prEN19921-1:2003(E (2) Tendons may be embedded in the concrete. They may be pre-tensioned and bonded or post-tensioned and bonded or unbonded (3) Tendons may also be external to the structure with points of contact occurring at deviators and anchorages (4)Provisions concerning prestress are found in 5.10 2.3.2 Material and product properties 2.3.2.1 General (1)The rules for material and product properties are given in EN 1990 Section 4 (2)Provisions for concrete, reinforcement and prestressing steel are given in Section 3 or the relevant Product Standard 2.3.2.2 Shrinkage and creep (1)Shrinkage and creep are time- dependent properties of concrete. Their effects should generally be taken into account for the verification of serviceability limit states (2) The effects of shrinkage and creep should be considered at ultimate limit states only where their effects are significant, for example in the verification of ultimate limit states of stability where second order effects are of importance. In other cases these effects need not be considered for ultimate limit states, provided that ductility and rotation capacity of the elements are sufficient (3)When creep is taken into account its design effects should be evaluated under the quasi- permanent combination of actions irrespective of the design situation considered i.e. persistent transient or accidental Note: In most cases the effects of creep may be evaluated under permanent loads and the mean value of prestress 2.3.3 Deformations of concrete (1)P The consequences of deformation due to temperature, creep and shrinkage shall be considered in design (2) The influence of these effects is normally accommodated by complying with the application rules of this Standard Consideration should also be given to minimising deformation and cracking due to early-age movement, creep and shrinkage through the composition of the concrete mix minimising restraints to deformation by the provision of bearings or joints if restraints are present, ensuring that their influence is taken into account in design ()In building structures, temperature and shrinkage effects may be omitted in global analysis provided joints are incorporated at every distance doint to accommodate resulting deformations Note: The value of doint is subject to a National Annex. the recommended value is 30 m. For precast concrete structures the value may be larger than that for cast in-situ structures, since part of the creep and
prEN 1992-1-1:2003 (E) 21 (2) Tendons may be embedded in the concrete. They may be pre-tensioned and bonded or post-tensioned and bonded or unbonded. (3) Tendons may also be external to the structure with points of contact occurring at deviators and anchorages. (4) Provisions concerning prestress are found in 5.10. 2.3.2 Material and product properties 2.3.2.1 General (1) The rules for material and product properties are given in EN 1990 Section 4. (2) Provisions for concrete, reinforcement and prestressing steel are given in Section 3 or the relevant Product Standard. 2.3.2.2 Shrinkage and creep (1) Shrinkage and creep are time-dependent properties of concrete. Their effects should generally be taken into account for the verification of serviceability limit states. (2) The effects of shrinkage and creep should be considered at ultimate limit states only where their effects are significant, for example in the verification of ultimate limit states of stability where second order effects are of importance. In other cases these effects need not be considered for ultimate limit states, provided that ductility and rotation capacity of the elements are sufficient. (3) When creep is taken into account its design effects should be evaluated under the quasipermanent combination of actions irrespective of the design situation considered i.e. persistent, transient or accidental. Note: In most cases the effects of creep may be evaluated under permanent loads and the mean value of prestress. 2.3.3 Deformations of concrete (1)P The consequences of deformation due to temperature, creep and shrinkage shall be considered in design. (2) The influence of these effects is normally accommodated by complying with the application rules of this Standard. Consideration should also be given to: - minimising deformation and cracking due to early-age movement, creep and shrinkage through the composition of the concrete mix; - minimising restraints to deformation by the provision of bearings or joints; - if restraints are present, ensuring that their influence is taken into account in design. (3) In building structures, temperature and shrinkage effects may be omitted in global analysis provided joints are incorporated at every distance djoint to accommodate resulting deformations. Note: The value of djoint is subject to a National Annex. The recommended value is 30 m. For precast concrete structures the value may be larger than that for cast in-situ structures, since part of the creep and
prEN19921-1:2003(E) shrinkage takes place before erection 2.3.4 Geometric data 2.3.4.1 General (1) The rules for geometric data are given in EN 1990 Section 4 2.3. 4.2 Supplementary requirements for cast in place piles (1)P Uncertainties related to the cross-section of cast in place piles and concreting procedures shall be allowed for in design (2)In the absence of other provisions the diameter used in design calculations, of cast in place piles without permanent casing should be taken as if dnom 400 mm d= dnom -20 mm if400≤dnm≤1000mmd=0,95d if dnom>1000 mm d= d 50 mm Where dnom is the nominal diameter of the pile 2. 4 Verification by the partial factor method 2. 4.1 General (1) The rules for the partial factor method are given in EN 1990 Section 6 Design values 2.4.2.1 Partial factor for shrinkage action (1)Where consideration of shrinkage actions is required for ultimate limit state a partial factor, ZSH, should be used Note: The value of sH for use in a Country may be found in its National Annex. the recommended value is 1, 0 2.4.2.2 Partial factors for prestress (1)Prestress in most situations is intended to be favourable and for the ultimate limit state verification the value of 2. fav should be used. The design value of prestress may be based on the mean value of the prestressing force(see EN 1990 Section 4) Note: The value of 2 fay for use in a Country may be found in its National Annex. The recommended value for persistent and transient design situations is 1, 0. This value may also be used for fatigue verification (2) In the verification of the limit state for stability with external prestress, where an increase of the value of prestress can be unfavourable, 2e. unfav should be used Note: The value of %,unfay in the stability limit state for use in a Country may be found in its National Annex. the recommended value for global analysis is 1, 3 (3)In the verification of local effects 2. unfav should also be used Note: The value of %,unfa for local effects for use in a Country may be found in its National Annex. The recommended value is 1, 2. The local effects of the anchorage of pre-tensioned tendons are considered in
prEN 1992-1-1:2003 (E) 22 shrinkage takes place before erection. 2.3.4 Geometric data 2.3.4.1 General (1) The rules for geometric data are given in EN 1990 Section 4. 2.3.4.2 Supplementary requirements for cast in place piles (1)P Uncertainties related to the cross-section of cast in place piles and concreting procedures shall be allowed for in design. (2) In the absence of other provisions the diameter used in design calculations, of cast in place piles without permanent casing should be taken as: - if dnom < 400 mm d = dnom - 20 mm - if 400 ≤ dnom ≤ 1000 mm d = 0,95.dnom - if dnom > 1000 mm d = dnom - 50 mm Where dnom is the nominal diameter of the pile. 2.4 Verification by the partial factor method 2.4.1 General (1) The rules for the partial factor method are given in EN 1990 Section 6. 2.4.2 Design values 2.4.2.1 Partial factor for shrinkage action (1) Where consideration of shrinkage actions is required for ultimate limit state a partial factor, γSH, should be used. Note: The value of γSH for use in a Country may be found in its National Annex. The recommended value is 1,0. 2.4.2.2 Partial factors for prestress (1) Prestress in most situations is intended to be favourable and for the ultimate limit state verification the value of γP,fav should be used. The design value of prestress may be based on the mean value of the prestressing force (see EN 1990 Section 4). Note: The value of γP,fav for use in a Country may be found in its National Annex. The recommended value for persistent and transient design situations is 1,0. This value may also be used for fatigue verification. (2) In the verification of the limit state for stability with external prestress, where an increase of the value of prestress can be unfavourable, γP,unfav should be used. Note: The value of γP,unfav in the stability limit state for use in a Country may be found in its National Annex. The recommended value for global analysis is 1,3. (3) In the verification of local effects γP,unfav should also be used. Note: The value of γP,unfav for local effects for use in a Country may be found in its National Annex. The recommended value is 1,2. The local effects of the anchorage of pre-tensioned tendons are considered in
prEN1992-1-1:2003(E 8.10.2 2.4.2.3 Partial factor for fatigue loads (1) The partial factor for fatigue loads is 2. fat Note: The value of 2 fat for use in a Country may be found in its National Annex. The recommended value is 1.0 2.4.2.4 Partial factors for materials (1)Partial factors for materials for ultimate limit states, 2 and 3 should be used Note: The values of re and s for use in a Country may be found in its National Annex. The recommended values for 'persistent transient and ' accidental, design situations are given in Table 2. 1N. These are not valid for fire design for which reference should be made to EN 1992-1-2 For fatigue verification the partial factors for persistent design situations given in Table 2. 1N are recommended for the values of )t, fat and 2s.fat. Table 21n partial factors for materials for ultimate limit states Design situations nt for concrete %s for reinforcing steel %s for prestressing steel Persistent& Transient 1.5 115 1.15 ccidenta 1,0 (2) The values for partial factors for materials for serviceability limit state verification should be taken as those given in the particular clauses of this Eurocode Note: The values of and in the serviceability limit state for use in a Country may be found in its National Annex. The recommended value for situations not covered by particular clauses of this Eurocode is 1,0 (3)Lower values of r and s may be used if justified by measures reducing the uncertainty in the calculated resistance Note: Information is given in Informative Annex A. 2. 4.2.5 Partial factors for materials for foundations (1)Design values of strength properties of the ground should be calculated in accordance with EN1997 (2) The partial factor for concrete t given in 2.4.2. 4(1) should be multiplied by a factor, kf, for calculation of design resistance of cast in place piles without permanent casing Note: The value of kr for use in a Country may be found in its National Annex. The recommended value is 1, 1 2.4.3 Combinations of actions (1)The general formats for combinations of actions for the ultimate and serviceability limit states are given in en 1990, Section 6 Note 1: Detailed expressions for combinations of actions are given in the normative annexes of En 1990, i.e Annex Al for buildings, A2 for bridges, etc with relevant recommended values for partial factors and representative values of actions given in the notes Note 2: Combination of actions for fatigue verification is given in 6.8.3 23
prEN 1992-1-1:2003 (E) 23 8.10.2. 2.4.2.3 Partial factor for fatigue loads (1) The partial factor for fatigue loads is γF,fat . Note: The value of γF,fat for use in a Country may be found in its National Annex. The recommended value is 1,0. 2.4.2.4 Partial factors for materials (1) Partial factors for materials for ultimate limit states, γC and γS should be used. Note: The values of γC and γS for use in a Country may be found in its National Annex. The recommended values for ëpersistent & transientí and ëaccidental, design situations are given in Table 2.1N. These are not valid for fire design for which reference should be made to EN 1992-1-2. For fatigue verification the partial factors for persistent design situations given in Table 2.1N are recommended for the values of γC,fat and γS,fat. Table 2.1N: Partial factors for materials for ultimate limit states Design situations γC for concrete γS for reinforcing steel γS for prestressing steel Persistent & Transient 1,5 1,15 1,15 Accidental 1,2 1,0 1,0 (2) The values for partial factors for materials for serviceability limit state verification should be taken as those given in the particular clauses of this Eurocode. Note: The values of γC and γS in the serviceability limit state for use in a Country may be found in its National Annex. The recommended value for situations not covered by particular clauses of this Eurocode is 1,0. (3) Lower values of γC and γS may be used if justified by measures reducing the uncertainty in the calculated resistance. Note: Information is given in Informative Annex A. 2.4.2.5 Partial factors for materials for foundations (1) Design values of strength properties of the ground should be calculated in accordance with EN 1997. (2) The partial factor for concrete γC given in 2.4.2.4 (1) should be multiplied by a factor, kf, for calculation of design resistance of cast in place piles without permanent casing. Note: The value of kf for use in a Country may be found in its National Annex. The recommended value is 1,1. 2.4.3 Combinations of actions (1) The general formats for combinations of actions for the ultimate and serviceability limit states are given in EN 1990, Section 6. Note 1: Detailed expressions for combinations of actions are given in the normative annexes of EN 1990, i.e. Annex A1 for buildings, A2 for bridges, etc. with relevant recommended values for partial factors and representative values of actions given in the notes. Note 2: Combination of actions for fatigue verification is given in 6.8.3
prEN19921-1:2003(E (2)For each permanent action either the lower or the upper design value(whichever gives the more unfavourable effect) should be applied throughout the structure(e.g. self-weight in a structure) Note: There may be some exceptions to this rule(e.g. in the verification of static equilibrium see EN 1990 Section 6). In such cases a different set of partial factors(Set A)may be used. An example valid for buildings is given in Annex Al of EN 1990 2.4.4 Verification of static equilibrium-EQU D The reliability format for the verification of static equilibrium also applies to design situations of EQU, such as holding down devices or the verification of the uplift of bearings for continuous beams Note: Information is given in Annex A of EN 1990 2.5 Design assisted by testing (1)The design of structures or structural elements may be assisted by testing Note: Information is given in Section 5 and Annex d of EN 1990 2.6 Supplementary requirements for foundations (1)P Where ground-structure interaction has significant influence on the action effects in the structure, the properties of the soil and the effects of the interaction shall be taken into account in accordance with en 1997-1 (2) Where significant differential settlements are likely their influence on the action effects in the structure should be checked Note 1: Annex G may be used to model the soil-structure interaction Note 2: Simple methods ignoring the effects of ground deformation are normally appropriate for the majority of structural designs (3)Concrete foundations should be sized in accordance with EN 1997-1 4)Where relevant, the design should include the effects of phenomena such as subsidence heave, freezing, thawing, erosion, etc 2.7 Requirements for fastenings (1) The local and structural effects of fasteners should be considered Note: The requirements for the design of fastenings are given in the Technical Specification Design of Fastenings for Use in Concrete(under development). This Technical Specification will cover the design of the following types of fasteners cast-in fasteners such as headed anchors and post-installed fasteners such expansion anchors undercut anchors concrete scre bonded anchors 24
prEN 1992-1-1:2003 (E) 24 (2) For each permanent action either the lower or the upper design value (whichever gives the more unfavourable effect) should be applied throughout the structure (e.g. self-weight in a structure). Note: There may be some exceptions to this rule (e.g. in the verification of static equilibrium, see EN 1990 Section 6). In such cases a different set of partial factors (Set A) may be used. An example valid for buildings is given in Annex A1 of EN 1990. 2.4.4 Verification of static equilibrium - EQU (1) The reliability format for the verification of static equilibrium also applies to design situations of EQU, such as holding down devices or the verification of the uplift of bearings for continuous beams. Note: Information is given in Annex A of EN 1990. 2.5 Design assisted by testing (1) The design of structures or structural elements may be assisted by testing. Note: Information is given in Section 5 and Annex D of EN 1990. 2.6 Supplementary requirements for foundations (1)P Where ground-structure interaction has significant influence on the action effects in the structure, the properties of the soil and the effects of the interaction shall be taken into account in accordance with EN 1997-1. (2) Where significant differential settlements are likely their influence on the action effects in the structure should be checked. Note 1: Annex G may be used to model the soil -structure interaction. Note 2: Simple methods ignoring the effects of ground deformation are normally appropriate for the majority of structural designs. (3) Concrete foundations should be sized in accordance with EN 1997-1. (4) Where relevant, the design should include the effects of phenomena such as subsidence, heave, freezing, thawing, erosion, etc. 2.7 Requirements for fastenings (1) The local and structural effects of fasteners should be considered. Note: The requirements for the design of fastenings are given in the Technical Specification 'Design of Fastenings for Use in Concrete' (under development). This Technical Specification will cover the design of the following types of fasteners: cast-in fasteners such as: - headed anchors, - channel bars, and post-installed fasteners such as: - expansion anchors, - undercut anchors, - concrete screws, - bonded anchors
prEN1992-1-1:2003(E bonded expansion anchors and The performance of fasteners should comply with the requirements of a CEn Standard or should be demonstrated by a European Technical Approval The Technical Specification Design of Fastenings for Use in Concrete includes the local transmission of loads nto the structure In the design of the structure the loads and additional design requirements given in Annex A of that Technical Specification should be taken into account SECTION 3 MATERIALS 3.1 Concrete 3.1.1 General (1)P The following clauses give principles and rules for normal and high strength concrete (2) Rules for lightweight aggregate concrete are given in Section 11 3.1.2 Strength (1)P The compressive strength of concrete is denoted by concrete strength classes which relate to the characteristic(5%)cylinder strength fck, or the cube strength fck, cube, in accordance vith en 206-1 (2)P The strength classes in this code are based on the characteristic cylinder strength fck determined at 28 days with a maximum value of cmax Note: The value of Cmax for use in a Country may be found in its National Annex. The recommended value is C90/105 (3) The characteristic strengths for fck and the corresponding mechanical characteristics necessary for design, are given in Table 3.1 (4)In certain situations(e. g prestressing) it may be appropriate to assess the compressive strength for concrete before or after 28 days, on the basis of test specimens stored under other conditions than prescribed in EN 12390 If the concrete strength is determined at an age t> 28 days the values ac and act defined in 3. 1.6(1)P and 3.1.6(2)P should be reduced by a factor kt Note: The value of k for use in a Country may be found in its National Annex. The recommended value is 0, 85 (5) It may be required to specify the concrete compressive strength, fc(t), at time t for a number of stages(e.g demoulding, transfer of prestress), where fc(t=fcm(t-8(MPa) for 3<t<28 days fck(t=fck fort≥28days More precise values should be based on tests especially for t 3 days (6) The compressive strength of concrete at an age t depends on the type of cement, temperature and curing conditions. For a mean temperature of 20'C and curing in accordance 25
prEN 1992-1-1:2003 (E) 25 - bonded expansion anchors and - bonded undercut anchors. The performance of fasteners should comply with the requirements of a CEN Standard or should be demonstrated by a European Technical Approval. The Technical Specification 'Design of Fasteningsí for Use in Concrete' includes the local transmission of loads into the structure. In the design of the structure the loads and additional design requirements given in Annex A of that Technical Specification should be taken into account. SECTION 3 MATERIALS 3.1 Concrete 3.1.1 General (1)P The following clauses give principles and rules for normal and high strength concrete. (2) Rules for lightweight aggregate concrete are given in Section 11. 3.1.2 Strength (1)P The compressive strength of concrete is denoted by concrete strength classes which relate to the characteristic (5%) cylinder strength fck, or the cube strength fck,cube, in accordance with EN 206-1. (2)P The strength classes in this code are based on the characteristic cylinder strength fck determined at 28 days with a maximum value of Cmax. Note: The value of Cmax for use in a Country may be found in its National Annex. The recommended value is C90/105. (3) The characteristic strengths for fck and the corresponding mechanical characteristics necessary for design, are given in Table 3.1. (4) In certain situations (e.g. prestressing) it may be appropriate to assess the compressive strength for concrete before or after 28 days, on the basis of test specimens stored under other conditions than prescribed in EN 12390. If the concrete strength is determined at an age t > 28 days the values αcc and αct defined in 3.1.6 (1)P and 3.1.6 (2)P should be reduced by a factor kt. Note: The value of kt for use in a Country may be found in its National Annex. The recommended value is 0,85. (5) It may be required to specify the concrete compressive strength, fck(t), at time t for a number of stages (e.g. demoulding, transfer of prestress), where fck(t) = fcm(t) - 8 (MPa) for 3 < t < 28 days. fck(t) = fck for t ≥ 28 days More precise values should be based on tests especially for t ≤ 3 days (6) The compressive strength of concrete at an age t depends on the type of cement, temperature and curing conditions. For a mean temperature of 20°C and curing in accordance