structure during the design reference period can be described by the random variable probability model.
The probability distribution type and statistical parameters of the action on the structure should be determined based on the observed data using the parameter estimation method and the hypothesis test method of the probability distribution.
Article 3.0.4 When the engineering structure is designed according to different limit states, different representative values of the action should be used in the design expression. The representative value of the action and the method of determining the representative value should be specifically specified by the relevant standards. Article 3.0.5 The standard value of the action should be the main representative value used in the design of the engineering structure. It represents the most unfavorable action value that may occur on the structure. Its value can be determined according to a certain unfavorable quantile value of the probability distribution of the maximum (minimum) value of the action during the design reference period. When conditions permit, the probability value corresponding to the quantile value can be uniformly specified.
Note: The principles for determining the standard value of permanent action are shown in Appendix III, and the principles for determining the standard value of variable action are shown in Appendix IV. When the observation data is not sufficient, the standard value can also be combined with engineering experience. Determined through analysis and judgment.
Article 3.0.6
In the design of engineering structures, the representative values of variable actions can still use frequent values and quasi-permanent values.
The frequent value of variable action represents the larger action value that occurs from time to time on the structure. Its value can be determined according to the action having a certain specified shorter total duration during the design reference period, or according to the specified threshold crossing rate. The quasi-permanent value of variable action represents the action value that frequently occurs on the structure. Its value can be determined according to the action having a certain specified longer total duration during the design reference period.
Frequency value and quasi-permanent value can be expressed by multiplying the standard value by a coefficient less than ".
Note: The principles for determining the quasi-permanent value and frequent value of variable action are shown in Appendix V. Article 3.0.7 The representative value of accidental action is specifically specified by the relevant standards, and can also be determined through comprehensive analysis based on observation data and engineering experience. Article 3.0.8 When designing engineering structures, the combination of effects of different types of actions that may occur simultaneously should be considered, and the combination of effects of different types of actions that cannot occur simultaneously should not be considered. 1-25
Chapter 4
Performance and Geometric Parameters of Materials and Geotechnical Materials
Article 4.0.1 The performance of materials and geotechnical materials refers to their physical and mechanical properties such as strength and deformation modulus, which should be determined through experiments based on relevant test method standards. Article 4.0.2 The performance of materials and geotechnical materials determined by standard specimens should be converted into the performance of materials and on-site geotechnical materials in actual structures through conversion coefficients or functions. The uncertainty of the performance of materials and on-site geotechnical materials in actual structures consists of two parts: the uncertainty of the performance of standard specimens and the uncertainty of conversion coefficients or functions. Article 4.0.3 The probability distribution type and statistical parameters of material properties should be described by random variable probability models. They should be determined based on test data using parameter estimation methods and probability distribution hypothesis testing methods. Article 4.Article 0.4 The standard value of material properties shall be determined according to a certain quantile of the probability distribution of material properties that meet the requirements of the standard. The standard value of strength shall be 0.05 quantile, and the standard value of deformation modulus shall be 0.5 quantile. Note: When the test data is insufficient or the situation is special, the standard value of material properties can be determined by combining engineering experience, analysis and judgment.
Article 4.0.5 The standard value of rock performance should be determined according to the results of on-site sampling tests and the provisions of relevant standards. Note: When there are multiple pieces, the standard value of geotechnical properties can be determined according to a certain quantile of probability distribution. Article 4.0.6 Geometric parameters should be parameters related to the shape, size and overall layout of structures, components and sections. Geometric parameters can be described by random variable probability model. The probability distribution type and statistical parameters of geometric parameters should be determined based on test data using parameter estimation methods and probability distribution hypothesis testing methods. When the variability of geometric parameters has little effect on structural resistance and other properties, geometric parameters can be considered as deterministic variables. Note: When the test data is insufficient. The statistics of geometric parameters can be determined by analysis and judgment according to the relevant standards. The standard values of geometric parameters can be determined by the nominal values specified in the design, or by a certain quantile value of the probability distribution of geometric parameters. Chapter V Structural Analysis Article 5.0.1 Structural analysis should include the following contents: 1. Analysis of structural action effects, to determine the action effects on the structure or section; 2. Analysis of structural resistance and other performance, to determine the resistance and other performance of the structure or section. Article 5.0.2 Structural analysis can be carried out by calculation, model test or prototype test. Article 5.0.3 The basic assumptions and calculation models used in structural analysis should be able to describe the structural response under the considered limit state. According to the specific conditions of the structure, one-dimensional, two-dimensional and three-dimensional calculation models can be used for structural analysis.
Article 5.0.4
When the engineering structure is designed according to the ultimate limit state of bearing capacity, linear, nonlinear or plastic theory can be used for calculation according to the response of materials and structures to the action.
When the engineering structure is designed according to the limit state of normal use, linear theory can be used for calculation; if necessary, nonlinear theory can be used for calculation. 1--2—6
Article 5.0.5
When the structure is subjected to free action, the most unfavorable action arrangement for the structure should be determined according to the possible spatial position of each free action. Article 5.0.6 The systematic influence of the environment on the performance of materials, components and structures should be directly considered in the structural analysis. For example, the influence of humidity on the strength of wood, the influence of high temperature on the performance of steel structures, etc.
Article 5.0.7 The uncertainty of the calculation model should be considered by using one or more additional basic variables in the limit state equation. The probability distribution type and statistical parameters of the additional basic variables can be determined by comparing the calculation results of the calculation model with the calculation results of the precise method or the actual observation results, through statistical analysis, or determined based on engineering experience. Chapter 6
Partial Factor Design Method
Article 6.0.1 Various partial factors in the design expression of the limit state of structural components shall be determined after optimization through calculation and analysis based on the probability distribution type and statistical parameters of the relevant basic variables and the specified target reliability indicators, and taking into account engineering experience.
Article 6.0.2 Design value F of the action. It shall be determined according to the following formula Fa-rF,
where F,--representative value of the action;
partial factor of the action.
Design value of material and geotechnical properties. It should be determined as follows: Ja = fk /?m
wherein
standard value of material and geotechnical properties;
(6.0.2-1)
(6.0.2-2)
7m-—partial coefficient of material and geotechnical properties. Design value of geometric parameters. Standard value of geometric parameters 4 can be used. When the variability of geometric parameters has a significant impact on structural performance, the design value of geometric parameters can be determined as follows:
adαk,
wherein 4, geometric parameter additional amount.
(6.0.2-3)
Article 6.0.3 When structural members are designed according to the ultimate limit state, the following requirements shall be met:
g(Fg, Je, ad, e, C, Yo, ?a) >0 Where——Combination coefficient of
action;
limit value, such as the limit value of deformation, crack width, acceleration; C
7. —Structural importance factor;
a—Coefficient reflecting the uncertainty of the calculation model. When structural members are designed according to the ultimate limit state of bearing capacity, Article 6.0.4
may adopt the following design expression:
7oS(Fg, ad, We, sd)2-2)
7m-—Partial coefficient of material and geotechnical properties. Design value of geometric parameters. The standard value of geometric parameters 4 can be used. When the variability of geometric parameters has a significant impact on structural performance, the design value of geometric parameters can be determined by the following formula:
adαk,
where 4 is the additional amount of geometric parameters.
(6.0.2-3)
Article 6.0.3 When structural members are designed according to the limit state, they shall meet the following requirements:
g(Fg, Je, ad, e, C, Yo, ?a) >0where——
Combination coefficient of action;
Limit value, such as deformation, crack width, acceleration limit; C
7. —Structural importance coefficient;
a—Coefficient reflecting the uncertainty of the calculation model. When structural members are designed according to the ultimate limit state, the following design expression can be used in Article 6.0.4:
7oS(Fg, ad, We, sd)2-2)
7m-—Partial coefficient of material and geotechnical properties. Design value of geometric parameters. The standard value of geometric parameters 4 can be used. When the variability of geometric parameters has a significant impact on structural performance, the design value of geometric parameters can be determined by the following formula:
adαk,
where 4 is the additional amount of geometric parameters.
(6.0.2-3)
Article 6.0.3 When structural members are designed according to the limit state, they shall meet the following requirements:
g(Fg, Je, ad, e, C, Yo, ?a) >0where——
Combination coefficient of action;
Limit value, such as deformation, crack width, acceleration limit; C
7. —Structural importance coefficient;
a—Coefficient reflecting the uncertainty of the calculation model. When structural members are designed according to the ultimate limit state, the following design expression can be used in Article 6.0.4:
7oS(Fg, ad, We, sd)
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