《混凝土结构原理与设计》国内外规范：EC2 欧洲混凝土规范 2003

prEN19921-1:2003(E) INHALT 21.6 SYMBOLS COMMON TO ALL EUROCODES"] For the purposes of this standard, the following symbols apply Note: The notation used is based on ISo 3898: 1987 (PRIVAT Latin upper case letters( V31.6. LATIN UPPER CASE LETTERS 7 A Accidental action a Cross sectional area Ac Cross sectional area of concrete Ap Area of a prestressing tendon or tendons As Cross sectional area of reinforcement As min minimum cross sectional area of reinforcement Asw Cross sectional area of shear reinforcement D Diameter of mandrel DEd Fatigue damage factor E Effect of action Ec, Ec(28) Tangent modulus of elasticity of normal weight concrete at a stress of Oc=0 and at 28 days Ec.eff Effective modulus of elasticity of concrete Ecd Design value of modulus of elasticity of concrete Ecm Secant modulus of elasticity of concrete Ec(t Tangent modulus of elasticity of normal weight concrete at a stress of oc=0 and at time t Ep Design value of modulus of elasticity of prestressing steel Es Design value of modulus of elasticity of reinforcing steel EⅠ Bending stiffness EQU Static equilibrium F Action Fa Design value of an action Fk Characteristic value of an action Gk Characteristic permanent action Second moment of area of concrete section L Length M Bending moment Med Design value of the applied internal bending moment N Axial force NEd Design value of the applied axial force(tension or compression) Prestressing force Po Initial force at the active end of the tendon immediately after stressing Characteristic variable action QQRSSsT Qfat Characteristic fatigue load Resistance Internal forces and moments First moment of area s Serviceability limit state Torsional moment TEd Design value of the applied torsional moment ULs Ultimate limit state V Shear force VEd Design value of the applied shear force [PRIVAT JLatin lower case letters(INHALT l 31.6.2LATIN LOWER CASE LETTERS"] 16

prEN 1992-1-1:2003 (E) 16 {INHALT \l 2 "1.6 SYMBOLS COMMON TO ALL EUROCODES"} For the purposes of this standard, the following symbols apply. Note: The notation used is based on ISO 3898:1987 {PRIVAT }Latin upper case letters{INHALT \l 3 "1.6.1 LATIN UPPER CASE LETTERS"} A Accidental action A Cross sectional area Ac Cross sectional area of concrete Ap Area of a prestressing tendon or tendons As Cross sectional area of reinforcement As,min minimum cross sectional area of reinforcement Asw Cross sectional area of shear reinforcement D Diameter of mandrel DEd Fatigue damage factor E Effect of action Ec, Ec(28) Tangent modulus of elasticity of normal weight concrete at a stress of σc = 0 and at 28 days Ec,eff Effective modulus of elasticity of concrete Ecd Design value of modulus of elasticity of concrete Ecm Secant modulus of elasticity of concrete Ec(t) Tangent modulus of elasticity of normal weight concrete at a stress of σc = 0 and at time t Ep Design value of modulus of elasticity of prestressing steel Es Design value of modulus of elasticity of reinforcing steel EΙ Bending stiffness EQU Static equilibrium F Action Fd Design value of an action Fk Characteristic value of an action Gk Characteristic permanent action Ι Second moment of area of concrete section L Length M Bending moment MEd Design value of the applied internal bending moment N Axial force NEd Design value of the applied axial force (tension or compression) P Prestressing force P0 Initial force at the active end of the tendon immediately after stressing Qk Characteristic variable action Qfat Characteristic fatigue load R Resistance S Internal forces and moments S First moment of area SLS Serviceability limit state T Torsional moment TEd Design value of the applied torsional moment ULS Ultimate limit state V Shear force VEd Design value of the applied shear force {PRIVAT }Latin lower case letters{INHALT \l 3 "1.6.2LATIN LOWER CASE LETTERS"}

prEN19921-1:2003(E Distance Geometrical data Aa Deviation for geometrical data b Overall width of a cross-section, or actual flange width in a T or L beam bw Width of the web on t, i or l beams d Diameter; Depth d Effective depth of a cross-section dg Largest nominal maximum aggregate size Eccentricity fc Compressive strength of concrete fcd Design value of concrete compressive strength fc Characteristic compressive cylinder strength of concrete at 28 days Mean value of concrete cylinder compressive strength fff fctk Characteristic axial tensile strength of concrete Mean value of axial tensile strength of concrete Tensile strength of prestressing steel fpk Characteristic tensile strength of prestressing steel po, 1 0, 1% proof-stress of prestressing steel fpo, ik Characteristic 0, 1% proof-stress of prestressing steel fo 2k Characteristic 0, 2% proof-stress of reinforcement ft Tensile strength of reinforcement ft Characteristic tensile strength of reinforcement fy Yield strength of reinforcement fyd Design yield strength of reinforcement fy Characteristic yield strength of reinforcement fywd Design yield of shear reinforcement Height Overall depth of a cross-section Radius of gyration k Coefficient Factor /(or /or L)Length; SI Mass Radius 1/r Curvature at a particular section Thickness Time being considered The age of concrete at the time of loading U Perimeter of concrete cross-section, having area Ac U V w Components of the displacement of a point X Neutral axis depth Coordinates ever arm of internal forces [PRIVAT)Greek lower case letters NHALT V3 1.6.3 GREEK LOWER CASE LETTERS 7 Angle B Angle coefficient Partial factor a Partial factor for accidental actions A r Partial factor for concrete

prEN 1992-1-1:2003 (E) 17 a Distance a Geometrical data ∆a Deviation for geometrical data b Overall width of a cross-section, or actual flange width in a T or L beam bw Width of the web on T, I or L beams d Diameter ; Depth d Effective depth of a cross-section dg Largest nominal maximum aggregate size e Eccentricity fc Compressive strength of concrete fcd Design value of concrete compressive strength fck Characteristic compressive cylinder strength of concrete at 28 days fcm Mean value of concrete cylinder compressive strength fctk Characteristic axial tensile strength of concrete fctm Mean value of axial tensile strength of concrete fp Tensile strength of prestressing steel fpk Characteristic tensile strength of prestressing steel fp0,1 0,1% proof-stress of prestressing steel fp0,1k Characteristic 0,1% proof-stress of prestressing steel f0,2k Characteristic 0,2% proof-stress of reinforcement ft Tensile strength of reinforcement ftk Characteristic tensile strength of reinforcement fy Yield strength of reinforcement fyd Design yield strength of reinforcement fyk Characteristic yield strength of reinforcement fywd Design yield of shear reinforcement h Height h Overall depth of a cross-section i Radius of gyration k Coefficient ; Factor l (or l or L) Length; Span m Mass r Radius 1/r Curvature at a particular section t Thickness t Time being considered t0 The age of concrete at the time of loading u Perimeter of concrete cross-section, having area Ac u,v,w Components of the displacement of a point x Neutral axis depth x,y,z Coordinates z Lever arm of internal forces {PRIVAT }Greek lower case letters{INHALT \l 3 "1.6.3 GREEK LOWER CASE LETTERS"} α Angle ; ratio β Angle ; ratio; coefficient γ Partial factor γA Partial factor for accidental actions A γC Partial factor for concrete

prEN19921-1:2003(E Partial factor for actions , F 2. fat Partial factor for fatigue actions Dc. fat Partial factor for fatigue of concrete D Partial factor for permanent actions, G M Partial factor for a material property, taking account of uncertainties in the material property itself, in geometric deviation and in the design model used Partial factor for actions associated with prestressing P Partial factor for variable actions Q Partial factor for reinforcing or prestressing steel sfat Partial factor for reinforcing or prestressing steel under fatigue loading Partial factor for actions without taking account of model uncertainties Y Partial factor for permanent actions without taking account of model uncertainties Partial factors for a material property taking account only of uncertainties in the material property Increment s Reduction factor/distribution coefficient Ec Compressive strain in the concrete Compressive strain in the concrete at the peak stress fc Ultimate compressive strain in the concrete Strain of reinforcement or prestressing steel at maximum load Characteristic strain of reinforcement or prestressing steel at maximum load 6 Angle Slenderness ratio Coefficient of friction between the tendons and their ducts v Poisson's ratio Strength reduction factor for concrete cracked in shear Ratio of bond strength of prestressing and reinforcing steel Oven-dry density of concrete in kg/m P1000 Value of relaxation loss(in %) at 1000 hours after tensioning and at a mean temperature of20°c Reinforcement ratio for longitudinal reinforcement Reinforcement ratio for shear reinforcement Compressive stress in the concrete Compressive stress in the concrete from axial load or prestressing Compressive stress in the concrete at the ultimate compressive strain Ecu Torsional shear stress Diameter of a reinforcing bar or of a prestressing duct gh Equivalent diameter of a bundle of reinforcing bars at, to) Creep coefficient, defining creep between times t and to, related to elastic deformation at 28 days P(oo, to) Final value of creep coefficient y Factors defining representative values of variable actions yo for combination values Vi for frequent values yh for quasi-permanent valt SECTION 2 BASIS OF DESIGN

prEN 1992-1-1:2003 (E) 18 γF Partial factor for actions, F γF,fat Partial factor for fatigue actions γC,fat Partial factor for fatigue of concrete γG Partial factor for permanent actions, G γM Partial factor for a material property, taking account of uncertainties in the material property itself, in geometric deviation and in the design model used γP Partial factor for actions associated with prestressing, P γQ Partial factor for variable actions, Q γS Partial factor for reinforcing or prestressing steel γS,fat Partial factor for reinforcing or prestressing steel under fatigue loading γf Partial factor for actions without taking account of model uncertainties γg Partial factor for permanent actions without taking account of model uncertainties γm Partial factors for a material property, taking account only of uncertainties in the material property δ Increment ζ Reduction factor/distribution coefficient εc Compressive strain in the concrete εc1 Compressive strain in the concrete at the peak stress fc εcu Ultimate compressive strain in the concrete εu Strain of reinforcement or prestressing steel at maximum load εuk Characteristic strain of reinforcement or prestressing steel at maximum load θ Angle λ Slenderness ratio µ Coefficient of friction between the tendons and their ducts ν Poisson's ratio ν Strength reduction factor for concrete cracked in shear ξ Ratio of bond strength of prestressing and reinforcing steel ρ Oven-dry density of concrete in kg/m3 ρ1000 Value of relaxation loss (in %), at 1000 hours after tensioning and at a mean temperature of 20°C ρl Reinforcement ratio for longitudinal reinforcement ρw Reinforcement ratio for shear reinforcement σc Compressive stress in the concrete σcp Compressive stress in the concrete from axial load or prestressing σcu Compressive stress in the concrete at the ultimate compressive strain εcu τ Torsional shear stress φ Diameter of a reinforcing bar or of a prestressing duct φn Equivalent diameter of a bundle of reinforcing bars ϕ(t,t0) Creep coefficient, defining creep between times t and t0 , related to elastic deformation at 28 days ϕ (∞,t0) Final value of creep coefficient ψ Factors defining representative values of variable actions ψ0 for combination values ψ1 for frequent values ψ2 for quasi-permanent values SECTION 2 BASIS OF DESIGN

prEN19921-1:2003(E 2.1 Requirements 2.1.1 Basic requirements (1)P The design of concrete structures shall be in accordance with the general rules given in EN1990 (2)P The supplementary provisions for concrete structures given in this section shall also be applied (3)The basic requirements of EN 1990 Section 2 are deemed to be satisfied for concrete structures when the following are applied together limit state design in conjunction with the partial factor method in accordance with EN1990 actions in accordance with en 1991 combination of actions in accordance with en 1990 and resistances, durability and serviceability in accordance with this standard Note: Requirements for fire resistance (see EN 1990 Section 5 and EN 1992-1-2)may dictate a greater size of member than that required for structural resistance at normal temperature 2.1.2 Reliability management (1) The rules for reliability management are given in En 1990 Section 2 (2) a design using the partial factors given in this Eurocode ( see 2. 4)and the partial factors given in the EN 1990 annexes is considered to lead to a structure associated with reliability Class Rc2 Note: For further information see en 1990 Annexes b and c 2.1.3 Design working life, durability and quality management 1)The rules for design working life, durability and quality management are given in EN 1990 Section 2 2.2 Principles of limit state design (1) The rules for limit state design are given in EN 1990 Section 3 2.3 Basic variables 2.3.1 Actions and environmental influences 2.3.1.1 General (1) Actions to be used in design may be obtained from the relevant parts of En 1991 Note 1: The relevant parts of EN1991 for use in design include EN1991-1.1 Densities, self-weight and imposed loads EN1991-1.2 Fin re actions EN1991-13 Snow loads EN1991-1.4 Wind loads

prEN 1992-1-1:2003 (E) 19 2.1 Requirements 2.1.1 Basic requirements (1)P The design of concrete structures shall be in accordance with the general rules given in EN 1990. (2)P The supplementary provisions for concrete structures given in this section shall also be applied. (3) The basic requirements of EN 1990 Section 2 are deemed to be satisfied for concrete structures when the following are applied together: - limit state design in conjunction with the partial factor method in accordance with EN 1990, - actions in accordance with EN 1991, - combination of actions in accordance with EN 1990 and - resistances, durability and serviceability in accordance with this Standard. Note: Requirements for fire resistance (see EN 1990 Section 5 and EN 1992-1-2) may dictate a greater size of member than that required for structural resistance at normal temperature. 2.1.2 Reliability management (1) The rules for reliability management are given in EN 1990 Section 2. (2) A design using the partial factors given in this Eurocode (see 2.4) and the partial factors given in the EN 1990 annexes is considered to lead to a structure associated with reliability Class RC2. Note: For further information see EN 1990 Annexes B and C. 2.1.3 Design working life, durability and quality management (1) The rules for design working life, durability and quality management are given in EN 1990 Section 2. 2.2 Principles of limit state design (1) The rules for limit state design are given in EN 1990 Section 3. 2.3 Basic variables 2.3.1 Actions and environmental influences 2.3.1.1 General (1) Actions to be used in design may be obtained from the relevant parts of EN 1991. Note 1: The relevant parts of EN1991 for use in design include: EN 1991-1.1 Densities, self-weight and imposed loads EN 1991-1. 2 Fire actions EN 1991-1.3 Snow loads EN 1991-1.4 Wind loads

prEN19921-1:2003(E) EN1991-15 Thermal actions EN1991-1.6 Actions during execution EN 1991-1.7 Accidental actions due to impact and explosions EN 1991-2 Traffic loads on bridges EN 1991-3 Actions induced by cranes and other machinery EN 1991-4 Actions in silos and tanks Note 2: Actions specific to this Standard are given in the relevant sections Note 3: Actions from earth and water pressure may be obtained from EN 1997 Note 4: When differential movements are taken into account, appropriate estimate values of predicted movements may be used Note 5: Other actions, when relevant, may be defined in the design specification for a particular project 2.3.1.2 Thermal effects (1)Thermal effects should be taken into account when checking serviceability limit states (2) Thermal effects should be considered for ultimate limit states only where they are significant(e.g. fatigue conditions, in the verification of stability where second order effects are of importance, etc). In other cases they need not be considered, provided that the ductility and rotation capacity of the elements are sufficient (3)Where thermal effects are taken into account they should be considered as variable actions and applied with a partial factor and factor Note: The y factor is defined in the relevant annex of En 1990 and EN 1991-1-5. 2.3.1.3 Uneven settlements/movements (1)Differential settlements/movements of the structure due to soil subsidence should be classified as a permanent action, Gset which is introduced as such in combinations of actions. In general, Gset is represented by a set of values corresponding to differences(compared to a reference level) of settlements/movements between individual foundations or part of foundations, dset i (i denotes the number of the individual foundation or part of foundation) Note: Where differential settlements are taken into account, appropriate estimate values of predicted settlements may be used (2) The effects of uneven settlements should generally be taken into account for the verification for serviceability limit states (3)For ultimate limit states they should be considered only where they are significant(e. g fatigue conditions, in the verification of stability where second order effects are of importance etc). In other cases for ultimate limit states they need not be considered, provided that the ductility and rotation capacity of the elements are sufficient (4) Where uneven settlements are taken into account a partial safety factor for settlement effects should be applied Note: The value of the partial safety factor for settlement effects is defined in the relevant annex of EN1990 2.3.1.4 Prestress (1)P The prestress considered in this Eurocode is applied by tendons made of high-strength steel (wires, strands or bars)

prEN 1992-1-1:2003 (E) 20 EN 1991-1.5 Thermal actions EN 1991-1.6 Actions during execution EN 1991-1.7 Accidental actions due to impact and explosions EN 1991-2 Traffic loads on bridges EN 1991-3 Actions induced by cranes and other machinery EN 1991-4 Actions in silos and tanks Note 2: Actions specific to this Standard are given in the relevant sections. Note 3: Actions from earth and water pressure may be obtained from EN 1997. Note 4: When differential movements are taken into account, appropriate estimate values of predicted movements may be used. Note 5: Other actions, when relevant, may be defined in the design specification for a particular project. 2.3.1.2 Thermal effects (1) Thermal effects should be taken into account when checking serviceability limit states. (2) Thermal effects should be considered for ultimate limit states only where they are significant (e.g. fatigue conditions, in the verification of stability where second order effects are of importance, etc). In other cases they need not be considered, provided that the ductility and rotation capacity of the elements are sufficient. (3) Where thermal effects are taken into account they should be considered as variable actions and applied with a partial factor and ψ factor. Note: The ψ factor is defined in the relevant annex of EN 1990 and EN 1991-1-5. 2.3.1.3 Uneven settlements/movements (1) Differential settlements/movements of the structure due to soil subsidence should be classified as a permanent action, Gset which is introduced as such in combinations of actions. In general, Gset is represented by a set of values corresponding to differences (compared to a reference level) of settlements/movements between individual foundations or part of foundations, dset,i (i denotes the number of the individual foundation or part of foundation). Note: Where differential settlements are taken into account, appropriate estimate values of predicted settlements may be used. (2) The effects of uneven settlements should generally be taken into account for the verification for serviceability limit states. (3) For ultimate limit states they should be considered only where they are significant (e.g. fatigue conditions, in the verification of stability where second order effects are of importance, etc). In other cases for ultimate limit states they need not be considered, provided that the ductility and rotation capacity of the elements are sufficient. (4) Where uneven settlements are taken into account a partial safety factor for settlement effects should be applied. Note: The value of the partial safety factor for settlement effects is defined in the relevant annex of EN1990. 2.3.1.4 Prestress (1)P The prestress considered in this Eurocode is applied by tendons made of high-strength steel (wires, strands or bars)