DS_EN 1992-1-1 DK NA_2011 E

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DS/EN 1992-1-1 DK NA:2011

National Annex to

Eurocode 2: Design of concrete structures

Part 1-1: General rules and rules for buildings_______________________________________________________________________

Foreword

This National Annex (NA) is a revision of EN 1992-1-1 DK NA:2007 including Addendum 1 of

15-12-2008 and Addendum 2 of 2010-05-31, and supersedes these documents as from 2011-12-31.During a transition period until 2012-03-31, this NA as well as the NAs referred to above may be

used.

Previous versions, addenda and an overview of all National Annexes can be found at

www.eurocodes.dk

This national Annex (NA) lays down the conditions for the implementation in Denmark of this Eu-

rocode for construction works in conformity with the Danish Building Act or the building legisla-

tion. Other parties can put this NA into effect by referring thereto.

This NA lays down the conditions for the application of DS/EN 1992-1-1 in Denmark.

National provisions are nationally applicable values and options between methods as specified in

the Eurocode as well as complementary information.

This NA includes:

An overview of possible national choices and complementary information; National choices; Complementary (non-contradictory) information.

Headings and numbering refer to the clauses of DS/EN 1992-1-1 where choices have been made

and/or complementary information is given.

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Overview of possible national choices and complementary information

The list below identifies the clauses where national choices are possible and the applicable/not ap-

plicable informative annexes. Furthermore, clauses giving complementary information are identi-fied. Complementary information is given at the end of this document.

Clause Subject National choice Complementary infor-

mation

1.2.2 Other reference standards Complementary information

2.3.1.4(2) Prestress Complementary information

2.3.3(3) Deformations of concrete Unchanged

2.4.2.1(1) Partial factor for shrinkage action Unchanged

2.4.2.2(1) Partial factors for prestress Unchanged2.4.2.2(2) Partial factors for prestress National choice

2.4.2.2(3) Partial factors for prestress Unchanged

2.4.2.3(1) Partial factor for fatigue loads Unchanged

2.4.2.4(1) Partial factors for materials National choice

2.4.2.4(2) Partial factors for materials Unchanged

2.4.2.5 (2) Partial factors for materials for

foundations

National choice

3.1.1(1)P General Complementary information

3.1.2(2)P Strength Unchanged

3.1.2(4) Strength National choice

3.1.3(2) Elastic deformation National choice3.1.6(1)P Design compressive and tensile

strengths

Unchanged

3.1.6(2)P Design compressive and tensile

strengths

Unchanged

3.2.1(1)P General Complementary information

3.2.2(3)P Properties Unchanged Complementary information

3.2.7(2) Design assumptions National choice

3.3.1 General Complementary information

3.3.4(5) Ductility characteristics Unchanged

3.3.6(7) Design assumptions Unchanged

4.2 Environmental conditions National choice

4.4.1.2(3) Minimum cover, cmin National choice

4.4.1.2(5) Minimum cover, cmin National choice

4.4.1.2(6) Minimum cover, cmin Unchanged




4.4.1.3(1)P Allowance in design for tolerance National choice

4.4.1.3(3) Allowance in design for tolerance National choice

4.4.1.3(4) Allowance in design for tolerance Unchanged

5.1.3(1)P Load cases and combinations National choice

5.2(1)P Geometric imperfections Complementary information

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mation

5.2(5) Geometric imperfections Unchanged

5.5(4) Linear analysis with limited redistri-bution

Unchanged

5.6.1(3)P (Plastic analysis) General Complementary information

5.6.3(4) Rotation capacity Unchanged

5.8.3.1(1) Slenderness Criterion for isolated

members

Unchanged

5.8.3.3(1) Global second order effects in build-

ings

Unchanged

5.8.3.3(2) Global second order effects in build-

ings

Unchanged

5.8.5(1) Methods of analysis National choice

5.8.6(3) General method National choice5.10.1(6) General National choice

5.10.2.1(1)P Maximum stressing force Unchanged

5.10.2.1(2) Maximum stressing force Unchanged

5.10.2.2(4) Limitation of concrete stress Unchanged

5.10.2.2(5) Limitation of concrete stress Unchanged

5.10.3(2) Prestress force Unchanged

5.10.8(2) Effects of prestressing at ultimate

limit state

National choice

5.10.8(3) Effects of prestressing at ultimate

limit state

National choice

5.10.9(1)P Effects of prestressing at serviceabil-

ity limit state and limit state of fa-

tigue

National choice

6.2.1(2) General verification procedure Complementary information

6.2.2(1) Members not requiring design shear

reinforcement

National choice


reinforcement

National choice Complementary information

6.2.3(2) Members requiring design shear

reinforcement

National choice


reinforcement

National choice

6.2.4(4) Shear between web and flanges ofT-sections

National choice

6.2.4(6) Shear between web and flanges of

T-sections

Unchanged

6.2.5(1) Shear at the interface between con-

cretes cast at different times

Complementary information

6.3.2(6) Design procedure Complementary information

6.4.3(6) Punching shear calculation Unchanged

6.4.4(1) Punching shear resistance of slabs

and column bases without shear

reinforcement

Unchanged

6.4.5(3) Punching shear resistance of slabs Unchanged

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mation

and column bases with shear rein-

forcement6.4.5(4) Punching shear resistance of slabs

and column bases with shear rein-

forcement

National choice

6.5.2(2) Struts National choice

6.5.4(4) Nodes National choice

6.5.4(6) Nodes National choice

6.8.4(1) Verification procedure for reinforc-

ing and prestressing steel

Unchanged

6.8.4(5) Verification procedure for reinforc-

ing and prestressing steel

Unchanged

6.8.6(1) Other verifications Unchanged6.8.6(3) Other verifications Unchanged

6.8.7(1) Verification of concrete under com-

pression or shear

Unchanged

7.2(2) Stress limitation Unchanged



7.3.1(5) General considerations National choice

7.3.2(1)P Minimum reinforcement areas Complementary information

7.3.2(3) Minimum reinforcement areas Complementary information

7.3.2(4) Minimum reinforcement areas Unchanged

7.3.4(1) Calculation of crack widths Complementary information

7.3.4(3) Calculation of crack widths National choice

7.3.4(4) Calculation of crack widths Complementary information

7.4.2(2) Cases where calculations may be

omitted

Unchanged

8.2(2) Spacing of bars Unchanged

8.3(2) Permissible mandrel diameters for

bent bars

Unchanged Complementary information

8.4.1(2) General Complementary information

8.4.2(2) Anchorage capacity Complementary information

8.4.3(2) Basic anchorage length Complementary information

8.4.4 Design anchorage length Complementary information

8.6(2) Anchorage by welded bars National choice8.7.3 Lap length Complementary information

8.8(1) Additional rules for large diameter

bars

Unchanged

8.9 Bundled bars Complementary information

9.2.1.1(1) Minimum and maximum reinforce-

ment areas

National choice

9.2.1.1(3) Minimum and maximum reinforce-

ment areas

Unchanged

9.2.1.2(1) Other detailing arrangements Unchanged

9.2.1.4(1) Anchorage of bottom reinforcementat an end support Unchanged

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mation

9.2.2(4) Shear reinforcement Unchanged

9.2.2(5) Shear reinforcement National choice9.2.2(6) Shear reinforcement Unchanged



9.3.1.1(3) General Unchanged

9.5.2(1) Longitudinal reinforcement Unchanged



9.5.3(3) Transverse reinforcement Unchanged

9.6.2(1) Vertical reinforcement Unchanged

9.6.3(1) Horizontal reinforcement Unchanged

9.7(1) Deep beams Unchanged9.8.1(3) Pile caps Unchanged

9.8.2.1(1) General Unchanged

9.8.3(1) Tie beams Unchanged

9.8.3(2) Tie beams National choice

9.8.4(1) Column footing on rock Unchanged

9.8.5(3) Bored piles Unchanged

9.10.2.2(2) Peripheral ties National choice

9.10.2.3(3) Internal ties National choice

9.10.2.3(4) Internal ties National choice

9.10.2.4(2) Horizontal ties to columns and/or

walls

National choice

9.10.3(3) Continuity and anchorage of ties Complementary information


strengths

National choice


strengths

National choice

11.3.7(1) Confined concrete Unchanged


reinforcement

National choice


reinforcement

Unchanged


reinforcement

National choice

11.6.4.1(1) Punching shear resistance of slabs

and column bases without shear

reinforcement

Unchanged

12.3.1(1) Concrete: additional design assump-

tions

National choice

12.6.3(2) Shear Unchanged

Annex A Modification of partial factors for

materials

Not applicable

C.1(1) General National choice Complementary information

C.1(3) General Unchanged

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mation

C.3(1)P Bendability Complementary information

E.1(2) General National choiceF.1(4) General Complementary information

Annex G Soil structure interaction Not applicable

Annex H Global second order effects in struc-

tures

Not applicable

Annex I Analysis of flat slabs and shear walls Not applicable

Annex J Examples of regions with disconti-

nuity in geometry or action

Not applicable

Annex 1 Design of some columns cast in situ Complementary information

Annex 2 Verification of robustness Complementary information

Annex 3 Calculation of geometric imperfec-

tions by means of mass load

Complementary information

NOTE - Unchanged: Recommendations in the standard are followed.

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National choices

2.4.2.2(2) Partial factors for prestress

The following value shall be applied: P,unfav = 1,2.

2.4.2.4(1) Partial factors for materials

The partial factors given in Table 2.1Na NA are used for ultimate limit states for persistent and

transient design situations.

Table 2.1Na NA - Partial factors for materials for ultimate limit states for persistent and tran-

sient design situations

Structures, general

Compressive strength and modulus of elasticity of reinforced concrete 345,1 c

Compressive strength and modulus of elasticity of plain concrete 3) 360,1 c

Tensile strength of concrete4)

370,1 c

Strength of non-prestressed reinforcement 320,1 s

Strength of prestressing tendons 320,1 s

Precast concrete elements, calculation1)

Compressive strength and modulus of elasticity of reinforced concrete 340,1 c

Compressive strength and modulus of elasticity of plain concrete3)

355,1 c

Tensile strength of concrete4)

360,1 c

Strength of non-prestressed reinforcement 320,1 s

Strength of prestressing tendons 320,1 s

Precast concrete elements, testing1)

Testing leading to ductile failure2)

320,1 M

Testing leading to brittle failure 340,1 M

NOTE 1 The partial factor for precast concrete elements can be used if the elements are covered by a harmonised

product standard or subject to third party surveillance according to DS/EN 13369, Annex E.

NOTE 2Precast elements subject to transverse load are assumed to exhibit ductile failure if at least one of the follow-

ing conditions is fulfilled:

Yielding of the reinforcement at failure is documented by measurement. Prior to failure, a uniformly distributed crack pattern occurs corresponding to the load applied. Prior to failure, deflection exceeds 3/200 of the span.

Other failure modes are regarded as brittle failures. Failure of precast concrete elements subject to axial forces is always

to be assumed to be brittle failure.

NOTE 3The partial factor for the compressive strength and modulus of elasticity of plain concrete c applies to struc-

tures not provided with minimum reinforcement conforming to the rules in this Eurocode. The rules for minimum rein-

forcement can be modified if it is documented by experiments that the type of failure will not differ from the type of

failure for the structure which complies with the rules for minimum reinforcement given in the Eurocode.

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NOTE 4The partial factor for the tensile strength of concrete c is applied in cases where failure of the concrete is

depending upon tensile failure and/or where the structure is not provided with minimum reinforcement. For beams and

slabs without shear reinforcement and for punching, shear failure can be considered to be compressive failure. For unre-

inforced structures, construction joints not provided with minimum reinforcement, and at anchorages/laps, failure is

assumed to be tensile failure.

The partial factors are determined in accordance with the National Annex to EN 1990, Annex F,

where M = 1 234, where:

1 takes into account the type of failure

2 takes into account the uncertainty related to the design model

3 takes into account the level of inspection

4 takes into account the variation of the strength parameter or resistance.

When determining 1, the types of failure given in Table 2.1.Nb NA are applied.

Table 2.1 Nb NA Assumed types of failure for the determination of1

Structures, in general, and precast concrete elements, calculation

Compressive strength and modulus of elasticity

of reinforced concrete Warning of failure without reserve resistance

Compressive strength and modulus of elasticity

of unreinforced concrete No warning of failure

Tensile strength of concrete No warning of failure

Strength of reinforcement Warning of failure without reserve resistance

Precast concrete elements, testing

Testing leading to ductile failure Warning of failure without reserve resistance

Testing leading to brittle failure No warning of failure

Table 2.1Nc NA specifies values of3 depending on the inspection level.

Table 2.1Nc NA - 3 dependent on the inspection level

Inspection lev-

el

Tightened Normal Reduced

3 0,95 1,0 1,10

The following partial factor is applied for ultimate limit states for accidental design situations M =

1,0.

For the verification of fatigue for persistent design situations, the partial factors given in Table

2.1Na NA multiplied by 1,1 are used for the values C,fat and S,fat.

The reduced inspection level is not to be applied for structures assigned to the high consequences

class.

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The provisions, including the level of inspection, refer to the individual inspection levels specified

in DS/EN 1990 DK NA, DS/EN 13670 and DS 2427.

2.4.2.5(2) Partial factors for materials for foundations

The following value shall be applied: kf= 1,0.

3.1.2(4) Strength

The value of kt is determined based on documentation of the concrete strength regarded in relation

to the concrete strength at 28 days.

3.2.7(2) Design assumptions

Assumption b, corresponding to a horizontal top branch, is applied.

For uk, the value uk=Agt is used in accordance with the definition given in DS/EN 10080.

4.2 Environmental conditions

The exposure classes defined in DS/EN 206-1 are reproduced in DS/EN 1992-1-1, Table 4.1.

Structural members are assigned to the exposure classes specified in Table 4.1. A structural member

may be subject to several of the exposures contained in Table 4.1, and the environmental conditions

to which the structural member is exposed can be described by a combination of exposure classes.

The exposure classes are related to environmental classes as specified in DS 2426 and reproduced

in Table 4.1 NA. Four environmental classes are used: passive, moderate, aggressive and extra ag-

gressive, designated P, M, A and E, respectively.

The strictest environmental class is applied, corresponding to the ranking P, M, A and E.

For individual structural members, exposed surfaces can be assigned to different exposure classes

depending on the environmental actions.

Table 4.1 NA - Normative assignment of exposure classes to environmental classes:

Environmental class Passive Moderate Aggressive Extra aggressive

Covers the following exposureclasses according to DS/EN 206-1

X0XC1

XC2XC3

XC4

XF1XA1

XD1XS1

XS2

XF2XF3

XA2

XD2XD3

XS3

XF4XA3

NOTEConservative examples of environmental classes to which individual structural members shouldnormally be assigned are as follows:

Generally the passive environmental class should include the following structural members:o structures in indoor dry environments;o buried foundations belonging to low and normal consequence classes.

Generally the moderate environmental class should include the following structural mem-bers:

o foundation piles;o

foundations partly above terrain;

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o buried foundations in high consequence classes;o external walls and facades;o external columns;o external beams with structurally protected surfaces at the top side;o balcony parapets;o installation ducts;o service corridors;o lift shafts.

Generally the aggressive environmental class should include the following structural mem-bers:

o external slabs;o external beams without structurally protected surfaces at the top side;o retaining walls;o light shafts;o external staircases;o external basement walls partly above terrain;o ducts, piles and pits in moderately aggressive ground water;o structural members in moderately aggressive ground water.

The extra aggressive environmental class should be considered for the following structuralmembers:

o access balconies, balcony slabs and balcony corbels;o parking floors;o swimming pools;o bridge piers;o edge beams on bridges;o marine structures, e.g. splash zones;o ducts, piles and pits in highly aggressive ground water;o structural members in highly aggressive ground water.

Deviation from the examples is allowed if the exposure classes in Table 4.1 and their relation to the envi-

ronmental classes in Table 4.1 NA justify assignment to a lower environmental class. A concrete boundary

can be exposed both through the actual surface and through other surfaces of the structural member.

4.4.1.2(3) Minimum cover,cmin

For circular ducts for post-tensioned structures, the upper limit ofcmin,b is 65 mm.

4.4.1.2(5) Minimum cover,cminStructural classes are not applied.

For tightened and normal inspection levels, the concrete cover shall be at least as specified in Table

4.4N NA for non-prestressed reinforcement in conformity with DS/EN 10080 and as specified in

Table 4.5N NA for prestressing steels.

In the case of reduced inspection levels, the prescribed concrete cover shall be increased by 5 mm.

The values given can be assumed to correspond to a design working life of 50 years.

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Table 4.4N NA - Values of minimum cover, cmin,dur, requirements with regard to durability

for non-prestressed reinforcing steel in accordance with DS/EN 10080

Table 4.5N NA - Values of minimum cover,cmin,dur, requirements with regard to durability for

prestressing steel in accordance with DS/EN 10138

4.4.1.3(1)P Allowance in design for deviation

The allowance in design for deviation cdev should normally not be less than 5 mm for normal andtightened inspection levels and 10 mm for reduced inspection levels.

4.4.1.3(3) Allowance in design for deviation

The situation is covered by the provisions in (1)P.

5.1.3(1)P Load cases and combinationsNOTE - The analysis of continuous beams based on the theory of plasticity may be carried out by verifying that each

bay is capable of resisting the load effects corresponding to the maximum load on the entire bay and the minimum load

on the entire bay, taking for both cases the total values of the restraining moments chosen.

Restraining moments are chosen between the values found by the theory of elasticity and one third thereof. Forcontinuous beams and slabs of approximately equal spans and uniformly distributed loads, verification of the position of

the restraining moments in relation to the theory of elasticity may be omitted if at restraints and intermediate supports

reinforcement is applied for restraining moments which are taken numerically as not less than 1/3 and not more than

twice the maximum design moments in adjacent spans.

Environmental class Minimum cover

mm

Extra aggressive 40 mm

Aggressive 30 mm

Moderate 20 mm

Passive 10 mm

Environmental class Pre-tensioned tendon

not bundled

mm

Post-tensioned tendon

in ducts

mm

Extra aggressive 40 mm 50 mm

Aggressive 30 mm 40 mmModerate 20 mm 35 mm

Passive 10 mm 30 mm

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5.2(1)P Geometric imperfections

See the complementary information.

5.6.1(3)P (Plastic analysis) GeneralSee the complementary information.

5.8.5(1) Methods of analysis

The following simplified method shall be applied: (a) Method based on nominal stiffness.

5.8.6(3) General method

The following value shall be applied: cE = c, cf. Table 2.1Na NA .

5.10.1(6) General

The following method shall be applied: Method A.

5.10.8(2) Effects of prestressing at ultimate limit state

The following value shall be applied: .0, ULSp

5.10.8(3) Effects of prestressing at ultimate limit state

The following values shall be applied: .0,1inf,sup, PP

5.10.9(1)P Effects of prestressing at serviceability limit state and limit state of fatigue

The following values shall be applied: .0,1infsup rr

6.2.2(1) Members not requiring design shear reinforcement

vmin is determined by:


The value of is found on the basis of the complementary information in 5.6.1(3)P.

6.2.3(2) Members requiring design shear reinforcementWhere Class B and Class C steels according to Annex C in EN1992-1-1 are used, the following

applies:

The inclination of the concrete compressive stress is chosen such that

5,2cot2

tan

(6.7a NA)

Where curtailed reinforcement is used, the following applies

0,2cot2

tan

(6.7b NA)

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Normally, the upper limits for cotensure that no unacceptable shear cracks occur at the servicea-

bility limit state for beams and slabs without prestress. The limits for the strut inclination may be

exceeded if circumstances permit. For example cotmay be increased for fully prestressed struc-

tures where shear cracks do not normally cause problems.

Class A steels according to Annex C of EN 1992-1-1 may be used to resist shear, provided that ad-

equate deformation capacity ensures that shear failure can develop as predicted by the shear design.

This can be assumed to be the case if the value applied for cotimplies that the overall design rein-

forcement for the structure is a minimum. For statically determinate beams subjected solely to shear

(V), torsion (T) and bending (M), and where vertical stirrups ( = 90) are used, the values 1 cot

2 may be applied for cot, if T 0,1V, where T is given in kNm and V in kN.

6.2.3(3) Members requiring design shear reinforcement

The value of1 is found on the basis of the complementary information in 5.6.1(3)P.

6.2.4(4) Shear between web and flanges

The recommended value shall be applied where Class B and Class C steels are used according to

Annex C in DS/EN 1992-1-1.

Class A steels according to Annex C of EN 1992-1-1 may be used if adequate deformation capacity

is ensured. This can be assumed to be the case if the value applied for cot implies that the overall

design reinforcement for the flange structure is a minimum.

6.4.5(4) Punching shear resistance of slabs and column bases with shear reinforcement

The following values shall be applied: k= 2,0.

6.5.2(2) Struts

The following value shall be applied: 0,6 ' according to the complementary information in5.6.1(3)P.

6.5.4(4) Nodes

The following values shall be applied: k2 = k3 = 1,0 and ' according to the complementary in-formation in 5.6.1(3)P.

6.5.4(6) Nodes

The following value shall be applied: k4 = 1,0, which is a conservative value. The value depends on

transverse compression.

7.3.1(5) General considerations

The recommended values for relevant environmental classes are given in Table 7.1 NA.

Table 7.1 NA - Recommended maximum values of calculated crack widths wmax (mm)

Environmental class Non-prestressed reinforcement Prestressing tendons

Extra aggressive

Aggressive

Moderate

0,2 mm

0,3 mm

0,4 mm

0,1 mm

0,2 mm

0,3 mm

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8.6(2) Anchorage by welded bars

The applied value ofFwd shall be documented by experiments and conform to the safety level pre-

scribed by the standard, and at the same time documentation shall be provided that the properties of

the reinforcement after welding continues to fulfil the requirements specified in this standard for the

properties of reinforcement.

NOTESee also Annex C.1(1).

9.2.1.1(1) Minimum and maximum reinforcement areas

Deep beam webs are provided with evenly distributed reinforcement along the sides of the beam

web and parallel to the beam axis. The reinforcement ratio should be at least equal to that for stirrup

reinforcement, cf. 9.2.2(5).

9.2.2(5) Shear reinforcement

The following value shall be applied:

( ) (9.5 NA)

9.8.3(2) Tie beams

The following value shall be applied: q1 is determined in consideration of the compaction equip-

ment.

9.10.2.2(2) Peripheral ties

The following value shall be applied: The value ofq1 shall be at least 15 kN/m for the normal con-

sequence class and 30 kN/m for the high consequence class.

The tie force Ftie,per is at least taken as a characteristic value of 40 kN for the normal consequenceclass and 80 kN for the high consequence class.

9.10.2.3(3) Internal ties

The following value shall be applied: The tie force Ftie,int is taken as equal to a characteristic value

of 15 kN/m for the normal consequence class and 30 kN/m for the high consequence class.

9.10.2.3(4) Internal ties

The following value shall be applied: The value ofq3 is taken as 15 kN/m for the normal conse-

quence class and 30 kN/m for the high consequence class. As a minimum, Ftie shall be 40 kN for

the normal consequence class and 80 kN for the high consequence class. The limitationq

4 is notapplied in Denmark.

9.10.2.4(2) Horizontal ties to columns and/or walls

For the normal consequences class the value of the tensile forceftie,fac is taken as 15 kN/m at the top

of the wall and as 0 kN/m at the bottom of the wall. Ftie,col is taken as 80 kN at the top of the column

and as 0 kN at the bottom of the column.

For the high consequence class the value of the tensile forceftie,fac is taken as 30 kN/m at the top and

the bottom of the wall. Ftie,col is taken as 160 kN at the top and the bottom of the column.

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11.3.5(1)P Design compressive and tensile strengths

The following value shall be applied: lcc = 1,0.

11.3.5(2)P Design compressive and tensile strengths

The following value shall be applied: lct = 1,0.


vmin is determined by:


The following value shall be applied:

22006,04,01 (11.6.6 NA)

where conforms to the complementary information provided in 5.6.1(3)P.

12.3.1(1) Concrete: additional design assumptions

The following value shall be applied: cc,pl and ct,pl are taken as 1,0.

C.1(1) General

The fatigue strength of the reinforcement expressed in terms of fatigue properties shall be docu-

mented. For coil to be used in structures where the reinforcement is subjected predominantly to stat-

ic loads, the documentation provided by the coil manufacturer is adequate.

As an alternative, documentation of the fatigue strength may be provided by determining the fatigue

strength R0/+p for 2 x 106

cycles applied with a free impact of a given form, alternating between R0

and R0/+p = 1/3 of the characteristic value of the upper yield strength or the 0,2 % proof strength for

the strength class.

E.1(2) General

Exposure classes are assigned to environmental classes in clause 4.2. For reinforced concrete, the

following minimum value of the prescribedfckis required depending on the environmental class:

Environmental class minimum value of prescribedfck MPa

Extra aggressive 40

Aggressive 35

Moderate 25

Passive 12

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Complementary (non-contradictory) information

1.2.2 Other reference standards

In Denmark, DS/EN 206-1, Concrete - Part 1: Specification, performance, production and con-formity shall be used together with DS 2426, Concrete - Materials - Rules for application of EN

206-1 in Denmark.

DS/EN 13670,Execution of concrete structures shall be used in Denmark together with DS 2427,

Concrete executionRules for application of EN 13670 in Denmark.

For reinforcement with smooth surfaces DS/EN 10025-1,Hot rolled products of structural steels -

Part 1: General technical delivery conditions, and DS/EN 10025-2,Hot rolled products of struc-

tural steels - Part 2: Technical delivery conditions for non-alloy structural steels,apply.

Until DS/EN 10138 is available, prEN10138, Prestressing steels, is used.

2.3.1.4(2) PrestressFor unbonded tendons and tendons immersed in oil or equivalent, the methods of analysis adopted

shall reflect that no shear forces are transmitted between reinforcement and concrete.

Unbonded tendons are not allowed where there is a risk of corrosion or frost damage due to pene-

trating water or harmful liquids.

3.1.1(1)P GeneralCrushed concrete shall fulfil the requirements for aggregates according to DS/EN 206-1 and DS

2426. Crushed concrete shall be divided into coarse and fine fractions.

Crushed concrete from a pure source may be used as aggregate for concrete in passive environmen-

tal class op to strength class C30/37. The crushed concrete shall constitute no more than 20% of the

coarse fraction and 10% of the fine fraction.

NOTECrushed concrete from a pure source is concrete, excluding reinforcement, containing only materials that can

be referred to current or previously current standards and codes of practice dealing with concrete structures.

Crushed concrete from an extra pure source may be used as aggregate for concrete in passive envi-

ronmental class op to the original strength class of the crushed concrete. The crushed concrete shall

constitute no more than 10% of the coarse fraction and 10% of the fine fraction.NOTECrushed concrete from a pure source is concrete, excluding reinforcement, manufactured according to applica-ble codes of practice and standard and manufactured at the place of production where it is recycled.

3.1.3(2) Elastic deformation

Danish concretes according to DS 2426 can normally be considered to correspond to concretes con-

taining quartz aggregate.

3.2.1(1)P General

CE Marking and certification

Reinforcing steel shall either be CE marked or manufactured in accordance with the requirements

specified in DS/EN 10080, Annex ZA, and the production/product shall be certified according to

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the requirements of Annex ZA in the relevant standard. Where the product is not CE marked, the cer-tification body and the testing laboratory shall be accredited to the standard concerned by an accredita-

tion body that has signed the Multilateral Agreement of European Co-operation for Accreditation for the

field in question.

After straightening, coils supplied according to DS/EN 10080 shall be certified to the requirements

of DS/EN 10080 for the properties which are changed by the straightening process, in conformity

with the requirements for straightened material in DS/EN 10080.

Application of stainless reinforcement in connection with the use of Eurocode 2

Stainless bars for reinforcement certified to BS 6744, strength class 500 MPa, may be used in ac-

cordance with DS/EN 1992-1-1.

Application of reinforcing steels with indented surfaces

Where reinforcing steels with indented surfaces and with a measuredfp fulfil the requirements forfR

for reinforcing steels with ribbed surfaces, reinforcing steels with indented surfaces can be used in

the same manner as reinforcing steels with ribbed surfaces according to Eurocode 2.

Application of reinforcing steels with smooth surfaces

If the requirements specified in this DK NA for reinforcing steels with smooth surfaces have been

fulfilled, reinforcing steels with smooth surfaces can be used according to Eurocode 2.

Reinforcing steels with smooth surfaces shall be manufactured as structural steels in accordance

with DS/EN 10025-2 or as reinforcing steels in accordance with DS/EN 10080.

Structural steels in accordance with DS/EN 10025-2 shall be steel grades S235, S275 or S355 andbe declared by means of inspection certificate 3.1 in conformity with DS/EN 10204.

3.2.2(3)P PropertiesThe lower limit of 400 MPa does not apply to reinforcing steels with smooth surfaces.

If, for reinforcement with smooth surfaces, transmission of bond forces between concrete and rein-

forcement is assumed, the characteristic yield strength shall not be taken as larger than 250 MPa.

3.3.1 General

CE Marking and certification

Prestressing steels shall either be CE marked or manufactured in accordance with the requirements

specified in FprEN 10138-1, Annex ZA, and the production/product shall be certified according to

the requirements of Annex ZA in the relevant standard. Where the product is not CE marked, the

certification body and the testing laboratory shall be accredited to the standard concerned by an

accreditation body that has signed the Multilateral Agreement of European Co-operation for Ac-

creditation for the field in question.

Application of prestressing steels certified to other standards than DS/EN 10138-1 in connec-

tion with the use of Eurocode 2

Prestressing steels with a Zulassungcertifikat may be accepted in the same manner as prestressing

steels certified to the FprEN 10138 series.

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5.2(1)P Geometric imperfections

As an alternative to (5.2) and 0, deviations in the geometry of the structure and the position of

loads can be taken into account by applying a minimum value of the horizontal load on the struc-

ture. Reference is made to the rules given in the National Annex to EN 1990. Until these rules areestablished, the provisions specified in Annex 3 of the Complementary Information can be applied.

5.6.1(3)P (Plastic analysis) General

General provisions

The determination of internal forces and moments may be based on the theory of plasticity using the

generally acknowledged approximations.

Adoption of the theory of plasticity presupposes that the structure has adequate capacity, i.e. yield-

ing in the reinforcement will develop to a sufficient extent before other failure modes such as insta-

bility intervene in a progressing, ductile failure. When applying the theory of plasticity, verification

of sufficient yield capacity can be omitted if the following conditions are fulfilled:

The distribution of internal forces and moments does not deviate strongly from thatcorresponding to the theory of elasticity. An accurate calculation of the distribution

of internal forces and moments corresponding to the theory of elasticity is not re-

quired. It will normally be adequate to apply a qualified estimate or simple approxi-

mation methods. For lower-bound solutions, the following principle may be used:

Where the reinforcement area associated with plastic design at any point of the struc-

ture is denotedAsP and the reinforcement area associated with the elastic solution at

the same point of the structure is denotedAsE, the above may be assumed to be ful-

filled if 1/3AsEAsP 3AsE for all points of the structure. The elastic solution maybe assumed to correspond to the plastic solution where the overall design reinforce-

ment for the structure is a minimum.

The structure is provided with normal reinforcement, i.e. requirements for minimumreinforcement are fulfilled and the reinforcement yields at failure.

Class B and Class C steels only according to Annex C in DS/EN 1992-1-1 are used. A stress-strain curve for the reinforcement is used where it is assumed that stress in-

crements do not occur after the point corresponding to the yield strength. Where a

stress-strain curve is used assuming that stress increments occur after the point corre-sponding to the yield strength, equilibrium as well as compatibility conditions shall

be fulfilled.

Instability is not a pre-condition for the ultimate limit state.Satisfactory performance of the structure in the serviceability and ultimate limit states may require

an arrangement of reinforcement that takes account of the actual distribution of internal forces and

moments without redistribution. Where e.g. a plastic solution is adopted disregarding torsional mo-

ments in the design, the reinforcement shall be arranged so that it allows for the actual torsional

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moments, e.g. by using closed stirrups as shear reinforcement and by closing free edges of slabs by

U-stirrups.

Plastic redistribution of the necessary reinforcement, e.g. by applying cot, cf. 6.2.3(2), 6.2.4(4),

6.3.2(2) and Annex F(4) of DS/EN 1992-1-1, requires the use of Class B or Class C steels in ac-cordance with Annex C of DS/EN 1992-1-1.

For precast concrete elements covered by a harmonised product standard or subject to third party

surveillance according to DS/EN 13369, Annex E, Class B steel, where uk 5,0 % is replaced by

uk 3,3 %, can be used.

Satisfactory performance of the structure at serviceability limit state may require that the distribu-

tion of internal forces and moments obtained does not deviate significantly from that determined by

the theory of elasticity assuming cracked sections.

Where the action and thus the internal forces and moments depend on the deformation capacity of

the structure, e.g. in structures subject to earth pressure, the structural deformation capacity should

be assessed. Special consideration should be given to the influence of the deformation capacity on

the magnitude of e.g. shear forces and reactions at bearings. For structures where the action at the

serviceability limit state is greater than at the ultimate limit state, e.g. in certain structures subject to

earth pressure, the serviceability limit state should always be assessed.

Design methods, in-plane stress conditions

For in-plane stress conditions, the lower-bound methods of the theory of plasticity, the stringer

method, the strut-and-tie method and division into homogeneous stress fields may be used.

Stringer method

The stringer method simplifies an in-plane stress condition by assuming that all axialstresses are adopted by stringers, while the rectangular shear fields adopt the shear

stresses between the stringers. The extension of the shear fields is defined as the dis-

tance between the centroids of the stringers. The intersections between the stringers

are called nodes. The width of the stringers should not exceed 20% of the width of

the adjacent shear field with the smallest length perpendicular to the longitudinal di-

rection of the stringer.

To resist tension in the stringers, the necessary reinforcement is provided. The varia-tion of the force of the tension stringers should not be greater than corresponding to

the stringer force increasing from zero to the design yield force over a length corre-

sponding to the anchorage length. The compressive stress of the stringers should not

exceed vfcd, where the strength reduction factor v should be taken as v = vm, assum-

ing a section provided with normal reinforcement. The force in the compression rein-

forcement shall not be assumed to exceed the design compressive force in the con-

crete. If the reinforcement is assumed to resist forces exceeding half the design force

resisted in the concrete, lap splices shall not be used.

The reinforcement area and the magnitude of the concrete compressive stress in theshear fields are calculated using the expressions specified in Annex F. The concrete

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compressive stress is controlled by applying the strength reduction factor given be-

low. It is a prerequisite for the applicability of the method that the shear reinforce-

ment is effectively anchored in the stringers. If shear reinforcement is omitted, the

stringers and the nodes related to the shear fields considered should be designed ac-

cording to the rules applying to the strut-and-tie model.

Strength reduction factor

For the analysis of failure of reinforced concrete, an effective design concrete compressive strength,

vfcd, where v is the strength reduction factor, is used.

Unless otherwise specified, the values of the strength reduction factor given in this clause apply,

provided that the reinforcement at least corresponds to the minimum reinforcement.

Where the requirement for minimum reinforcement is not fulfilled, is determined by:

ckf

2 (fckin MPa) (5.100 NA)

The value determined using (5.100NA) always constitutes a lower limit of the value of.

In the following it is assumed that actions are referred to an orthogonal coordinate system that coin-

cides with the directions of reinforcement.

Pure actions

Pure compressive axial stress

The strength reduction factor for pure compression is denoted n and is determined by:

bendingbycausedisstressaxialtheif

forceaxialanbycausedisstressaxialtheif,

m

n

01

The strength reduction factor m is determined by:

3005000

97,0 ckyk

m

ff ,but not less than 0,6 (fckandfykin MPa) (5.101 NA)

For cross sections provided with normal reinforcement with respect to the bending moment, the

following may be applied

50098,0 ckm

f ,but not less than 0,6 (fckin MPa) (5.102 NA)

For combined axial force and bending, a weighted average value ofn is used, weighting being car-ried out between the values of pure axial force and pure bending.

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Pure shear

The strength reduction factor for pure shear is denoted v and is determined by

2007,0ck

v

f

,but not less than 0,45 (fckin MPa) (5.103 NA)

The value of v also applies to beams in cases where inclined reinforcement is used as shear rein-

forcement.

v applies where shear is produced by a shear action. Where shear is due to torsion, the strength re-

duction factor is denotedt and is determined by:

)200

7,0(7,0 cktf

(fckin MPa) (5.104 NA)

For pure shear caused by both an external shear force and an external torsional moment, a weighted

mean value ofvv and vt is applied, weighting being carried out between the values related to pure

shear and pure torsion.

For cross sections subjected to torsion where the individual subwalls constituting the thin-walled

cross section are reinforced by means of closed stirrups along the perimeter and uniformly distribut-

ed longitudinal reinforcement at both sides, vt can be taken as vv. This also applies to reinforced

slabs, provided that shear reinforcement is arranged along edges subjected to torsion.

= t = v

Figure 5.100 NAStrength reduction factor for pure torsion

For plastic expressions for the resistance of non-shear reinforced members subjected to shear, thevalue of the strength reduction factor may be increased, taking into account the favourable influence

of arching action on the concrete strength.

Combined effects for in-plane stress conditionsWhere concrete struts contribute to the shear capacity, e.g. in the strut-and-tie models, the strength

reduction factor shall as a maximum be taken as = v.

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Figure 5.101 NAStrength reduction factor for concrete struts contributing to the shear ca-

pacity

For nodes, e.g. in the strut-and-tie models and at supports, the strength reduction factor can general-

ly be taken as = 0,8. For nodes where reinforcement is not arranged through the node and node

stress is due solely to an external compression, the strength reduction factor may, however, be taken

as = 1,0.

Where a compressive axial stress is subject to a perpendicular tensile axial stress due to a tensile

axial force or a bending moment, the strength reduction factor is denoted nr and is determined by:

yd

Ednnr

f

2,0 (Ed andfyd in MPa) (5.105 NA)

where Ed is the external design tensile axial stress andfyd is the design tensile strength perpendicu-

lar to the direction of compression.

EdEd

cd nrfcd

cd

Figure 5.102 NA

Strength reduction factor for compression combined with transverse ten-sion

For combined shear and axial stresses, a conservative strength reduction factor corresponding to

pure shear may be used. As an alternative, the concrete compressive stress is obtained by fulfilling

the following conditions:

cdxEdx f (5.106 NA)

cdyEdy f (5.107 NA)

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))((2 EdycdyEdxcdxEdxy ff (5.108 NA)

cdvEdxy f (5.109 NA)

where

Edx, Edy and Edxy are the external actions, assumed to be positive as tension.

fcdv is the effective design compressive strength at pure shear, i.e. eitherfcdv = vfcd,fcdv= tfcd or

weighted values of vfcdand tfcd, depending on the external action.

fcdx andfcdy are the design compressive strengths of the point in question in the x and y directions,

respectively, assuming that the contribution of the concrete to expressions (5.106 NA) and (5.107

NA) is no more than nrfcd, while the contribution in expression (5.108 NA) is assumed to be nomore than nfcd.

For slabs with small reinforcement ratios, i.e. (fyd/fcd) less than approx. 0,1, the strength reduction

factor may be taken as = m when calculating the moment action, viz. the influence of torsion on

the strength reduction factor can be disregarded.

6.2.1(2) General verification procedure

Taking account of the effect of bent-up prestressing tendons in the shear zone, the shear resistance

is determined by:

VRd = VRd,s + Vccd + Vtd + Vpd (6.100 NA)

where Vpd is the force component perpendicular to the longitudinal axis of the capacity of the bent-

up prestressing tendons.

Vpd cannot exceed the value corresponding to utilisation of the prestressing tendons up to the design

yield strength or the 0,2% proof strength. The force is determined taking into account the anchorage

capacity, local crushing and splitting of the concrete at reinforcement bends.

Application of bent longitudinal reinforcement as shear reinforcement in beams requires stirrups to

be used simultaneously and that the stirrup reinforcement corresponds at least to the minimum rein-forcement.


The influence of arch effect, if any, at supports may be taken into account by the shear capacity

VRd,c, where the factortaking into account the effect of arching behaviour at supports, is deter-

mined by= 2,0d/x ( 5, where x is the distance from the edge of the support to the cross section

considered. A lower limit for the factor is= 1. Application of values ofgreater than 1 requires

direct support and adequate anchorage of the reinforcement at the support.

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For the lengthx 2,0d, the effect of the arching action can be combined with the calculation for

shear reinforced beams and slabs as shear reinforcement shall be provided according to (6.8) for

cross sections where VEd >VRd,c.

The shear reinforcement intensity required where VEdVRd,c, shall be continued to the support.

The above-mentioned rules shall not be used together with 6.2.1(8).

6.2.5(1) Shear at the interface between concrete cast at different times

The minimum reinforcement at the interface between concrete cast at different times is determined

by:

(6.101 NA)

When the interface is kept effectively together by minimum reinforcement, the specified values of c

and can be assumed to apply. If not, conservative values of c and shall be determined.

6.3.2(6) Design procedure

For the analysis of cross sections subjected to combined actions, an effective cross section analo-

gous to that for pure torsion may be assumed as an alternative, the thickness of the individual sub-

walls being adapted to the relevant actions.

The design internal forces and moments acting on the cross section are converted according to elas-

tic or plastic methods into axial and shear stresses in the effective cross section.

The design method for plane stress specified in Annex F is used to determine the necessary rein-

forcement and the magnitude of the concrete compressive stresses in the effective cross section.

The reinforcement determined according to Annex F can be changed to another statically equivalent

reinforcement arrangement, provided that account is taken of the effects of the change in areas close

to beam ends and holes.

For an arbitrary point in the effective cross section it is checked as specified in Annex F that cd

fcd, reference being made to 5.6.1(3)P for .

7.3.2(1)P Minimum reinforcement areasAs an alternative the following may be applied.

Regardless of the analysis, fulfilment of a specific crack width may require a minimum amount of

reinforcement that exceeds the minimum reinforcement. This reinforcement is denoted minimum

reinforcement for control of crack width. The normal minimum reinforcement secures controlled

cracking.

For structures where it is essential that a defined crack width requirement is not exceeded, e.g. for

water proof structures, the following reinforcement ratio for members exposed to pure tension

should be provided:

sin

02,0

ydf

ncdf

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(7.100 NA)

where is the diameter of the bars used,fct,eff is the effective concrete tensile strength which can be

taken as , wherefckis the cylinder strength in MPa, and wkis the maximum allowedcrack width. The expression applies to reinforcement fulfilling the requirements of the standard for

ribbed and indented reinforcement. If reinforcement with a smooth surface is used, the expression is

multiplied by. For the fine crack system, k= 1 is assumed, taking k= 2 for the coarse crack sys-tem.

The size of the effective tension areaAc,effdepends on the crack system considered.

For a structure subject to bending or bending with axial force,Ac,effis the largest concrete area the

centroid of which coincides with the centroid of the tension reinforcement, see Figure7.100 NA.

For cross sections subjected to pure tension,Ac,eff for the fine crack system is the sum of the largest

concrete area the centroid of which coincides with the centroid of the reinforcement. For the coarse

crack system,Ac,eff is the entire tension area, see Figure 7.100 NA.

Figure 7.100 NA

Effective tension areas for the calculation of crack widths

The above-mentioned requirement for reinforcement is in particular applied in cases where a structure or

parts thereof to a large or small extent are restrained with respect to shrinkage and/or temperature strains and

where joints are not provided to prevent cracking or where any subsequent repair of single cracks of consid-

erable widths is unacceptable.

7.3.2(3) Minimum reinforcement

The expression (h-x)/3 applies solely to slabs and prestressed members where the depth of the ten-

sile zone may be small.

kwk

skE

effctf

4

,

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7.3.4(1) Calculation of crack widths

Expression (7.8) applies to the calculation of crack widths related to the fine crack system. For the

coarse crack system, the crack width can be determined by using (7.8), determiningAc,effas stated

in Figure 7.100 NA and multiplying the right hand side by .


The following value shall be applied: k3 = 3,4(25/c)2/3

(c in mm).


For strain, the following value is applied:

(sm - cm) = (sm - cm)y + (sm - cm)z (7.101 NA)

where (sm - cm)y and (sm - cm)z are the strain of the reinforcement in the y and z directions, respec-

tively. Account can be taken of tension stiffening by applying (7.9) for each of the two directions.

can be calculated as indicated if the reinforcement is determined on the basis of an elastic solution

or an optimum plastic solution. In other cases is determined by the expression:

(7.102 NA)

8.3(2) Permissible mandrel diameters for bent bars

For reinforcing steels with smooth surfaces the following applies:

The permissible minimum ratio of D/ where D is the inner diameter (bending diameter) to whichbars with diameter may be bent is 2 for bars where 12 mm and 3 for bars where > 12 mm.

The bending diameters stated only indicate what the reinforcing steels will withstand.Rebending of steels according to DS/EN 10025-2 is permitted for 12 mm if the original bending

diameter D is at least twice the minimum bending diameter. In all other cases the properties of the

reinforcement shall be verified after rebending.

The above applies to bending in cold condition which may take place at temperatures not lower than

-5 C.

8.4.1(2) GeneralThe methods of anchorage do not apply to reinforcing steels with smooth surfaces.

8.4.2(2) Ultimate bond stress

The rules do not apply to reinforcing steels with smooth surfaces.

8.4.3(2) Basic anchorage length

The anchorage length corresponding to the reinforcement being able to carry full loading is denoted

lb.

For reinforcing steels with smooth surfaces reference is made to the requirements specified in

3.2.2(3)P regarding maximum stress permitted in the reinforcement at anchorages and laps.

0cot3cot4cot

y

Ezy

y

Ey

z

Ez

z

Ezy

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The rules below apply to smooth reinforcement.

If the nominal diameter is larger than 10 mm, the reinforcement shall be provided with hooks de-

tailed as shown in Figure 8.100 NA. The anchorage length lbis calculated from the line perpendicu-lar to the reinforcement and tangential to the outside of the hook, see Figure 8.100 NA.

Figure 8.100 NAHooks at anchorages and laps

The basic design anchorage strengthfbdis determined by:

r

cc

f

ff cs

yk

ctk

c

s

bd

260

(8.100NA)

where c is the partial factor for concrete, s is the partial factor for reinforcement, and depends

on the surface structure of the reinforcement.

For

sc

,

cc

, and r reference is made to the provisions below.

The expression applies to 32 mm.

For smooth reinforcement where > 10 mm with hooks, = 2 is used, and for smooth reinforce-

ment where 10 mm, = 3 is used.

For a uniform ratio over the entire anchorage length and the stress s in the reinforcement, the actu-

al anchorage length lb,net is determined frombd

snetb

f

l

4

,

When calculating the anchorage capacity, conditions are assumed to be uniform over the anchorage

length concerned. If this is not the case, the length is divided into sub-lengths of uniform conditions

and the anchorage capacity is calculated for each sub-length. The total anchorage capacity is calcu-

lated as the sum of anchorage capacities of the individual sub-lengths. The capacity of the individu-

al sub-length of length l is lfbd.

cs is the width parallel to the concrete surface provided for the anchored bar, i.e. the sum of half the

distance, s, to adjacent reinforcement which is anchored, or the distance to the edge cc.

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For

sc > 12,

sc = 12 is assumed and for

s> 12,

s= 12 is assumed, see Figure 8.101

NA.

For beamssp

s

n

bc

is assumed, where b is the width of the beam and nsp is the number of bars

anchored in the same layer, provided that the requirements for

sc ,

sand

cc are met.

cc is the smallest distance from the free surface to the central bar, see Figure 8.101 NA. For

cc >

6,

cc = 6 is assumed.

Figure 8.101 NA - Definition of geometric parameters

is the transverse reinforcement ratio given by:

ctk

ck

ctk

ydt

sp

sss

f

f

f

f

n

nn3,1

10

2

(8.101 NA)

where t is the diameter of the stirrup reinforcement perpendicular to the edge, fyd is the design

yield strength for stirrups, and ns is the number of stirrups along the anchorage length enclosing the

nsp bars to be anchored. For the stirrup to be regarded as effective for the anchorage capacity of thereinforcement concerned, it shall be provided within the distance cs. nss specifies the number of sec-

tions in stirrups, see Figure 8.102 NA.

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Figure 8.102 NA - Definition of number of sections in stirrups and number of stirrups

For the anchorage of bars subjected to tension, anchorage lengths smaller than 10may not beused, assuming a minimum length of 100 mm. takes into account anchorages or laps, where

= 1 is applied for anchorages and = 2 for laps.

For the anchorage of bars subjected to compression, anchorage lengths smaller than 15may not

be used, assuming a minimum length of150 mm.

At bearings a favourable contribution from transverse compression can be included. The allowance

r is determined by

ctk

Sdss

frcLr

06,0

(8.102 NA)

where rSd is the external design reaction stress (transverse compression), andLs and b are the sizes

of the supporting area in the direction of and perpendicular, respectively, to the beam axis, see Fig-

ure 8.103 NA. The transverse compression Sdr shall not be taken as larger than 0,7fcd. When includ-

ing the effect for transverse compression, cs/ cannot be assumed larger than 3.

Figure 8.103 NA Transverse compression at bearings

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Sufficient transverse reinforcement shall be provided at anchorages and laps in tension and com-

pression reinforcement in boundary zones. In order to be effective the transverse reinforcement

shall be placed in the concrete cover of the longitudinal reinforcement, and may e.g. consist of stir-

rups. The transverse reinforcement shall be evenly distributed over the anchorage or lap length.

At anchorages and laps in longitudinal reinforcement in beams and similar structural members

transverse reinforcement should be provided, and it should be uniformly distributed over the an-

chorage or lap length and fulfil the requirement

2

,

55 t

netb

s

ln

(8.103 NA)

or be expressed in terms of the transverse reinforcement ratio

netb

sp

ss

ctk

yd lnn

ff ,

5501

(8.104 NA)

wherefyd is the design yield strength of the transverse reinforcement.

Stirrups taken into account as shear reinforcement may also be used as transverse reinforcement.

For reinforcement bent with a small diameter it is recommended that transverse reinforcement be

provided to prevent splitting.

Wire fabrics of smooth reinforcement shall be anchored and lapped as non-welded reinforcement.

8.4.4 Design anchorage length

The rules do not apply to reinforcement with a smooth surface. Reference is made to 8.4.3(2).

8.7.3 Lap length

The rules do not apply to reinforcement with a smooth surface. Reference is made to 8.4.3(2).

8.9 Bundled bars

The rules do not apply to reinforcement with a smooth surface.

9.10.3(3) Continuity and anchorage of ties

Laps of reinforcement in joints between precast units may be used provided that the lap in the joint

is surrounded by a cover at least equivalent to the diameter of the reinforcement. The cover shall be

no less than the maximum aggregate size and shall always be at least 10 mm.

C.1(1) General

The requirement for shear strength, cf. the requirement for Fw in DS/EN 10080, does not apply. The

requirements specified in this standard for the properties of reinforcement cannot normally be as-

sumed to be met at the same time as fulfilment of the requirement for shear strength. The shear

strength value, Fw, may be specified if documentation can be provided that the reinforcement after

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welding continues to meet the requirements specified in this standard for the properties of rein-

forcement.

Tack welded reinforcement of nominal diameter shall bend 60 when subjected to the bend test

using a mandrel of a diameter size as given in Table C100 NA.

Table C100 NABend testing of tack welded reinforcement

Tack welded reinforcing steel

Requirement for mandrel diameter D

Reinforcement diameter 12 mm > 12 mm

Ribbed steel and indented reinforcing

steel4 8

Smooth reinforcing steel 2 3

The bend test is carried out across the weld with the weld in the tension zone. After testing, the basemetal of test pieces of tack welded reinforcing steel shall not be fractured or cracked, whereas total

or partial detachment of the cross bar due to fracture of the welded metal or welded line is accepta-

ble. Visual evaluation is carried out.

The Annex applies to reinforcing steels with ribbed surfaces. With the exception of requirements

for anchorage, yield strength range and bendability, the Annex also applies to reinforcing steels

with smooth surfaces according to DS/EN 10080 and DS/EN 10025-2.

Smooth bars of hot-rolled non-alloy structural steels of grades S235, S275 and S355 in accordance

with DS/EN 10025-2 are applicable. The properties appear from DS/EN 10025-2. The requirements

specified in DS/EN 10025-2 shall be fulfilled.

The characteristic value of the yield strength is assumed to be equal to the minimum yield strength

value given in DS/EN 10025-2 for the type concerned.

The properties of reinforcement with a smooth surface according to DS/EN 10080 shall conform to

the Annex with the exception of surface geometry and yield strength range. The characteristic yield

strengthfykshall be less than 500 MPa.

C.3(1)P Bendability

The clause applies to reinforcing steels conforming to DS/EN 10080 only. For the purpose of thetest for suitability for bending of reinforcement with a smooth surface, Table 4 of DS/EN 10080 is

omitted and replaced by the following:

Reinforcing steel of nominal diameter shall be bent through 180 around a mandrel having a di-

ameterD equal to for bars of 12 mm and equal to 2 for bars of > 12 mm. After the test, the

test piece shall have no fracture or cracks. Visual examination shall be carried out without the aid of

optical instruments.

For steels according to DS/EN 10025-2 no further testing is required with the exception of identifi-

cation.

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F 1(4)

For Class A steels, the reinforcement shall be determined using (F.2)-(F.7). For Class B or Class C

steels, (F.8)-(F.10) may be used.

Annex 1

Design of some columns cast in situ

In housing construction, reinforced columns cast together with beams or slabs may be assumed to

be centrally loaded, eccentric action being accounted for by increasing the axial force in the col-

umn. The approximate calculation may be used provided:

that < 90, the free column length being taken as equal to the clear length of the column; that the column is not subject to significant moments, and that it forms part of a structure

which is restrained against sidesway, and which has commonly used dimensions;

that the total design action from the floor directly over the column in question is multipliedby

a) a factor of 2 when the column is subjected to actions unilaterally in two directionsfrom beams or slabs;

b) a factor of 1,25 when the column is subjected to actions from continuous beams orcontinuous slabs. For a beam or slab to be taken as continuous, it shall have approx-

imately the same stiffness on either side of the column. Otherwise, calculation shall

be performed as under a or c, respectively;

c) a factor of 1,5 for all other columns.

Annex 2

Verification of robustness

For structures of low consequence classes and for buildings of normal consequence classes of up to

two storeys where a collapse as a maximum will affect 360 m2, the requirement for robustness will

be met by designing for general loads etc. according to the standards.

For buildings of normal consequences classes in general where the main structure of the building

consists of connected walls and floors, the requirements for robustness will normally be fulfilled by

the requirements for ties described in 9.10 of EN 1992-1-1 and this National Annex to EN 1992-1-

1.

For buildings of high consequences classes where the main structure of the building consists of

connected walls and floors that following collapse as stated in the National Annex to DS/EN 1990

can be assumed to constitute a stable static system, the requirements for robustness can normally be

assumed to be fulfilled by the requirements for ties described in 9.10 of DS/EN 1992-1-1 and this

National Annex to EN 1992-1-1.

For other structures, robustness shall be verified according to the National Annex to DS/EN 1990 in

addition to the verification of the requirements for ties.

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Annex 3

Calculation of geometric imperfections by means of mass load

Instead of including the effect of a fictitious inclination of vertical structural members, account may

be taken of unfavourable effects of possible deviations of the geometry of the structure and the posi-

tion of loads by adding a horizontal mass load in one of the following ways.

Horizontal mass loads are taken as fixed actions.

All vertical loads are assumed to be capable of giving rise to horizontal mass loads. Horizontal mass

loads are assumed to occur together with the associated vertical loads only.

Horizontal mass loads act at the centres of gravity of the associated vertical loads and are assumed

to be capable of acting in any horizontal direction, but such that this direction is the same for all ofthe horizontal mass loads occurring at the same time.

Method 1: Horizontal mass load due to geometric imperfections acting simultaneously with

other horizontal loadsFor persistent ultimate limit states and accidental design situations a horizontal mass load of 0,5%

of the design vertical load is added, other horizontal loads being assumed to act at the same time.

The value of the horizontal mass load may be reduced according to the provisions of 5.2(5) regard-

ing the reduction of the value of0.

Method 2: Horizontal mass load due to geometric imperfections acting independently of other

horizontal loadsA horizontal mass load of 1,5% of the vertical load is applied. The design value of the horizontal

mass load,Ad, is determined on the basis of the vertical load as follows:

Ad= 1,5 % (KFI Gk,j + KFI Q,1 Qk,1 + KFI Q,i Q,i Qk,i )

The load includes the effect of seismic action. The load does not act simultaneously with other hori-

zontal loads

The horizontal mass load is the smallest horizontal load that shall be assumed to affect a structure.

Documents

DS_EN 1992-1-1 DK NA_2011 E