GB 50216-2019 English PDFGB 50216: Historical versions
Basic dataStandard ID: GB 50216-2019 (GB50216-2019)Description (Translated English): Unified design standard for reliability of railway engineering structures Sector / Industry: National Standard Classification of Chinese Standard: P65 Classification of International Standard: 93.100 Word Count Estimation: 133,180 Date of Issue: 2019 Date of Implementation: 2020-06-01 Issuing agency(ies): Ministry of Housing and Urban-Rural Development of the People's Republic of China; State Administration for Market Regulation GB 50216-2019: Unified design standard for reliability of railway 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 This standard is formulated to unify the basic principles, basic requirements and basic methods of reliability design of railway engineering structures, so that railway engineering meets the requirements of sustainable development, and achieves safety, reliability, advanced technology, reasonable economy, and quality assurance. 1.0.2 This standard applies to the design of engineering structures and components such as railway bridges and culverts, tunnels, roadbeds, and tracks, as well as the reliability assessment of existing structures. 1.0.3 The limit state design method based on probability theory and expressed by sub-item coefficients should be used in the design of railway engineering structures; when statistical data is lacking, other design methods can be used for design based on reliable engineering experience or necessary experimental research. 1.0.4 When formulating relevant standards for reliability design of railway engineering structures, the provisions of this standard shall be complied with. 1.0.5 The investigation, design, construction, use and maintenance of railway engineering structures shall be subject to effective quality management and control, so that the structures meet the specified reliability requirements. 1.0.6 The reliability design of railway engineering structures shall not only meet the requirements of this standard, but also meet the provisions of the current relevant national standards. 2 Terms and symbols2.1 Terminology 2.1.1 Reliability reliability The ability of a structure to complete a predetermined function within a specified time and under specified conditions. 2.1.2 degree of reliability The probability that the structure will complete the intended function within the specified time and under the specified conditions. 2.1.3 probability of failure probability of failure The probability that a structure cannot complete its intended function within a specified time and under specified conditions. 2.1.4 reliability index The numerical index to measure the structural reliability, the relationship between the reliability index β and the failure probability Pf is β=—Φ-1(Pf), where Φ-1(·) is the inverse function of the standard normal distribution function. 2.1.5 design working life Under normal use and maintenance conditions, the design-specified structure or component can be used for the intended purpose without major repairs. 2.1.6 design reference period design reference period A time parameter chosen to determine the value of a variable action, etc. 2.1.7 assessed working life The service life of the existing structure estimated by the reliability assessment under specified conditions. 2.1.8 Safety class safety class Design grades with different reliability setting levels divided according to the severity of the consequences of engineering structure damage. 2.1.9 Design situation design situation 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. 2.1.10 limit state limit state A structure or component 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. 2.1.11 limit state equation limit state equation When the structure or component is in the limit state, the relational expressions of the relevant basic variables. 2.1.12 Ultimate limit state of carrying capacity A state in which a structure or component has reached its maximum load-bearing capacity or has undergone deformation that is not suitable for continued load-bearing. 2.1.13 Normal use limit state serviceability limit state A state in which a structure or member has reached a specified limit of normal service or durability. 2.1.14 Reversible normal serviceability limit state reversible serviceability limit state When the action that exceeds the normal use requirements is removed, the excess state produced by the action can be restored to the limit state of normal use. 2.1.15 Irreversible normal serviceability limit state irreversible serviceability limit state When the action that exceeds the normal use requirements is removed, the beyond state produced by the action cannot be restored to the limit state of normal use. 2.1.16 fatigue limit state fatigue limit state The limit state in which the structure or component fails due to repeated loading and is not suitable for continued bearing. 2.1.17 importance factor of structure Additional adjustment factors for action effects as specified by the safety class of the structure. 2.1.18 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. 2.1.19 Function function performance function A function with respect to elementary variables that characterizes a structural function. 2.1.20 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. 2.1.21 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. 2.1.22 Quantile value fractile The value corresponding to a certain probability of the probability distribution function of a random variable. 2.1.23 characteristic value The value under a certain guarantee rate or cross-threshold rate determined by statistical methods. 2.1.24 nominal value nominal value Value determined by non-statistical methods. 2.1.25 calibration method calibration method Through the inverse analysis of the existing structure or component safety reserve, the method of determining the target reliable index adopted by the design. 2.1.26 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). 2.1.27 geotechnical action The effect of surrounding rock, foundation, slope, groundwater or surface water on the structure. 2.1.28 effect of action The response of a structure or member to an action. 2.1.29 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. 2.1.30 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. 2.1.31 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 function standard value by the frequent occurrence value coefficient (ψf≤1). 2.1.32 quasi-permanent value of a variable action quasi-permanent value of a variable 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 (ψq≤1) to the standard value of the action. 2.1.33 representative value of an action The action value used in the limit state design, which can be the standard value, combined value, frequent value or quasi-permanent value of the action. 2.1.34 Design value of an action The product of the representative value of the action and the partial coefficient of the action. 2.1.35 Action combination (load combination) combination of actions (load combination) A collection of several different actions (effects) that may occur simultaneously when designing a structure or component. 2.1.36 leading variable action leading variable action In the same action combination, the variable action that plays a controlling role in the most unfavorable case of the action-effect design value. 2.1.37 standard combination characteristic combination In the design of the limit state of normal service, the combination of the standard value of the permanent action, the standard value of the dominant variable action and (or) the combined value of the non-dominant variable action is adopted. 2.1.38 frequent combination In the design of the limit state of normal service, a combination of the standard value of the permanent action, the frequent value of the dominant variable action and (or) the quasi-permanent value of the non-dominant variable action is used. 2.1.39 quasi-permanent combination In the design of the limit state of normal service, the combination of the standard value of permanent action and the quasi-permanent value of variable action is adopted. 2.1.40 Environmental influence Various mechanical, physical, chemical or biological adverse effects of the environment on the structure. 2.1.41 Resistance The ability of a structure or component to withstand the effects of an action. 2.1.42 The standard value of material performance characteristic value of a material property A quantile of the probability distribution of a material property of specified quality or a nominal value of a material property. 2.1.43 Design value of a material property-erty The value obtained by dividing the standard value of material properties by the partial coefficient of material properties. 2.1.44 The standard value of a geometric parameter 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. 2.1.45 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. 2.1.46 limit value constraint value In the design of structures or components, the constraint values of stress, deformation, etc. as the limit state signs. 2.1.47 fatigue load spectrum fatigue load spectrum It reflects the relationship between the effect and frequency of materials or connections under the fatigue load of the train under the specified train capacity within the service life of the structural design, which can be expressed in tables or histograms. 2.1.48 equivalent constant amplitude stress range method of equivalent constant amplitude stress range In the fatigue checking and calculation of structures or components, according to the linear cumulative damage law or other appropriate methods, the method of converting variable-amplitude repetitive stress into constant-amplitude repetitive stress for design. 2.1.49 Cumulative damage method In the fatigue checking of structures or components, according to the linear damage theory, the cumulative damage degree is used as the design method of the checking content. 2.2 Symbols 2.2.1 Structural reliability. Pf—calculated value of failure probability of structure or component; R——resistance of structure or member; S—the action effect of structure or component; T—design reference period; wi - the weight coefficient of the i-th structure; Xi——the i-th basic variable; X*i——the quantile value of the basic variable Xi at the quantile probability Φ(βXi); X*′i——the quantile value derivative of the basic variable Xi at the quantile probability Φ(βXi); Z - the functional function of the structure or component; αXi——the sensitivity coefficient of the basic variable Xi; β—reliable index of structure or component; βXi—the sub-item reliability index of the basic variable Xi; σR——Standard deviation of resistance; σS——the standard deviation of the action effect; σXi——the standard deviation of the basic variable Xi. 2.2.2 Action and action effect. F - function; Fk - standard value of action; Fr - the representative value of the function; G - permanent effect; Gk - the standard value of permanent action; SGk - the effect of the standard value of permanent action; Q - variable action; Qk—standard value of variable action; Qr——representative value of variable action; SQk—the effect of variable action standard value; ψc—coefficient of combined value of variable action; ψf—frequent value coefficient of variable action; ψq——quasi-permanent value coefficient of variable action; ψcQk——combined value of variable action; ψfQk——Frequency value of variable action; ψqQk—Quasi-permanent value of variable action. 2.2.3 Material properties and geometric parameters. a - geometric parameters; anom - the standard or nominal value of the geometric parameter; f——structural material performance; fk—standard value of structural material property f; δf—coefficient of variation of structural material performance f. 2.2.4 Design formula of structural limit state. ad——design value of geometric parameter a; Cd——the corresponding limit value specified by the design for the structure to reach normal use (such as deformation, cracks, etc.); Fd——the design value of function F; fd——design value of material property f; Gd - design value of permanent action G; Qd——design value of variable action Q; Rd—design value of structural resistance R; Sd——the design value of action effect; AEk—standard value of earthquake action; βnom - target reliability indicator of the structure; γ0——structural importance coefficient; γⅠ—the importance coefficient of earthquake action; γF—the partial coefficient of action; γsd—calculation model uncertainty coefficient; γm—subitem coefficient of material or product performance; γRd—uncertainty coefficient of resistance model; γM—subitem coefficient of material or product performance, considering the influence of model uncertainty and (or) geometric parameter deviation; γL——load adjustment factor considering the design service life of the structure; γR——sub-item coefficient of resistance; γG——partial coefficient of permanent action G; γQ—the sub-item coefficient of variable action Q; △a——Additional amount of geometric parameter a. 2.2.5 Structural fatigue limit state checking formula. γfat—subitem coefficient of steel structure fatigue effect; △σe——equivalent equal-amplitude repetitive stress amplitude standard value of the steel structure checking position (included in the operating dynamic coefficient and centrifugal force); △σ0——the fatigue design strength of the steel structure checking part; △faek—Standard value of equal-amplitude fatigue strength of the material (or structural details) of the checking part of the steel structure; γaf—the fatigue resistance sub-item coefficient of the material (or structural details) of the checking part of the steel structure; γcek, γpek, γsek—respectively, the sub-item coefficients of the fatigue action of concrete, prestressed steel bars, and steel bars; γcf, γpf, γsf—respectively, the partial coefficients of fatigue resistance of concrete, prestressed steel bar and steel bar; σcek, △σpek, △σsek—respectively, the standard value of equivalent fatigue stress of concrete, the standard value of equivalent fatigue stress amplitude of prestressed steel bar, and the standard value of equivalent fatigue stress amplitude of steel bar of the concrete structure checking part (included in the operating dynamic coefficient, centrifugal force); fcek, △fpek, △fsek—respectively, the standard values of equal-amplitude fatigue strength of concrete, prestressed steel bars, and steel bars in the concrete structure checking position.3 Basic Regulations3.1 Basic requirements 3.1.1 The design, construction and maintenance of the railway engineering structure shall make it meet the specified functional requirements with the specified reliability within the design service life. 3.1.2 The railway engineering structure should reach the specified reliability level and meet the following functional requirements. 1 To withstand various actions that may occur during construction and use, that is, to meet the requirements of the limit state of bearing capacity or fatigue limit state; 2 Maintain good performance and have sufficient durability, that is, meet the limit state requirements of normal use; 3 In the event of accidental events such as flood, abnormal impact, train derailment, etc., the structure shall maintain the necessary overall stability, and there shall be no damage consequences that are not commensurate with the cause; in the event of a fire, sufficient bearing capacity shall be maintained within the specified time. 3.1.3 When designing a railway engineering structure, an appropriate calculation model and reasonable basic variable values should be selected, and appropriate measures should be taken according to the following requirements. 1 The possible damage to the structure should be avoided, eliminated or reduced; 2 The structural type that is insensitive to the possible hazard response should be adopted; 3.When a single member or a limited part of a structure is accidentally removed or the structure undergoes acceptable local damage, the structure type that other parts of the structure can still be preserved shall be adopted; 4 It is not suitable to adopt the structural system without warning of damage. 3.1.4 Corresponding reliability management measures should be taken for the investigation and design, construction, use and maintenance of railway engineering structures. 3.2 Safety level and reliability 3.2.1 The design of railway engineering structure shall adopt the safety level specified in Table 3.2.1 according to the severity of possible consequences of structural damage. Table 3.2.1 Safety grades of railway engineering structures 3.2.2 The safety grades of railway engineering structures shall be classified according to the provisions in Table 3.2.2. Table 3.2.2 Classification of safety grades for railway engineering structures Note. For railway engineering structures with special requirements, their design safety level can be determined according to specific conditions. 3.2.3 The safety level of various components of the railway engineering structure should be the same as the safety level of the structure, and the safety level of some components can be adjusted if necessary. 3.2.4 The setting of the reliability level shall be determined according to the safety level, failure mode and economic factors of the structure or component. 3.2.5 When sufficient statistical data are available, the reliability of structures or components should be measured by the reliability index β. The reliability index used in the design of structures or components can be determined based on the reliability analysis of existing structures or components, combined with experience and economic factors. 3.2.6 The failure types of railway engineering structures can be divided into ductile failure and brittle failure, and the reliability of brittle failure should be higher than that of ductile failure. 3.3 Design life, durability and maintenance 3.3.1 When designing a rai......Tips & Frequently Asked Questions:Question 1: How long will the true-PDF of GB 50216-2019_English be delivered?Answer: Upon your order, we will start to translate GB 50216-2019_English as soon as possible, and keep you informed of the progress. The lead time is typically 1 ~ 3 working days. The lengthier the document the longer the lead time.Question 2: Can I share the purchased PDF of GB 50216-2019_English with my colleagues?Answer: Yes. 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