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Unified standard for reliability design of engineering structures
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Basic data | Standard ID | GB 50153-2008 (GB50153-2008) | | Description (Translated English) | Unified standard for reliability design of engineering structures | | Sector / Industry | National Standard | | Classification of Chinese Standard | P20 | | Word Count Estimation | 158,193 | | Date of Issue | 2008-11-12 | | Date of Implementation | 2009-07-01 | | Older Standard (superseded by this standard) | GB 50153-1992 | | Regulation (derived from) | Bulletin of the Ministry of Housing and Urban No. 156 | | Issuing agency(ies) | Ministry of Housing and Urban-Rural Development of the People's Republic of China; General Administration of Quality Supervision, Inspection and Quarantine of the People's Republic of China | | Summary | This Chinese standard applies to the entire structure, composition, structural components and foundation design, suitable for structural construction and use phases of design, suitable for both structural reliability assessment. Engineering structures should be designed based on the theory of probability used to express the partial coefficient limit state design methods, when the lack of statistical data, engineering structures designed according to sound engineering experience or the necessary pilot studies, may also allowable stress or experience of a single security coefficient method. Various types of engineering design standards and other relevant standards specified in this standard shall comply with the basic norms and should develop appropriate specific provisions. Engineering design in addition to complying with this standard, there should comply with existing national standards. | GB 50153-2008: Unified standard for reliability design of engineering structures---This is a DRAFT version for illustration, not a final translation. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.) will be manually/carefully translated upon your order.
1 General
1.0.1 In order to unify the basic principles, basic requirements and basic methods of structural design of housing construction, railway, highway, port, water conservancy and hydropower, etc., so that the structure meets the requirements of sustainable development, and meets the requirements of safety, reliability, economical rationality, technical Advanced and quality assurance requirements, formulate this standard.
1.0.2 This standard is applicable to the design of the entire structure, the components of the structure and the foundation; it is applicable to the design of the construction phase and the use phase of the structure; it is applicable to the reliability assessment of the existing structure.
1.0.3 The engineering structure design should adopt the limit state design method based on the probability theory and expressed by sub-item coefficients; when there is a lack of statistical data, the engineering structure design can be carried out based on reliable engineering experience or necessary experimental research, or use Empirical methods such as allowable stress or a single safety factor are used.
1.0.4 All kinds of engineering structure design standards and other relevant standards shall comply with the basic principles stipulated in this standard, and corresponding specific regulations shall be formulated.
1.0.5 In addition to complying with the provisions of this standard, the engineering structure design shall also comply with the relevant current national standards.
2 terms, symbols
2.1 Terminology
2.1.1 Structure structure
It is a system formed by the organic combination of connecting parts that can withstand the action and have appropriate rigidity.
2.1.2 Structural member structural member
A physically distinguishable part of a structure.
2.1.3 structural system
All load-bearing members in a structure and how they work together.
2.1.4 structural model structural model
Idealized structural systems for structural analysis, design, etc.
2.1.5 design working life
The number of years that the structure or structural components specified in the design can be used for the intended purpose without major repairs.
2.1.6 Design situations design situations
A group of design conditions representing the actual situation in a certain period of time, and the design should be such that the structure does not exceed the relevant limit state under this group of conditions.
2.1.7 persistent design situation persistent design situation
The design conditions that must appear during the use of the structure and last for a long time generally have the same order of magnitude as the design service life.
2.1.8 transient design situation
In the process of structure construction and use, the probability of occurrence is relatively high, and its duration is very short compared with the design service life.
2.1.9 accidental design situation accidental design situation
A design condition that has a low probability and a short duration during the use of the structure.
2.1.10 seismic design situation
The design condition of a structure when subjected to an earthquake.
2.1.11 load arrangement load arrangement
In structural design, the reasonable determination of the position, size and direction of free action.
2.1.12 load case
For specific verification purposes, a set of certain compatible load arrangements for fixed variable action, permanent action, free action, and deformations and geometrical deviations that are considered simultaneously.
2.1.13 Limit states limit states
The entire structure or a part of the structure cannot meet a certain functional requirement specified in the design beyond a specific state, and this specific state is the limit state of the function.
2.1.14 Ultimate limit states of carrying capacity
Corresponds to the state of deformation of a structure or structural member that has reached its maximum load-bearing capacity or is unsuitable for continued load-bearing.
2.1.15 Normal use limit state serviceability limit states
The state corresponding to a structure or structural member reaching a specified limit of normal service or durability performance...
2.1.16 Irreversible normal serviceability limit states irreversible serviceability limit states
When the action that produces a state beyond the limit state of normal use is removed, the beyond state produced by the action cannot be restored to the limit state of normal use.
2.1.17 Reversible serviceability limit states
When the action that produces a state exceeding the limit state of normal use is removed, the beyond state generated by the action can be restored to the limit state of normal use.
2.1.18 Resistance
The ability of a structure or structural member to withstand the effects of actions.
2.1.19 The overall stability of the structure structural integrity (structural ro-bustness)
In the event of accidental events such as fire, explosion, impact, or human error, the ability of the structure as a whole to remain stable without damaging consequences disproportionate to the cause.
2.1.20 Continuous collapse progressive collapse
Initial localized failure, which propagates from member to member, eventually leading to the collapse of the entire structure or of a portion of it disproportionate to the cause.
2.1.21 reliability reliability
The ability of a structure to complete a predetermined function within a specified time and under specified conditions.
2.1.22 degree of reliability (reliability)
The probability that the structure will complete the intended function within the specified time and under the specified conditions.
2.1.23 Failure probability Pf probability of failure Pf
The probability that a structure will not be able to perform its intended function.
2.1.24 reliability index β reliability index β
The numerical index to measure the structural reliability, the relationship between the reliability index β and the failure probability Pf is β=-Ф-1(Pf), where Ф-1(·) is the inverse function of the standard normal distribution function.
2.1.25 basic variable basic variable
A defined set of variables representing physical quantities used to characterize actions and environmental influences, properties of materials and soils, and geometric parameters.
2.1.26 Function function performance function
A function with respect to elementary variables that characterizes a structural function.
2.1.27 probability distribution probability distribution
The statistical law of the value of a random variable is generally represented by a probability density function or a probability distribution function.
2.1.28 Statistical parameter
In the probability distribution, it is used to represent the numerical characteristics of the average level and dispersion degree of the value of the random variable.
2.1.29 Quantile value fractile
The value corresponding to a certain probability of the probability distribution function of a random variable.
2.1.30 nominal value nominal value
Value determined by non-statistical methods.
2.1.31 limit state method limit state method
A design method that does not push a structure beyond a specified limit state.
2.1.32 allowable stress method permissible (allowable) stress method
The design method that makes the stress of the structure or foundation under the action standard value not exceed the specified allowable stress (material or rock and soil strength standard value divided by a certain safety factor).
2.1.33 single safety factor method single safety factor method
A design method that makes the effect ratio of the resistance standard value of the structure or foundation to the effect standard value not lower than a specified safety factor.
2.1.34 action
Concentrated or distributed forces exerted on a structure (direct action, also called load) and causes of imposed or constrained deformation of the structure (indirect action).
2.1.35 effect of action
The response of a structure or structural member to an action.
2.1.36 single action single action
An effect that can be considered statistically independent in time and space from any other effect on structure.
2.1.37 permanent action
An effect that persists over the period considered by the design and whose magnitude varies negligibly compared with the mean value, or whose change is monotonous and tends to a certain limit value.
2.1.38 variable action variable action
Its magnitude changes with time within the design service life, and its change is not negligible compared with the average value.
2.1.39 accidental action
It does not necessarily appear within the design service life, but once it occurs, its magnitude is large and the duration is very short.
2.1.40 Seismic action
Effects of earthquakes on structures.
2.1.41 Geotechnical action for soil work
Actions imparted to a structure by soil, fill, or groundwater.
2.1.42 fixed action fixed action
It has the function of fixed spatial distribution in structure. When the size and direction of the fixed action on a certain point of the structure are determined, the effect of the action on the entire structure is determined.
2.1.43 free action
It has the effect of arbitrary spatial distribution within a given range on the structure.
2.1.44 static action static action
The effect that causes a structure to produce a negligible acceleration.
2.1.45 dynamic action dynamic action
The effect that causes the acceleration of a structure to be non-negligible.
2.1.46 bounded action
It has an effect that cannot be surpassed and its limit value can be grasped exactly or approximately.
2.1.47 unbounded action
There is no clear cut-off value.
2.1.48 characteristic value of an action
The main representative value of the action can be determined according to the statistics of the observed data, the natural limit of the action or engineering experience.
2.1.49 design reference period design reference period
A time parameter chosen to determine the value of a variable action, etc.
2.1.50 combination value of a variable action
The action value that makes the exceedance probability of the combined action effect converge with the exceedance probability of the standard value action effect when the action appears alone; or the action value that makes the structure have a specified reliable index after combination. It can be expressed by the reduction of the combined value coefficient (ψc≤1) to the standard value of the action.
2.1.51 frequent value of a variable action
The action value whose ratio of the total time exceeded in the design base period to the design base period is small; or the action value where the exceeded frequency is limited to the specified frequency. It can be expressed by the reduction of the effect standard value by the frequent occurrence value coefficient (ψf≤1).
2.1.52 quasi-permanent value of a variable-able action
The effect value with a larger ratio of the total time exceeded in the design base period to the design base period. It can be expressed by the reduction of the quasi-permanent value coefficient (ψc≤1) to the standard value of the action.
2.1.53 accompanying value of a variable action accompanying value of a variable action
In action combinations, variable action values with leading actions. Accompanying values of variable action can be composite, frequent or quasi-permanent.
2.1.54 representative value of an action
Action values used for limit state design. It can be a standard value for an action or an accompanying value for a variable action.
2.1.55 design value of an action
The product of the representative value of the action and the partial coefficient of the action.
2.1.56 Combination of actions (load combination) combination of actions (loadcombination)
Under the simultaneous influence of different actions, a set of action design values adopted to verify the structural reliability of a certain limit state.
2.1.57 Environmental influence
Various mechanical, physical, chemical or biological adverse effects of the environment on the structure. Environmental impact can cause deterioration of structural material performance, reduce the safety or applicability of the structure, and affect the durability of the structure.
2.1.58 Standard value characteristic value of a materialproperty
A quantile of the probability distribution of a material property of specified quality or a nominal value of a material property.
2.1.59 Design value of a material property
The value obtained by dividing the standard value of material properties by the partial coefficient of material properties.
2.1.60 standard value characteristic value of a geometry-rical parameter
The nominal value of the geometric parameter specified in the design or a certain quantile value of the probability distribution of the geometric parameter.
2.1.61 design value of a geometrical pa-rameter
The standard value of a geometry parameter is increased or decreased by an additional amount of a geometry parameter.
2.1.62 structural analysis structural analysis
The process of determining the effect of action on a structure.
2.1.63 first order linear-elastic analysis
Structural analysis of initial structural geometry using elastic theoretical analysis methods based on linear stress-strain or bending moment-curvature relationships.
2.1.64 second order linear-elastic analysis
Structural analysis of deformed structural geometries using elastic theoretical analysis methods based on linear stress-strain or bending moment-curvature relationships.
2.1.65 first order (or sec-ond order) linear-elastic analysis with redistribution
First-order or second-order linear elastic analysis for adjustment of internal forces in structural design, coordinated with a given external action, structural analysis without explicit calculation of rotational capacity.
2.1.66 first order non-linear analysis first order non-linear analysis
Structural analysis of the geometry of the initial structure based on the nonlinear deformation properties of the material.
2.1.67 second order non-linear analysis second order non-linear analysis
Structural analysis of deformed structural geometry based on nonlinear deformation properties of materials.
2.1.68 elasto-plastic analysis (first or second order)
Structural analysis based on the bending moment-curvature relationship consisting of a linear elastic phase followed by a non-hardening phase.
2.1.69 rigid-plastic analysis rigid plastic analysis
Assuming that the bending moment-curvature relationship is inelastic deformation and no hardening stage, the limit analysis theory is used to directly determine the ultimate bearing capacity of the geometry of the initial structure.
2.1.70 Existing structure
Various engineering structures that already exist.
2.1.71 assessed working life
The service life of the existing structure estimated by the reliability assessment under the specified conditions.
2.1.72 load testing load testing
A test to assess the performance of a structure or structural member or to predict its capacity by applying a load.
2.2 Symbols
2.2.1 Symbols of the uppercase Latin alphabet.
AEk - the standard value of earthquake action;
Ad - design value of accidental effect;
C--the corresponding limit value specified by the design for deformation, cracks, etc.;
Fd--the design value of the function;
Fr - the representative value of the role;
Gk - the standard value of permanent action;
P--Relevant representative value of prestressing effect;
Qk - the standard value of variable action;
R - the resistance of the structure or structural members;
Rd--the design value of the resistance of the structure or structural members;
S--the action effect of the structure or structural members;
-- the effect of the standard value of seismic action;
-- the effect of accidental design value;
Sd--effect design value of action combination;
-- the design value of the unbalanced action effect;
-- the design value of the balance effect;
-- the effect of the standard value of permanent action;
Sp - the effect of the representative value of the prestressing effect;
-- the effect of variable action standard values;
T--design base period;
X--basic variable.
2.2.2 Symbols of lowercase Latin letters.
a--geometric parameters;
ad - the design value of the geometric parameter;
ak - the standard value of the geometric parameter;
fd--design value of material properties;
fk - the standard value of material properties;
pf - the calculation value of the failure probability of structural components.
2.2.3 Symbols of uppercase Greek letters.
△a--additional amount of geometric parameters.
2.2.4 Symbols for lowercase Greek letters.
β—reliable index of structural components;
γO--structural importance coefficient;
γI--seismic action importance coefficient;
γF--the sub-item coefficient of the action;
γG--partial coefficient of permanent action;
γL--load adjustment factor considering the design service life of the structure;
γM--sub-item coefficient of material properties;
γQ--the partial coefficient of variable effect;
γP--partial coefficient of prestressing effect;
ψc--the combined value coefficient of the action;
ψf - the frequent occurrence value coefficient of the action;
ψq--the quasi-permanent value coefficient of the action.
3 basic rules
3.1 Basic requirements
3.1.1 The design, construction and maintenance of the structure shall enable the structure to meet the specified functional requirements in an appropriate reliable and economical manner within the specified design service life.
3.1.2 The structure should meet the following functional requirements.
1 Can withstand various actions that may occur during construction and use;
2 maintain good performance;
3 have sufficient durability;
4 When a fire breaks out, it can maintain sufficient bearing capacity within the specified time;
5.In the event of accidental events such as explosion, impact, human error, etc., the structure can maintain the necessary overall stability, and there will be no damage consequences that are not commensurate with the cause, so as to prevent continuous collapse of the structure.
Note. 1 For important structures, necessary measures should be taken to prevent progressive collapse of structures; for general structures, appropriate measures should be taken to prevent progressive collapse of structures.
2 For port engineering structures, "impact" refers to abnormal impact.
3.1.3 When designing the structure, appropriate measures shall be taken according to the following requirements to prevent or minimize possible damage to the structure.
1 Avoid, eliminate or reduce possible damage to the structure;
2 adopt the structure type that is not sensitive to the possible hazard response;
3 Use a type of structure in which other parts of the structure can still be preserved when a single member or a limited part of the structure is accidentally removed or the structure shows acceptable local damage;
4 It is not advisable to adopt the structural system without warning of damage;
5 Make the structure have overall stability.
3.1.4 The following measures should be taken to meet the basic requirements for the structure.
1 using appropriate materials;
2 adopt reasonable design and structure;
3 To formulate corresponding control measures for the design, manufacture, construction and use of the structure.
3.2 Safety level and reliability
3.2.1 During the design of engineering structures, different safety levels should be adopted according to the severity of possible consequences of structural damage (endangering human life, causing economic losses, impacting society or the environment, etc.). The division of engineering structure safety level shall comply with the provisions in Table 3.2.1.
Table 3.2.1 Safety grades of engineering structures
Note. For important structures, the safety level should be taken as the first level; for general structures, the safety level should be taken as the second level; for the secondary structures, the safety level should be taken as the third level
3.2.2 The safety level of various structural components in the engineering structure should be the same as the safety level of the structure, and the safety level of some structural components can be adjusted, but it should not be lower than the third level.
3.2.3 The setting of reliability level should be determined according to the safety level, failure mode and economic factors of structural components. Different levels of reliability may be used for the safety and serviceability of the structure.
3.2.4 When there are sufficient statistical data, the reliability of structural components should be measured by the reliability index β. The reliability index used in the design of structural components can be determined based on the reliability analysis of existing structural components, combined with experience and economic factors.
3.2.5 For every level difference in the safety level of various structural components, the value of the reliability index should be different by 0.5.
3.3 Design service life and durability
3.3.1 When designing the engineering structure, the design service life of the structure should be specified
3.3.2 The design service life of building structures, railway bridge and culvert structures, highway bridge and culvert structures and port engineering structures shall comply with the provisions of Appendix A.
Note. 1 The design service life of other engineering structures shall comply with the relevant provisions of the current national standards;
2 The design service life of special engineering structures may be specified separately.
3.3.3 The environmental impact should be assessed during the design of the engineering structure. When the environment in which the structure is located has a great impact on its durability, the corresponding structural materials, design structure, protective measures, and construction quality requirements should be adopted according to different environmental categories. etc., and a system for regular inspection and maintenance of the structure during use should be formulated so that the structure will not affect its safety or normal use due to the deterioration of materials within the design service life.
3.3.4 Environmental to structural durability...
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