Austrian Standard B-1992!1!1

8/11/2019 Austrian Standard B-1992!1!1

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Austrian StandardB 1992-1-1

Edition: 2011-12-01

Euro Code 2 - Design of Reinforced and pre stressed concrete structuresPart 1-1: General rules and rules for building

National specifications concerning Austrian Standard EN 1992-1-1and national comments national supplements

Publisher and printingAustrian Standards Institute /Austrian Standards Institute (ON)Heinestrasse 38, 1020 Vienna

Copyright Austrian Standards Institute2010. All rights reserved. Reproduction orcopying, recording or in any form or media

without prior permission!E-mail: [email protected]: www.as-plus.at/rights

ICS 91.010.30; 91.080.40

Replacement for B 1992-1-1:2007-02

ResponsibleCommittee of 010Concrete, reinforced concrete and prestressed concrete

Saleof domestic and foreign standards andRegulations via Austrian Standards plus GmbHHeinestrasse 38, 1020 Vienna

E-mail: [email protected]: www.as-plus.atWeb shop: www.as-plus.at/shopTel: +43 1 213 00-444Fax: +43 1 213 00-818

Content


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Foreword.............................................................................................................................. 41 Area of application................................................................................................. 42 Regulations references........................................................................................... 43 Terms...................................................................................................................... 54 Overview of the sections with national choice......................................................... 55 Basics of Structural Design..................................................................................... 125.1 Basic variables........................................................................................................ 125.2 Detection method with partial safety factors........................................................... 126 Building materials.................................................................................................... 136.1 Concrete.................................................................................................................. 136.2 Reinforcing steel...................................................................................................... 136.3 Pre stressing steel................................................................................................... 147 Durability and concrete cover - proof method......................................................... 148 Determination of internal forces.............................................................................. 178.1 General.................................................................................................................... 178.2 Imperfection............................................................................................................. 178.3 Idealizations and simplifications.............................................................................. 18

8.4 Linear elastic analysis............................................................................................. 198.5 Linear elastic analysis with limited rearrangement.................................................. 198.6 The method of plasticity theory................................................................................ 198.7 Non-linear method.................................................................................................... 198.8 Determine the effects of deformation of components under normal force

second order theory.................................................................................................. 198.9 Pre stressed concrete structures.............................................................................. 209 Evidence in the ultimate limit state (ULS)................................................................. 229.1 Bending with or without axial force and normal force only........................................ 229.2 Lateral force.............................................................................................................. 229.3 Torsion...................................................................................................................... 259.4 Punching................................................................................................................... 259.5 Truss models............................................................................................................ 259.6 Check against fatigue............................................................................................... 2910 Evidence in the serviceability limit states................................................................. 3110.1 Stress limits.............................................................................................................. 3110.2 Limitation of crack widths......................................................................................... 3310.3 Limiting deformations............................................................................................... 3711 General Rules reinforcement................................................................................... 3811.1 General.................................................................................................................... 3811.2 Bar spacing of reinforcing steel................................................................................ 39

11.3 Bending of reinforcing bars....................................................................................... 3911.4 Anchorage of longitudinal reinforcement................................................................... 4111.5 Anchorage of stirrups and shear reinforcement........................................................ 4111.6 Anchoring means bars welded.................................................................................. 4111.7 Shocks and mechanical connections........................................................................ 4111.8 Additional rules for large bar diameters.................................................................... 4211.9 Tendons.................................................................................................................... 4212 Construction rule...................................................................................................... . 4212.1 General..................................................................................................................... 4212.2 Longitudinal reinforcement....................................................................................... 4212.3 Full plates................................................................................................................. 43

12.4 Flat slabs.................................................................................................................. 44

12.5 Support..................................................................................................................... 46


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12.6 Walls......................................................................................................................... 4712.7 Wall-like carrier......................................................................................................... 4812.8 Foundations.............................................................................................................. 5112.9 Mitigations for unusual events.................................................................................. 5113 Additional rules for components and pre fabricated structures................................ 5214 Additional rules for components and structures made of light

concrete.................................................................................................................... 52

14.1 Materials................................................................................................................... 5214.2 Checks in the ultimate limit state (ULS).................................................................... 5315 Structures made of unreinforced or reinforced concrete low.................................... 5315.1 Materials................................................................................................................... 5315.2 Checks in the ultimate limit state (ULS).................................................................... 5316 Modification of partial factors for materials................................................................ 5416.1 General...................................................................................................................... 5416.2 Situ concrete structures............................................................................................. 5416.3 Precast concrete products and precast..................................................................... 5417 Creep and shrinkage................................................................................................. 54

18 Properties of the concrete reinforcing steel............................................................... 5419 For more detailed method of calculating pre stressing losses from

relaxation................................................................................................................... 5520 Indicative minimum strength classes to ensure the durability................................... 5621 Equations for tensile reinforcement for the plane stress state.................................. 5722 Soil-structure interaction............................................................................................ 5723 Documents on the overall structure of the second-order........................................... 5724 Determination of internal forces in flat slabs and shear walls.................................... 5725 Design rules for selected examples........................................................................... 5725.1 General...................................................................................................................... 57

25.2 Surface reinforcement................................................................................................ 5725.3 Frame corners............................................................................................................ 5825.4 Consoles.................................................................................................................... 6025.5 Recording of deflection forces................................................................................... 65Bibliography............................................................................................................................. 69


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Austrian Standard B 1992-1-1:2011

Foreword

In the euro code Austrian Standard EN 1992-1-1 details were left open to parameters for nationaldecision. This Nationally Determined Parameters apply to the design and construction ofreinforced concrete and pre stressed concrete structures respectively in the respective country in

which they are built.

Austrian Standard EN 1992-1-1 is a choice for national provisions in those sections, the are listedin the present Austrian Standard. These national provisions which, according to Guidance PaperL1) the European Commission should be published as National Annex, together with nationalexplanatory notes and additions to the present Austrian Standard made.

This edition replaces the issue Austrian Standard B 1992-1-1:2007, which has been technicallyrevised. The main changes are listed below, this compilation is not entitled stands forcompleteness:

Changes were made suitable especially at the information the punching in the use of evidenceties concerning the limitation of crack widths and the stress analyzes. In addition, additionalnational additions and explanations are added to facilitate the application. Thus, inter aliaDesign rules selected examples re-recorded.

In contrast to the last issue of the application of this Austrian Standard were to facilitate belongtogether national provisions, additions and explanations no longer independent of each othersections, but ranked according to their factual connection.

1 Area of application

This Austrian Standard applies to the design, calculation and design of building and civilengineering from concrete, reinforced concrete and pre stressed concrete. It specifies nationalparameters, national explanations and national supplements to Austrian Standard EN 1992-1-1and shall be used together with proof of this for Austria.

2 Regulations references

The following referenced documents are indispensable for the application of this document. Fordated references applies only the edition cited. For undated references, the latest edition of thereferenced document (including any amendments). Laws are always in as amended apply.

Austrian Standard B 33282)Precast concrete products - Requirements, tests and procedures forthe detection of conformity of finished parts made of concrete, reinforced concrete and prestressed concrete

Austrian Standard B 4707,Steel for the reinforcement of concrete - Weldable reinforcing steel -GeneralNational Specifications concerning Austrian Standard EN 10080

Austrian Standard B 4710-1, Concrete - Part 1: Specification, production, use and proof ofconformity (Rules the implementation of Austrian Standard EN 206-1)

Austrian Standard EN 197-1,cement - Part 1: Composition, requirements and compliance criteriaof normal cement


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Austrian Standard EN 1536Execution of special geotechnical work - Bored piles

1) Guidance Paper L, concerning the Construction Product Directive89/106/EEC, Application and Use ofEurocodes, European Commission, Enterprise Directorate General

2) In preparation

Austrian Standard EN 1992-1-1, Euro Code 2: Design of reinforced concrete and pre stressedconcrete structures- Part 1-1: General rules and rules for buildings

Austrian Standard EN 13369: Common rules for precast concrete products

Austrian Standard EN 13747, Precast concrete products - Floor plates for floor

Austrian Standard EN 13670, execution of concrete structures

Gazette No. 340/1994, Regulation of the Federal Minister of Labour and Social protection rules oflife, health, or morals of employees in the execution of civil works (construction worker protectionregulation - Construction of V)

3 Terms

For the purposes of this Austrian Standard the terms according to EN 1992-1-1 and the followingdefinitions apply:

3.1Duct diameterOuter diameter of the cladding tube without regard to the ribs

3.2Strand diameterDiameter of the enveloping circle of the strand cross-section

3.3Bar diameter or nominal diameterDiameter of a circular smooth rod, having the same mass as the given per meter rebar


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4 Overview of the sections with national choice

Section according toAustrian StandardEN 1992-1-1 with

choice, explanationor addition

NationalDecision

Comments Nationalexplanationand

AdditionOr imply section in Austrian Standard B 1992-1-1

2.3.3(3) 5.1.1 The recommended value is accepted. 2.3.4.2(2) 5.1.22.4.2.1(1) 5.2.1 The recommended value is accepted. 2.4.2.2(1) 5.2.2 The recommended value is accepted. 2.4.2.2(2) 5.2.3 The recommended value is accepted. 2.4.2.2(3) 5.2.4 The recommended value is accepted. 2.4.2.3(1) 5.2.5 The recommended value is accepted. 2.4.2.4(1) 5.2.6 The recommended values are accepted. 2.4.2.4(2) 5.2.7 The recommended values are accepted. 2.4.2.5(2) 5.2.8 3.1.2 6.1.13.1.2(2)P 6.1.2 The recommended value is accepted. 3.1.2(4) 6.1.3 The recommended value is accepted. 3.1.6(1)P 6.1.4 The recommended value is accepted. 3.1.6(2)P 6.1.5 The recommended value is accepted. 3.2.1(3)P 6.2.13.2.1(5) 6.2.23.2.2(3)P 6.2.3

3.2.7(2) 6.2.4 The recommended value is accepted. 3.3.4(5) 6.3.1 The recommended value is accepted. 3.3.6(7) 6.3.2 The recommended values are accepted. 4.4.1.2(3) 7.1 4.4.1.2(5) 7.2 4.4.1.2(6) 7.3 The recommended value is accepted. 4.4.1.2(7) 7.4 4.4.1.2(8) 7.5 4.4.1.2(13) 7.6 The recommended values are accepted.

4.4.1.3(1)P 7.7 4.4.1.3(3) 7.8 4.4.1.3(4) 7.9 The recommended values are accepted. 5.1.3.(1)P 8.1 The recommendations are adopted. 5.2(5) 8.2.1 The recommended value is accepted. 5.2.(7) 8.2.25.3.2.2(3) 8.35.3.2.2(4) 8.35.4 8.4.15.4(3) 8.4.2

5.5(4) 8.5.1 The recommended value is accepted. 5.5(5) 8.5.2


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Section according toAustrian StandardEN 1992-1-1 withchoice, explanationor addition

NationalDecision

Comments NationalexplanationandAddition

Or imply section in Austrian Standard B 1992-1-1

5.6.1(3)P 8.6.1 There are no additional informationgiven.

5.6.3(4) 8.6.2 The recommended values are accepted. 5.7(5) 8.75.8.3.1(1) 8.8.1 The recommended value is accepted. 5.8.3.2(3) 8.8.25.8.3.3(1) 8.8.3 The recommended value is accepted. 5.8.3.3(2) 8.8.4 The recommended value is accepted. 5.8.4(2) 8.8.55.8.5(1) 8.8.6 There are no restrictions specified. 5.8.6(3) 8.8.7 The recommended value is accepted. 8.8.85.10.1(6) 8.9.1 5.10.2.1(1)P 8.9.2 The recommended values are accepted. 5.10.2.1(2) 8.9.35.10.2.2(4) 8.9.4 The recommended values are accepted. 5.10.2.2(5) 8.9.5 The recommended values are accepted. 5.10.3(2) 8.9.6 5.10.8(2) 8.9.7 5.10.8(3) 8.9.8 The recommended values are accepted. 5.10.9(1)P 8.9.9

6.1 9.1.16.1(4) 9.1.26.2.1(8) 9.2.16.2.2(1) 9.2.2 The recommended values are accepted. 6.2.2(6) 9.2.3 The recommended value is accepted. 6.2.3(2) 9.2.4 6.2.3(3), Note 1 andNote 2

9.2.5

6.2.3(3), Note 3 9.2.66.2.4(4) 9.2.7 The recommended values are accepted.

6.2.4(5) 9.2.86.2.4(6) 9.2.9 The recommended values are accepted. 6.2.5 9.2.106.3.2(1) 9.3.16.3.2(4) 9.3.26.4.1(2)P 9.4.16.4.2(2) 9.4.26.4.2(11) 9.4.36.4.3(3) 9.4.46.4.3(4) 9.4.5

6.4.3(5) 9.4.56.4.3(6) 9.4.6 6.4.4(1) 9.4.7 The recommended values are accepted. 9.4.8


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6.4.4(2) 9.4.96.4.5 9.4.106.4.5(1) 9.4.116.4.5(3) 9.4.12 6.4.5(4) 9.4.13 The recommended value is accepted.6.5.2(2) 9.5.1 The recommended value is accepted.6.5.4(4) 9.5.26.5.4(6) 9.5.3 The recommended value is accepted.6.8.1(2) 9.6.16.8.4(1) 9.6.2

6.8.4(1), Note 2 9.6.3 Tables 6.3N and 6.4N be changed. 6.8.4(5) 9.6.4 The recommended value is accepted. 6.8.5(3) 9.6.26.8.6(1) 9.6.5 The recommended values are accepted. 6.8.6(3) 9.6.6 The recommended value is accepted. 6.8.7(1) 9.6.7 6.8.7(2) 9.6.87.2 10.1.17.2(2) 10.1.2 The recommended value is accepted. 7.2(3) 10.1.3 The recommended value is accepted. 7.2(5) 10.1.4 The recommended values are accepted. 7.3.1(5) 10.2.1 7.3.2(2) 10.2.27.3.2(3) 10.2.37.3.2(4) 10.2.4 7.3.3(2) 10.2.57.3.4 10.2.67.3.4(3) 10.2.7 7.3.4(5) 10.2.87.4.2(2) 10.3 8 11.18.2(2) 11.2.1 11.2.28.3 11.3.1, 11.3.28.3(2) 11.3.3 The recommended values are accepted. 8.4.4(1) 11.48.5(2) 11.58.6(2) 11.6 The recommended value is accepted. 8.7.2 11.7.18.7.2(3) 11.7.28.7.2(4) 11.7.3

8.7.3(1) 11.7.48.8(1) 11.8.1 The recommended value is accepted. 8.8(2) 11.8.2


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8.10.1.3(1) 11.9.18.10.1.3(3) 11.9.28.10.2.3(1) 11.9.39.1 12.19.2.1.1(1) 12.2.1 The recommended values and the

recommended Equation can be applied.

9.2.1.1(3) 12.2.2 The recommended value is accepted. 9.2.1.2(1) 12.2.3 The recommended value is accepted. 9.2.1.4(1) 12.2.4 The recommended value is accepted. 9.2.2(4) 12.2.5 The recommended value is accepted. 9.2.2(5) 12.2.6 9.2.2(6) 12.2.7 9.2.2(7) 12.2.8 9.2.2(8) 12.2.9 9.2.3 12.2.109.2.4(1) 12.2.119.3.1.1(3) 12.3.1 9.3.2(2) 12.3.29.4 12.4.19.4.1(3) 12.4.29.4.3(1) 12.4.39.4.3(4) 12.4.49.5.1 12.5.19.5.2(1) 12.5.2 9.5.2(2) 12.5.3 9.5.2(3) 12.5.4 9.5.2(4) 12.5.59.5.3(3) 12.5.69.5.3(6) 12.5.79.6 12.6.19.6.2(1) 12.6.2 The recommended values are accepted. 9.6.3(1) 12.6.3 9.6.4(2) 12.6.49.7 12.7.19.7(1) 12.7.2 The recommended value is accepted. 9.8.1(3) 12.8.1 9.8.2.1(1) 12.8.2 9.8.3(1) 12.8.3 9.8.3(2) 12.8.4 9.8.4(1) 12.8.5 The recommended values are accepted. 9.8.5(3) 12.8.6 9.10.2.2(2) 12.9.1 The recommended values are accepted.


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9.10.2.3(3) 12.9.2 The recommended value is accepted. 9.10.2.3(4) 12.9.3 The recommended values are accepted. 9.10.2.4(2) 12.9.4 The recommended values are accepted. 10 1311.3.5(1)P 14.1.1 The recommended value is accepted. 11.3.5(2)P 14.1.2 The recommended value is accepted. 11.3.7(1) 14.1.3 The recommended value is accepted. 11.6.1(1) 14.2.1 The recommended values are accepted. 11.6.2(1) 14.2.2 The recommended value is accepted. 11.6.4.1(1) 14.2.3 The recommended value is accepted. 11.6.4.2(2) 14.2.4 The recommended value is accepted. 12.3.1(1) 15.1.1 The recommended values are accepted. 12.3.1(2) 15.1.212.6.2(1)P 15.2.112.6.3(2) 15.2.2 The recommended value is accepted. Annex A 16.1 The Annex A is informative. A.2 16.2.1A.2.1(1) 16.2.2 A.2.1(2) 16.2.3 The recommended value is accepted. A.2.2(1) 16.2.4 The recommended values are accepted.

A.2.2(2) 16.2.5 The recommended value is accepted. A.2.3(1) 16.2.6 The recommended values are accepted. A.3 16.3A.4 16.3Annex B 17 Annex B is normative. Annex C 18.1 Appendix C is normative. C.1 18.2C.1(1) 18.3 C.1(3) 18.4

Annex D

19 Annex D is informative. Annex E 20.1 Annex E is informative. E.1(2) 20.2 E.1N table is changed. Annex F 21 Annex F is informative. Annex G 22 Annex G is informative. Annex H 23 Annex H is informative. Annex I 24 Annex I is informative. Annex J 25.1 Annex J is informative. J.1 25.2.1J.1(2) 25.2.2

J.2 25.3.1J.2.2(2) 25.3.2 The recommended values are accepted.


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J.3(2) 25.4 J.3(3) 25.4 25.5

5 Basics of Structural Design

5.1 Basic Variables

5.1.1 Down to Austrian Standard EN 1992-1-1:2011, Section 2.3.3 (3)

The recommended value is accepted.

5.1.2 Explanation ofAustrian Standard EN 1992-1-1:2011, Section 2.3.4.2 (2)

The rules according to EN 1536 are to be understood as further information in this section.Austrian Standard EN 1992-1-1:2011, Section 2.3.4.2 (2) is not in manufacturing the pilesaccording to EN 1536 apply.

5.2 Detection method with partial safety factors

5.2.1 Down to Austrian Standard EN 1992-1-1:2011, Section 2.4.2.1 (1)











The recommended values for partial factors are applied.


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The recommended values are accepted.


In preparing the piles according to Austrian Standard EN 1536 may be assumed kf= 1.0. In allother casesis kf= 1.1.

The scheme for bored piles with reclaimed before blowing pipe applies mutatis mutandis to othermethods the production of in-situ concrete piles without remaining in the soil piping.

6 Building Materials

6.1 Concrete

6.1.1 Supplement to Austrian Standard EN 1992-1-1:2011, section 3.1.2

The tensile strength of the concrete and its development over time have a significant impact on thesize the minimum reinforcement and the reinforcement to limit the crack widths. It is according toAustrian Standard EN 1992-1-1:2011, Table 3.1, depending on the strength class of the concreteand, depending by cement type (N, S, R) according to NORM EN 1992-1-1:2011, 3.1.2 (6) acalculation based on place. If, for reasons of manufacture the construction of a concretecomposition is applied, a higher strength class or a faster strength development results, as fromthe specifications of the structural engineer results, is to keep up with this consultation.

The assignment of classes according to Austrian Standard EN 1992-1-1 to classes according toAustrian Standard B 4710-1 is specified in Table 1 (also in accordance with 10.2.2) ..

Table 1 - Strength development of concrete

Classes aaccording toAustrian Standard

EN 1992-1-1

Classes according toAustrian Standard

B 4710-1Strength Development

R ES FastN EM Medium

S EL SlowS EO Very Slowa This classification applies regardless of the type of cement used and is independent

of the designation of strength development of cement according to Austrian Standard EN 197-1.

6.1.2 Down to Austrian Standard EN 1992-1-1:2011, Section 3.1.2 (2)P





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6.2 Reinforcing Steel

6.2.1 Supplement to Austrian Standard EN 1992-1-1:2011, Section 3.2.1 (3) P

When using other reinforcement bars that do not comply with Austrian Standard B 4707, approvalsare required.

6.2.2 Supplement to Austrian Standard EN 1992-1-1:2011, Section 3.2.1 (5)

The reinforcement of the girders must comply with Austrian Standard B 4707th

6.2.3 Supplement to Austrian Standard EN 1992-1-1:2011, Section 3.2.2 (3)P

The upper limit of fyk= 600 N/mm2for the yield point is taken.



6.3 Pre stressing steel





7 Durability and concrete cover - proof method

7.1 Supplement to Austrian Standard EN 1992-1-1:2011, Section 4.4.1.2 (3)

The values of cmin,b for round and rectangular ducts for tendons with subsequent bond andTendons in immediate bond are:

Round Ducts: half in diameter;


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Rectangular ducts: the half of the size of the considered parallel to the concrete surface sidethe cladding tube.

A concrete cover of more than 80 mm is required for neither round nor rectangular duct.

The values of cmin,bare for tendons with immediate bond:

1.5 X diameter of the wire or wire drawing;

2.5 X diameter of the ribbed wire.

7.2 Supplement to Austrian Standard EN 1992-1-1:2011, Section 4.4.1.2 (5)

The minimum excess cmin,major are shown in Table 2 and Table 3, taking account of a useful life

of 50 years is assumed.

Table 2 - Requirements for minimum concrete cover Cmin,major in the framework of thedurability of concrete reinforcing bars

Exposure class according to Austrian Standard B 4710-1Criterion XC1 XC2/XC3/XC4 XD1/XD2 XD3cmin,major mm 15 25 30 40

Table 3 - Minimum requirements for concrete cover Cmin,majorin the

Durability for pre stressing tendonsExposure class according to Austrian Standard B 4710-1

Criterion XC1 XC2/XC3/XC4 XD1/XD2 XD3cmin,major mm 25 35 40 50NOTE The values are for tendons with subsequent bonding to the concrete coverthe sheaths and tendons with an immediate bond to the concrete cover of the pre stressing steel.

For a planned service life of 100 years (e.g. bridges), the values from Table 2 and mustTable 3 are increased by 5 mm.

In precast concrete products factory product may in the presence of specific quality control inaccordance with standard EN 13369 in conjunction with the respective European productstandards orif there is no European norm - Standard B 3328 in accordance with the values ofTable 2 and Table 3 to 5 mm and it is a further reduces to 5 mm may be permitted, mitigation ofdisruptions if the grade of the concrete to at least two classes on the indicative grade inaccordance with Table 17. At any rate, there is a minimum of 15 mm.

7.3 Down to Austrian Standard EN 1992-1-1:2011, Section 4.4.1.2 (6)




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If reinforcing steel is used for the present for the exposure class and the planned useful lifean adequate corrosion protection is detected (e.g. stainless steel, galvanized steel, epoxy coatedSteel) may, cmajor,st be set depending on the corrosion protection used.

Without this proof is cmajor,st = 0


For repair, it is the selected reduction cmajor,addthe concrete cover by the technical specificationsof the find coating products that can be demonstrated. For the planning of buildings appliescmajor,add= 0.



7.7 Down to Austrian Standard EN 1992-1-1:2011, Section 4.4.1.3 (1)P

The valuecdevis 5 mm, the data for the spacers of the table must be complied fourth

Table 4 - spacer; (continued) Reference values for the number and arrangement

Plates Nominal diameter for bar bracket

Stand bracketon the lower Standing on

reinforcement woodenon standing block

Wooden block

Support basket

Or distance strip

Wooden block CorrosionProtection

Plate Thickness h Nominal Diameter

Up to 15 cm 8 mm

About 15 to 30 cm 12 mm

About 30 to 50 cm 14 mm

About 50 cm Special Solution

Nominal diameterthe support rods

Point-type spacers Linear spacer

S1,max Item/m2 S2,max m/m

2

Up to 6 mm 50 cm 4 50 cm 2

8 mm by 14 mm 50 cm 4 70 cm 1.42

About 14 mm 70 cm 2 100 cm 1


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Table 4 (Continued)

Beams and Columns Blocks in the longitudinal direction

Wooden block

With support

Wooden block

Longitudinal bar S1,max

Up to 10 mm 50 cm12 mm by 20 mm 100 cm

About 20 mm 125 cm

Wooden block in transverse direction

bor h Number

Up to 100 cm 2 wooden block

About 100 mm3 and more woodenblockssq,max=75 cm

Walls (Parallel barsthe pressureforce)

Wooden block Hook a

sK,maxItem

per m2wall

sH,maxItem

per m2wall

Up to 8 mm 70 cm 4 50 cm 4

About 8 mm 100 cm 2 50 cm 4

conditions in accordance with12.6.4 (2)

100 cm 1

Explanations

c Concrete cover of reinforcementschedule(cnom, according to AustrianStandard EN 1992-1-1:2011,Section 4.1)

Point-type spacers Wooden Blocks

Stand Bracket

Hooks

Linear spacerb

Underlay strip fromFiber-reinforcedconcrete, plasticor similar

Support Basket

Spacer Stripsa That to be observed for wall reinforcement concrete cover cnommay be less selective about 10 mm by hooksconcrete cover cnombut the hook must be at least 15 mm.

b With the use of reinforcing rods as spacers which line-shaped concrete cover for these rods must cnomare met, aslong as they have no corresponding corrosion protection (according to 7.4)


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A further mitigation of disruptions of thecdevvalue = 5 mm (in accordance with Austrian StandardEN 1992-1-1:2011, section 4.4.1.3 (1)P) is not allowed.



8 Determination of internal forces

8.1 General

Down to Austrian Standard EN 1992-1-1:2011, 5.1.3 (1) P

The recommendations are adopted.

8.2 Imperfection

8.2.1 Down to Austrian Standard EN 1992-1-1:2011, section 5.2 (5)


8.2.2 Explanation of Austrian Standard EN 1992-1-1:2011, Section 5.2 (7)

Imperfections in accordance with Austrian Standard EN 1992-1-1:2011, Figure 5.1, a.2) arebraced at systems also apply the individual supports. For un stiffened systems, they are in additionto skewing locally applying the overall system to those supports which are not essential in theremoval of the horizontal forces are involved (as shown in Figure 1).

The imperfection is in addition to put on the schedule, which eccentricities. In Figure 1, onlyimperfection is shown.


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Image 1 - Explanation of Austrian Standard EN 1992-1-1:2011, figure 5.1, a2)on the left-hand figure

8.3 Idealizations and Simplification

Explanation of the Austrian Standard EN 1992-1-1:2011, section 5.3.2.2 (3) and (4)

For the determination of the reduced dimensioning of moments is picture 2 observed.

Figure 2a-radius of the moments in Figure 2b-radius of the momentsmonolithic connection line between line consecutive bars or plates onbar or plate and support decks shall be considered as freely

rotatable

It means:

Mad,lior Mad,re Critical moment, at the finished design to be bearing edge clamping

Other names are in Austrian Standard EN 1992-1-1:2011, section 5.3.2.2 (4).

Picture 2 - Radius of the moments on line support


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8.4 Linear Elastic Analysis

8.4.1 Explanation of Austrian Standard EN 1992-1-1:2011, Section 5.4

If the torsional stiffness taken into account, it should be noted that the transition from state I to

state II the torsional stiffness can be significantly greater than the flexural rigidity decrease.

Linear-elastic calculations for discs not only provide valuable information for the usability, butprovide the direction field for the principal stresses also a good orientation for the truss modelaccording to Austrian Standard EN 1992-1-1:2011, section 6.5.

8.4.2 Explanation of Austrian Standard EN 1992-1-1:2011, Section 5.4(3)

Allowed when determining the forces from forced deformations in the ultimate limit state thereduced stiffness are taken into account due to cracked sections. Instead of a more accurate

allowed the determination of a linear elastic calculation (state I) determined coercive forcesbe reduced by 40% without specific proof.

The statically indeterminate proportion of the average sizes of bias is not a result of a drop instiffness be mitigated in state II.

8.5 Linear Elastic Analysis with Limited Rearrangement

8.5.1 Down to Austrian Standard EN 1992-1-1:2011, Section 5.5 (4)


8.5.2 Explanation of Austrian Standard EN 1992-1-1:2011, section 5.5 (5)

If no confirmation of stability of the overall system is run, wherein the displaceable frame is notRearrangement allowed.

8.6 The Method of Plasticity Theory

8.6.1 Fixing to Austrian Standard EN 1992-1-1:2011, Section 5.6.1 (3) P

Are given no additional information.



8.7 Non-linear Method

Explanation of Austrian Standard EN 1992-1-1:2011, section 5.7 (5)


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With thin structures, where the impact is not second order are neglected may, in accordance withthe provisions of section 8.8.8 and Austrian Standard EN 1992-1-1:2011, section 5.8.6 are (3)apply.

8.8 Determine the effects of deformation of components under normal force second

order theory



8.8.2 Explanation of Austrian Standard EN 1992-1-1:2011, Section 5.8.3.2 (3)

In consideration of an elastic restraint according to Austrian Standard EN 1992-1-1:2011,equation (5.15) and Equation (5.16) is at least k1= k2= 0.2 to be set.

For horizontally braced multi-storey buildings is recommended to set the effective length ofthe floor height.

8.8.3 Down to Austrian Standard EN 1992-1-1:2011, Section 5.8.3.3 (1).


8.8.4 Determination to Austrian Standard EN 1992-1-1:2011, Section 5.8.3.3 (2)


8.8.5 Supplement to Austrian Standard EN 1992-1-1:2011, section 5.8.4 (2)

The bending moments MOEqpand MOEdin Austrian Standard EN 1992-1-1:2011, equation (5.19)contain the imperfections, the evidence at second order are taken into account.

8.8.6 Fixing to Austrian Standard EN 1992-1-1:2011, section 5.8.5 (1)

There are no restrictions on the use of the approximation method (a) and (b) indicated.

8.8.7 Determination to Austrian Standard EN 1992-1-1:2011, Section 5.8.6 (3)


8.8.8 Explanation of Austrian Standard EN 1992-1-1:2011, Section 5.8.6 (3)

The nonlinear calculation is determined on the basis of the rated values of stress-straindiagrams perform.

For cEthe recommended value is 1.2 taken.

8.9 Pre stressed concrete structures

8.9.1 Fixing to NORM EN 1992-1-1:2011, Section 5.10.1 (6)


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The following method for preventing a failure without warning can be defined:

1) It is the method A is recommended. Alternatively, the process B, C and E are allowed.

2) When using the method C, the tendons with proven measurement and testing methodsmust be controlled, and be replaceable.

3) The proof goes by method E from a fall from that in the considered cross section, the prestressing force is notionally reduced the extent to under the frequent load combinationforces occur leading to flexural cracks (crack moment Mr, Pred).

The reduced preload may Pred determined for primarily bending according to the followingrelationship are:

It means:

Pred reduced preload

M Bending moment limit state of serviceability of the frequent combination of actionswithout biasing force

N Normal force at the serviceability limit state of the frequent combination of actions(Train N> 0) without preload

fctm average tensile strength of concrete in accordance with Austrian Standard EN 1992-1-1:2011, Table 3.1

k1 Core length, based on the flexural strength Flexural 1

It means:

Wc1 Flexural modulus with respect to the outer fiber 1 (net)

Ac Cross-sectional area (net)

ep Eccentricity of the pre-tensioning force; for statically indeterminate systems accordingto the eccentricity of the EP also contains moments of the restraint force


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A corresponding robustness of the structure is achieved when in any cross section of thestructure sagging is a longitudinal reinforcement is provided which can accommodate thosetensile force according to the biasing force Predand the frequent combination of actions occurs.

8.9.2 Determination to Austrian Standard 1992-1-1:2011, Section 5.10.2.1 (1) P


8.9.3 Fixing to Austrian Standard EN 1992-1-1:2011, Section 5.10.2.1 (2)

The value for k3is 0.92.

8.9.4 Determination to Austrian Standard 1992-1-1:2011, Section 5.10.2.2 (4)


8.9.5 Determination to Austrian Standard 1992-1-1:2011, Section 5.10.2.2 (5)


8.9.6 Fixing to Austrian Standard EN 1992-1-1:2011, Section 5.10.3 (2)

Then the values for k7= 0.70 and k8= 0.80.


For single-span structures havep,ULS = 100 N/mm2

. For continuous structures, this value isreduced relative field length to tendon length.

8.9.8 Determination to Austrian Standard 1992-1-1:2011, Section 5.10.8 (3)


8.9.9 Fixing to Austrian Standard EN 1992-1-1:2011, section 5.10.9 (1)P

The specified values are

for tendons with or without immediate bond composite: rsup= rinf= 1.00;

for tendons with subsequent bond: rsup= 1.05 and rinf= 0.95.

9 Evidence in the Ultimate Limit State (ULS)

9.1 Bending with or without axial force and normal force only

9.1.1 Supplement to Austrian Standard EN 1992-1-1:2011, Section 6.1


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When determining predominant bending (M / N 2 h) should be relevant cross-sections of steel(As,rqd) come into the flow (s fyd / Es). If this is not the case, a confinement of bending pressurezone be provided. When hooping apply e.g. loops with a diameter of at least 10 mm and amaximum distance of 20 cm.


The minimum eccentricity (h/30, but at least 2 cm) is comparable to the total eccentricity, whichthe imperfection and the influences second order theory involves. For the cross-sectionaldimension is the greater shall prevail.

9.2 Lateral Force

9.2.1 Supplement to Austrian Standard EN 1992-1-1:2011, Section 6.2.1(8)

The provisions of this section may only be used for direct storage. In indirect Storage, the

evidence to lead to the bearing axis.






At a voltage of the flexural reinforcement sd= fydis the inclination of the concrete diagonal strutsin the area

0.6 tan 1.0 (3)

to choose.

When the cross section is suppressed (sd0), the inclination of the strut in the concrete mayrange

0.4 tan 1.0 (4)

be selected.

For intermediate values of 0 < sd< fydmay between equation (3) and equation (4) to be linearinterpolated.

With carriers, whose bending tensile reinforcement in constant size of a support is enough up toanother, always equation (4) may to be used between these supports.

9.2.5 Definition to the Austrian Standard EN 1992-1-1:2011, Section 6.2.3 (3), Note 1 andNote 2


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The firmness reduction factor for concrete in accordance with Austrian Standard EN 1992-1-1, tornunder transverse force: 2011, equation (6.10) are not to be used.

9.2.6 Explanation of Austrian Standard EN 1992-1-1:2011, 6.2.3 (3), Note 3

The compressive stress cpcan be determined as follows:

It means:

NEd Design value of the existing pressure force (e.g. Pre-loading) as pressure positively

Ac Concrete cross section



9.2.8 Explanation of Austrian Standard EN 1992-1-1:2011, 6.2.4 (5)

Unless a detailed analysis is carried out, may in combined tension and shear forces betweenflange and web and transverse bending to proceed in the following manner:

At the edge bending pressure is certainly half of the reinforcement, which according to EN 1992-1-1:2011, equation (6.21) results to file.

Flexural edge on the reinforcement is an insert whose cross-sectional surface of either half of theafter Austrian Standard EN 1992-1-1:2011, equation (6:21) resulting reinforcement or to a result ofthe tensile reinforcement transverse bending is. The larger of the two values is decisive.



9.2.10 Supplement to Austrian Standard EN 1992-1-1:2011, Section 6.2.5

Additionally the following rules apply (except for products in accordance with Austrian StandardEN 13747 in predominantly stationary traffic loads) according to 9.2.10.1 to 9.2.10.5.

9.2.10.1 Anchoring of rebar running through the joint (joint reinforcement or connector)(Supplement to Austrian Standard EN 1992-1-1:2011, 6.2.5 (1))

The joint reinforcement should be anchored according to the rules of Austrian Standard EN 1992-1-1:2011,section 8.4. when the anchoring length for full use of the reinforcement to the yieldstrength cannot be accommodated fydcan, in the equation (6.25) in place of the tension fydsdreinforcement insert, with said anchorage length is demonstrated.


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The design anchorage length lbdmust of distant edge Reinforcement with 2 = 0.7 are determined,in each case to compliance with the minimum anchorage length (according to Austrian StandardEN 1992-1-1:2011, equation (8.6)) to look for. If the joint reinforcement later introduced, thecorresponding European-technical product approvals must be observed.

9.2.10.2 Joints minimum reinforcement (supplement to Austrian Standard EN 1992-1-1:2011, 6.2.5 (1))

If according to Austrian Standard EN 1992-1-1:2011, equation (6.25) is computationally no jointreinforcement is only to look at the edges as explained below in a constructive mount. However, ifa computationally joint reinforcement is required, i.e. the value of the adhesive bond shearstrength (c fctdin equation (6.25)) is exceeded, the minimum reinforcement percentages are min= As,min / Ai(designations according to EN 1992-1-1:2011; valid for standing perpendicular to thejoint reinforcement and to provide for predominantly static loading):

plate-like components:

bar-like components:

9.2.10.3 Serrated joint training (supplement to Austrian Standard EN 1992-1-1:2011, 6.2.5

(1), Figure 6.9)

For toothed joints in accordance with Austrian Standard EN 1992-1-1:2011, Figure 6.9 is to becomplementary to the fact that the Base length h1 of the teeth is at least three times the toothdepth (h1so 3 x d).

9.2.10.4 Joint surfaces (supplement to Austrian Standard EN 1992-1-1:2011, 6.2.5 (2))

The approach of the adhesive shear strength according to Austrian Standard EN 1992-1-1:2011,equation (6.25) (c x fctd share) is requires that a very carefully prepared joint surface in theexecution time of concreting is present, this particular should be free from all impurities and dull

damp. Due to the generally higher local stresses and the lack of rearrangement options withsmooth joints are to be avoided in models with beam-like components.

The particular method with the sand surface average roughness must subsequently in rough jointswith the hardened concrete roughened surfaces at least 1.5 mm (3 mm deep soil skeletonexposed) respectively. If the aggregate is exposed by high-pressure water jets and with the sandsurface method to the apparent lowest roughened surfaces determined average surfaceroughness at least 3 mm (soil skeleton uncovered at least 6 mm deep), the joint may be classifiedas linked.


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9.2.10.5 Additional Comments on the training of border regions (supplement to AustrianStandard EN 1992-1-1:2011, 6.2.5 (2))

Is at the edges of surface components such as ceiling, unless the tearing of the joint constructiveby other measures to prevent, to arrange a joint reinforcement close to the edge, since constraints

According to differential shrinkage or temperature gradient layer, the risk of detachment of the newconcrete there. If no detailed investigations are carried out, the reinforcement cross section as,erfalong the edge of each meter (valid for standing perpendicular to the joint reinforcement) todetermine such that of according to Austrian Standard EN 1992-1-1:2011, equation (6.25)calculated shear resistance under this approach reinforcement cross-section sufficient to initiatethe joint at least crack the tensile strength of the new concrete to the existing component (the

adhesive shear strength (c share fctd in Austrian Standard EN 1992-1-1:2011, equation (6.25))should not be exploited because of the tensile stresses in the edge region):

It means:

hneu the new concrete layer thickness, in cm

In static shear joints with joint reinforcement required reinforcement may within the existing statica distance of three times the thickness of the new concrete layer shall be counted from the edge ofthe plate.

9.3 Torsion


In addition to the requirements of Austrian Standard EN 1992-1-1:2011, section 6.3.2 (1) above,effective writable wall thickness not greater than one-sixth the diameter of the maximum cross-section of the concrete circle will be accepted but they must not be less than twice the distancebetween be the outer surface and the central plane of the longitudinal reinforcement.


For full cross-sections of the favorable effect of the core cross-section must take into account theinteraction equation are. The interaction equation is in this case:

9.4 Punching

9.4.1 Explanation of Austrian Standard EN 1992-1-1:2011, section 6.4.1 (2) P

A concentrated load occurs when the load application surface satisfies the following conditions:


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Circle: Diameter 3.5x d

Rectangle: Circumference 11 x dLength / width ratio 2

For arbitrary surface shapes these Conditions shall apply mutatis mutandis. The value of d is inthis case the average static height of the slab.

Does not meet the load-bearing surface, this condition is for the punching check only a part of thecritical round cut (authoritative circumference) considered (e.g. rectangular footprint only thecorner middle areas, as shown in Figure 3). For the lateral force resistance of the other partsAustrian Standard applies EN 1992-1-1:2011, Section 6.2, in which case the total resistancegreater than the design value of action has to be accommodated.

Figure 3 - Critical section for an elongated circular loaded area anddecisive extent


The distance a round of the relevant section must be determined iteratively. For floor slabs andslender foundations with a foundation of slimming a / d 2.0may to simplify the calculation, aconstant round cut at a distance dis assumed to be 1.0.

The length acharacterizes the shorter distance between the load application surface edge andfoundation (according to Figure 4). For floor panels is a the smallest distance between the gateand columns of the zero point radial plate bending moments and may at a regular column grid toa = 0.22 l(l = span) be accepted.


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Ground pressure and withoutproper foundation load

It Means:

u of the section under consideration around

a distance from the edge to the stub looked round cut

a a shortest distance between nozzle-edge and edge foundation

Figure 4 - Round cut and deduction of the value sole pressure in foundations

9.4.3 Supplement to Austrian Standard EN 1992-1-1:2011, 6.4.2 (11)

With a rectangular head restraints must gain rcont,ext also for lH 2 hH according to AustrianStandard EN 1992-1-1:2011, equation (6:34) and equation (6:35) are determined.

The round cut inside the head restraints gain at lH 2 hH as a plate with the effective heightto determine dH= d + hH.


In the application of Austrian Standard EN 1992-1-1:2011, equation (6:39) is the momentconsidering the to calculate stiffness of the adjacent components. Values less than 1.10 for theincrease in load factor prohibited.

Austrian Standard EN 1992-1-1:2011, equation (6:41) and equation (6:42) apply to a closed roundcut u1and thus also for edge columns with large ceiling overhang.

In biaxial load eccentricity generally following equation may be used:


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Austrian Standard EN 1992-1-1:2011, equation (6.43) holds, as stated, only for rectangular interior

columns.

9.4.5 Supplement to Austrian Standard EN 1992-1-1:2011, 6.4.3 (4) and (5)

The in Austrian Standard EN 1992-1-1:2011, 6.4.3 (4) and described (5) Method for detection withreduced circular sections shall not apply in Austria.

9.4.6 Fixing to Austrian Standard EN 1992-1-1:2011, 6.4.3 (6)

To account for the non-rotationally symmetrical lateral force distribution in the round cut at theedge, corner and Interior supports shall, under the conditions of Austrian Standard EN 1992-1-1:2011, Section 6.4.3 (6) recommended values according to Austrian Standard EN 1992-1-1:2011,image 6.21N are applied, unless a more accurate Evidence, for example, is considering bendingmoments out (as shown in Figure 5). For wall ends and wall corners are for followingapproximate values (as shown in Figure 5).

Figure 5 - Approximate values for the load increment coefficient

For systems whose stability against lateral deflection of the frame effect between plates andSupport depends (sliding systems) or differences in the lengths of adjacent fields to more than

25%, more detailed studies are generally required (e.g. according to Austrian Standard EN 1992-1-1:2011, Equation (6:39)).


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9.4.7 Determination to Austrian Standard EN 1992-1-1:2011, 6.4.4 (1)



For the determination of vRd,c allowable reinforcement ratio shall not exceed:

For the minimum cross-sections of the flexural reinforcement in support areas to note 12.4.1.


Calculation of the relevant circular section u are the rules of Austrian Standard EN 1992-1-1:2011,Section 6.4.2 (2) to be observed.

In Austrian Standard EN 1992-1-1:2011, equation (6:51) describes the contents of the square

brackets the increase in load factor . This may not fall below a minimum value of 1.10.

9.4.10 Explanation of Austrian Standard EN 1992-1-1:2011, section 6.4.5

The shear reinforcement should be considered only computationally in sheets with a thicknessh 200mm. The regulations for approved through dance elements are not affected.

9.4.11 Explanation of Austrian Standard EN 1992-1-1:2011, section 6.4.5(1)

ASWis the sum of cross-sectional areas of that pusher elements along a single circular-section arearranged. In the first two rows, and thus the shear reinforced range of about 1.5 to dsupport, thecross-sectional area of the movable members should be increased by 60%.

With foundations in Austrian Standard EN 1992-1-1:2011, equation (6:52) in the critical round cutu1(a= 2,d) calculated punching shear resistance vRd,cuse (even if this fictional round cut out to be

the foundation comes from). Of the punching power but should only those soil pressure in bededucted, which iteratively found within the Austrian Standard EN 1992-1-1:2011, section 6.4.2 (2)and at a= 1.0 dround cut uacts adopted.

In Austrian Standard EN 1992-1-1:2011, equation (6:53) can in the calculation of u0 for circularedge and Corner columns c1and c2are taken as the side length of a circle of equal area square.


The maximum punching shear resistance vRd,max for slabs or foundations is the smaller of thefollowing values:


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vRd,max= 0.40 x vx fcdx u0x d (12)

vRd,max= Kx vRd,cx u1x d (13)

For punching shear reinforcement, at least seen from the concrete surface each second layer of

Include bending reinforcement is to be set for :

= 1.40 for d 200 mm

= 1.65 for d 700 mm

For intermediate values of the effective height d can be interpolated linearly.

For punching shear reinforcement, each comprising the outer layers of the flexural reinforcement,

regardless the effective height of:

= 1.65

For the calculation of vRd,max concrete compressive normal stress cpmay result in bias vRd, c not

be considered.



9.5 Truss Models




The factors are:

k1= 1.25

k2= 0.9

k3= 0.9




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9.6 Check against fatigue

9.6.1 Explanation of Austrian Standard EN 1992-1-1:2011, section 6.8.1 (2)

For structures of conventional building construction unknown to fatigue must be done in general.

9.6.2 Explanation of Austrian Standard EN 1992-1-1:2011, 6.8.4 (1) and Section 6.8.5 (3)

For the safety factor of the material applies S,fat = 1.15 (also according to Austrian Standard EN1992-1-1:2011, Section 2.4.2.4 (1)).

9.6.3 Fixing to Austrian Standard EN 1992-1-1:2011, 6.8.4 (1), Note 2

Table 6.3N of Austrian Standard EN 1992-1-1:2011 is changed with Table 5 as follows:

Table 5 - Parameters of the fatigue curves (SN curves) for reinforcing steel

according to Austrian Standard B 4707

Stress Exponent Rskat N* CyclesType of Reinforcement N* k1 k2 N/mm

2

Straightand

bent barsa,b

< 20 mm 106 5 9 181

20mm < 36 mm 106 5 9 146e

36 mm 106 5 9 121eWelded Steel Mesh and Barsc 106 5 5 85

Couplingsd a Rskvalues for straight bars. Values for curved bars are usually with the help of the reduction coefficient

= 0.35 + 0.026 m/ to be determined

It means:

m Bending Diameter

Bar Diameter

The reduction factor to be considered in shear reinforcement of iron for ironing with > 20 mm.

b The values for Rskapply to cast-in bars.

c Applies only to mats, their fatigue resistance has been verified according to Austrian Standard B 4707, unless

other arrangements are (e.g. building approval).

d Mechanical connections are generally controlled by licenses.

e The values are for the ductility steels as steels ductility of A are in fatigue stress for < 20 mm is permitted.


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Austrian Standard EN 1992-1-1:2011:2011, Table 6.4N is changed with Table 6 as follows.

Table 6 - Parameters of the fatigue curves (SN curves) for pre stressing steel

Fatigue strength curves

(SN curves)for pre stressing steel

Stress Exponent Rskat N* Cycles

N* k1 k2 N/mm2

With immediate bond 106 5 9 185

With subsequent bond

Individual wires in plasticsleeve pipes

106 5 9 185

Just tendons, curvedTendons inplastic ducts

106 5 9 150

Curved tendons

pipes in steel cladding 106

3 7 120 Couplings a

Unless other SN curves through an approval or individual approval for the built state can be determined.

b Values in the installed state.

c Mechanical connections are generally controlled by licenses.








The recommended value N= 106is applied to the number of load cycles.

The value of k1for N= 106is 1.0.


The concrete compressive stresses are to be calculated according to the rules given in 10.1. thetensions may be charged for the time after the creep.

10 Evidence in the serviceability limit states10.1 Stress limits


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It means:

eff(t,t0) Effective Creep

(t,t0) Creep coefficient at time t

ME0,k According to the value of bending moment that load combination to which thevoltages are to be calculated

Mqp,k Value of the bending moment according to the quasi-permanent loadcombination

e) Assuming a linear stress-strain relationship for b) to take account of creep instead of usingthe modulus of elasticity Ecmcompleted the decreased modulus of elasticity:

f) The concrete compressive stresses under the quasi-permanent load combination must notbiased at Structures is always for the time after the conclusion of the final creep creep

, t0 be determined. If not installed pre stressed structures of conventional building

construction

for components in the inner , t0= 2.5 and

for components in the outer , t0= 2.0

be accepted.

NOTE Typical construction are buildings which for static, evenly distributed loads to5.0 kN/m2, are possibly also measured for concentrated loads up to 7.0 kN and for cars.

g) Instead of limiting the stresses under the characteristic combination of actions accordingAustrian Standard EN 1992-1-1:2011, Section 7.2 (2) to the value k1fck in the exposure

classes XD or XF can be bracket provided in 9.1.1, which for a sufficient transversereinforcement confinement of the compression zone apply.






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10.2 Limitation of crack widths


The national forensic crack width wkmay limit specified in Table 7 The wmax, not exceed. However,the calculated values of the crack width are for reference only to see their occasional minoroverrun in the building cannot be excluded. In accordance with the in Austrian Standard EN 1992-1-1:2011 specified rules, these are exceptions in the general concerns.

Table 7 - Values of wmax

Exposure classin accordancewithAustrianStandard B4710-1

Componentsmade ofreinforcedconcreteand componentspre stressedconcrete withTendons withoutcomposite

Components ofpre stressedconcreteTendons withsubsequentcomposite

Pre stressed concretecomponents withTendons in the immediatecomposite

ActionCombination

Crack width in mm

AlmostConstantly

Often Often Characteristic

X0, XC1 0.4a 0.2 0.2

XC2, XC3, XC40.3 0.2b

0.2

XC1, XD2, XD3c Decompression 0.2a When the exposure classes X0 and XC1 the crack width has no influence on the durability and this limit

is to maintain an acceptable appearance set. Absence of such requirements on appearance, this maylimit be increased.

b For these exposure classes decompression under quasi-permanent combination of actions is usually

additionally to check ..

c In individual cases, special measures for corrosion protection may be required in addition.


If it is proved that the average size constraint does not reach the average crack size, then may theMinimum reinforcement by a calculation of the cross section for the proven positive average sizeof consideration of the requirements shall be determined using the crack width limitation.

When cracking in young concrete (e.g. forced from out flowing heat of hydration) must, unless amore accurate Proof is, fct,effunder the condition of using a concrete strength development


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"Medium" (EM), "Slowly" (EL) or "Very Slow" (EO) shown in Table 1 and an adequate treatment beadopted for the determination of crack average size of 0.5 fctm.

If a concrete of strength development "Fast" (ES) are used, this is only in consultation with thestructural engineer allowed (also according to 6.1.1).

When tensile stresses induced due to the component itself forced (e.g. forced out of the flow of theHeat of hydration) may kaccording to equation (17) and Austrian Standard EN 1992-1-1:2011,equation (7.1) with 0.8 be multiplied. When tensile stresses caused due to forced outside of thecomponent (e.g. support reduction), k must be accounted for with 1.0.

Are slowly hardening concrete with r0.3 is used (usually with thicker components), the minimumreinforcement may according to equation (17) and Austrian Standard EN 1992-1-1:2011, equation(7.1) by a factor be reduced by 0.85. The conditions of application requirement for reinforcement

reduction have to be defined in the design documents.

NOTE Characteristic value of strength development of concrete is: r= fcm2/fcm28.

Similar Reductions of minimum reinforcement shall also apply to use of other force-reducingmeasures, such as

design (choice of storage conditions with low deformation disability, such as overlays,convenient arrangement of expansion joints),

concrete technology (e.g. reduced shrinkage concrete) or

technical execution (e.g. weather-related choice of protective measures and treatment method)

Measures. The reduction of the minimum reinforcement is a function of the measures taken to bedetermined.

For more detailed studies (Mason et al [1] and Maurer [2]) shows that for the determination of the

Limiting crack widths for each component to be inserted page at the following minimumreinforcement centric force Regulation may be applied.

It means:

Ac,eff = bx hc,ef, where hc,ef the minimum of [k2(h- d) h/ 2].

Act Surface tension zone of each component side

For k2 applies: for h5hd: k2= 2.5


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for h30hd: k2= 5.0

For intermediate values of hcan be interpolated linearly.

where hc,ef, h, din Austrian Standard EN 1992-1-1:2011 image 7.1c are shown.

k according to Austrian Standard EN 1992-1-1:2011, equation (7.1)

If in the determination of the minimum reinforcement Table 8 is used, the specified limit diameterthere is of the reinforcing bars in response to the effective tensile strength of concrete fct,eff analogEquation (21) to be modified as follows:

Mitfct,effin N/mm2


In determining the effective range of the reinforcement, the value (h-x) / 3 required (according toAustrian Standard EN 1992-1-1:2011, Figure 7.1). It should be noted that the high pressure zoneto condition II to calculatex. Alternatively, may also (h-x) can be used / 2, withxto state I.


The value is ct,p = 0.0 N / mm fixed with.


The calculated critical diameter in concrete steel *sto limit the crack width is given in Table 8 tofound. Austrian Standard EN 1992-1-1:2011, Table 7.2N is replaced by Table 8 below. The valuesin Table 8 apply to the individual cracking with fct,eff = 2.9 N/mm

2.

Table 8 - Calculated limiting diameter in concrete steel *sto limit the crack width

Steel Stress a Limit diameter of the bars, in mm

N/mm2

wk = 0.4 mm wk = 0.3 mm wk = 0.2 mm160 54 54 27

200 35 26 17

240 24 18 12

280 18 13 9

320 14 10 7

360 11 8 5

400 9 7 4

450 7 5 3a Under the governing load combination.


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Table 8 is based on the following equation:

The limiting diameter as shown in Table 8 is to modify the rule as follows.

When subjected to a load is:

When subjected to strain is:

It means:

hcr Height of the tensile zone in cross section and partial cross-section before the first crack (atCentric Train hcr= 0.5 hat both ends reinforcement layer)

fct,eff effective tensile strength, in N/mm2

NOTE The basis of equation (20) and Equation (21) is Austrian Standard EN 1992-1-1:2011, equation(7.9), the results of simplifications made to provide the safe side. The derivationis given in [3].

Austrian Standard EN 1992-1-1:2011, equation (7.6N) and equation (7.7N) are given by equation(20) and Equation (21) is replaced.

In case of single reinforcement is sufficient instead of a more accurate calculation of compliance in

Table 9 and Table 10 specified maximum distances. Between the diameter of rod =8 mm and

20 mm specified maximum values of the bar spacing should be interpolated linearly. Please donot use in concrete pavements between cnom= 25 mm and cnom= 40 mm, the values of the twotables are interpolated linearly.


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Table 9 - Maximum values of the bar spacing on single-ply reinforcement,concrete cover cnom= 25 mm

Steel Stress aMaximum values of the bar spacing, in mm

wk = 0.4 mm wk = 0.3 mm wk = 0.2 mmN/mm2 =8 mm 20 mm =8 mm 20 mm =8 mm 20 mm

160 300 300 300 300 200 270

200 300 300 250 300 150 180

240 250 300 200 230 100 130

280 200 270 150 170 50 105

320 150 200 100 140 90

360 100 150 50 120 80The values of the table are for c= 25 mm, kt= 0.4, fct,eff = 2.9 N/mm

2, hc,ef = 2.5 (h- d)a

under the relevant combination of actions

Table 10 - Maximum values of the bar spacing on single-ply reinforcement,concrete cover cnom= 40 mm

Steel Stress aMaximum values of the bar spacing, in mm

wk = 0.4 mm wk = 0.3 mm wk = 0.2 mm

N/mm2 =8 mm 20 mm =8 mm 20 mm =8 mm 20 mm

160 300 300 250 280 150 190

200 250 300 200 220 100 130

240 200 240 150 170 50 90280 150 190 100 120 75

320 100 140 50 100 60

360 50 120 50 85 55The values of the table are for c= 40 mm, kt= 0.4, fct,eff = 2.9 N/mm , hc,ef = 2.5 (h- d)a under the relevant combination of actions

10.2.6 Supplement to Austrian Standard EN 1992-1-1:2011, Section 7.3.4

In cases in which the resultant force elongation not exceeding 0.8 , it is generally sufficient todetermine the crack width for the larger value of the load voltage from coercion or stress.


The value is with k3= 0 is defined

For ribbed steel is:

k4= 1 / (3.6 x k1x k2) p,effx s/ (3.6 x k1x k2x fct,eff) (22)

Thus, instead of Austrian Standard EN 1992-1-1:2011, equation (7.11) apply the followingequation (23):


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When restraint stresses is s in N/mm2 in that voltage of the tensile reinforcement, immediately

after the initial crack occurs.

10.2.8 Explanation of Austrian Standard EN 1992-1-1:2011, Section 7.3.4 (5)

To maintain the serviceability can these walls expansion joints at a distance of sr,max arranged towhich are sealed with appropriate moisture sand rank with joint tape.

10.3 Limiting Deformations

Down to Austrian Standard EN 1992-1-1:2011, Section 7.4.2 (2)


If only the requirements according to EN 1992-1-1:2011, section 7.4.1 must be adhered to (4), the

values may Table 11 will be accepted. The table values to consider steel stresses s = 250

N/mm2. This steel stress s is about, if the quasi-permanent action not more than 70% of thecharacteristic action is a concrete and steel of grade B 550 (A or B) is used. In addition, wasadopted for the determination of the values in the table, a concrete strength class C for 30/37.

At ratios that differ from the assumptions made for the table 11, a calculation according to AustrianStandard EN 1992-1-1:2011, equation (7.16a), equation (7.16b) and equation (7:17) can beperformed. Slenderness greater than l / d= 35 x K, however, are not to be executed unless amore accurate detection of the deflection is performed. The coefficient K is given in AustrianStandard EN 1992-1-1:2011, Table 7.4n.

The values listed in Table 11 comply with the requirements of Austrian Standard EN 1992-1-1:2011, section 7.4.1 (4), but not with Austrian Standard EN 1992-1-1:2011, section 7.4.1 (5).Thus, they are only for ceilings and beams, where adjacent components (such as partitions) arenot endangered by the deformations.


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Table 11 - Bending loss of reinforced concrete members without axial forceaccording to Austrian Standard EN 1992-1-1:2011, Section 7.4.1 (4).

Static SystemHighly stressed concrete

= 1.5 %Concrete claimed low

= 0.5 %

simply supported single span, simplysupported uniaxially or biaxially stretchedplate

18 25

End span of a continuous beam or auniaxial strained continuous plate; final fieldof a biaxially strained plate continuouslypasses over the longer bearing side

23 32

Midfield of a bar or a uniaxial orbiaxially strained plate

25 35

Plate, which is mounted on supports nobeams (Flat ceiling) (based on the largerspan)

21 30

Cantilever 7 10

11 General Rules Reinforcement

11.1 General

Supplement to Austrian Standard EN 1992-1-1:2011, Section 8

As a protective measure are upward reinforcement bars, rebar connector in particular, to preventserious accidents in such a way that the risk of injury ruled out as possible can be.

EXAMPLE Hook or turns between 90and 180 above or bow-like construction.

If this is not for structural or functional reasons, practical (for example, with thicker rod diametersheavily reinforced columns, contact bumps, shock collar, and others), site suitable protectivemeasures are provided for the purposes of construction workers protection regulation (e.g.

covers).

11.2 Bar Spacing of Reinforcing Steel

11.2.1 Fixing to Austrian Standard EN 1992-1-1:2011, Section 8.2 (2)

For the k1value is set to 1.4, the value of k2for single-layer reinforcement k2= 0 mm and for multilayer reinforcement k2= 10 mm.


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The value of k1= 1.4 takes into account that the space requirement of rebar 1.2 times the nominaldiameter equivalent. This space should also be considered at the intersecting bars. This allows,for example, reinforcement layers of parallel reinforcing bars, the same diameter as the rods of the

reinforcement layers have to be distanced.

11.3 Bending of Reinforcing Bars

11.3.1 Explanation of Austrian Standard EN 1992-1-1:2011, Section 8.3

In Austrian Standard EN 1992-1-1:2011, equation (8.1) in the case of bundles of diametercompared ninstead use the single bar diameter n. The traction Fbtbe calculated for the entirebundle.

11.3.2 Supplement of Austrian Standard EN 1992-1-1:2011, Section 8.3

For bending of rebars following additions be made:

1) The minimum value m,min of the bending roller diameter to avoid concrete failure may taketurns of reinforcing bars in place of a calculation according to Austrian Standard EN 1992-1-1:2011, equation (8.1) can be assumed simplistic to Table 12 below.

2) The values in Table 12 are for full use of the reinforcement at the beginning of curvature with

s= fyd.

3) The minimum bending diameter according to Table 12, Column 1 and Column 2 shall alsoapply hook and turns of ironing and shear reinforcement according to Austrian Standard EN1992-1-1:2011, section 8.5, where, for this case the evidence on concrete failure according toAustrian Standard EN 1992-1-1:2011 May Equation (8.1) accounts.

Table 12 - Minimum values m,minof bending diameter forBending rebars

1 2 3 4 5

Hook, Angle Hooks, Loops, IroningBends of reinforcing bars (rods and oblique

other rods)

16 mm >16 mmStrength classthe concrete min{

a1, a2} 2 min{a1, a2} 4

4 7C 20/25 25 20

C 25/30 20 15NOTE The values of a1and a2are to be measured in accordance with Figure 6 perpendicular tothe plane of curvature. Not bent rods are not included.


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Figure 6 - Bends of Reinforcing Bars

4) If the minimum dimensions on concrete cover and the distance between adjacent planes of

curvature in Table 12 cannot be complied with, the bending diameter according to AustrianStandard EN 1992-1-1:2011, equation (8.1) to calculate. Such a calculation is also for concretegrades larger C 25/30 perform when less bending diameter designed as shown in Table 12should be. Similarly, a calculation of the bending roller blade for hook, hook angle and performloops if the requirements according to Austrian Standard EN 1992-1-1:2011, Section 8.3 (3)cannot be met.

5) If done in the reinforcement plans no precise information on the individual bending rollerdiameters be an indication of the size of the mandrel diameter is sufficient to Table 12 below.

6) However, the construction requires a different size from Table 12 of the mandrel diameter, arethe respective positions of reinforcement to be provided with the dimensions of the mandreldiameter.

7) Be bent steel inserts, and back when bent cold, then the following conditions apply:

It is the nominal bar diameter 14 mm.

It is the bending diameter on the outward bend m 6 with predominantly static loading

It is m 15for non predominantly static loading. The amplitude of the steel stress mustnot exceed 50 N/mm2.

The bending angle must be 90 .

Multiple back and forth bending is permissible.

The reinforcement may be utilized to a maximum of 80%.


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The recalculated bent steel inserts are in a recess or in a custody case in incorporate thebend portion so that a reverse bending as carried out in the scheduled position can (as

shown in Figure 7).

Figure 7 - Rear Curved rods

Hot reverse bending of steel reinforcement is not permitted.



11.4 Anchorage of Longitudinal Reinforcement

Supplement to Austrian Standard EN 1992-1-1:2011, section 8.4.4 (1)

With direct support may in determining the minimum anchorage length in Austrian Standard EN1992-1-1:2011 equation (8.6) and equation (8.7) the value of 100 mm is replaced with the value 70mm, provided that the total anchorage length in the region of the transverse pressure is.

11.5 Anchorage of Stirrups and Shear Reinforcement

Supplement to Austrian Standard EN 1992-1-1:2011, section 8.5 (2)

The bending angle when running ironing according to Austrian Standard EN 1992-1-1:2011,Section 8.5 (2), Figure 8.5 a) must be at least 135 .

11.6 Anchoring Means Bars Welded

Down to Austrian Standard EN 1992-1-1:2011, Section 8.6 (2)


11.7 Shocks and Mechanical Connections

11.7.1 Supplement to Austrian Standard EN 1992-1-1:2011, 8.7.2


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Lap splices should be staggered as possible (longitudinal displacement) and splices (proportion ofwithout longitudinal offset overlapping rods to the cross section of a reinforcement layer equal to100%) is not high stressed areas are.

With lapped joints of pressed steel inserts with 20 mm hook or similar bends inadmissible.


Impacts are considered to be longitudinally offset when the distance of the shock the middle atleast 1.3 times the burst length l0is.


If the requirements concerning the clear distance between themselves or between cross bars

adjacent rods in accordance with Austrian Standard EN 1992-1-1:2011, 8.7.2 (3) are satisfied,then allowed to ply reinforcement and a full shock of the tension bars are executed. With severallayers of reinforcement may without longitudinal offset at most 50% of the reinforcement cross-section are pushed at one point.

All struts may be encountered in a cross section without longitudinal displacement (full impact).

11.7.4 Supplement to Austrian Standard EN 1992-1-1:2011, section 8.7.3 (1)

The determination of the proportion of the total cross-section rods rammed the reinforcing steel isin the amendment to Austrian Standard EN 1992-1-1:2011, Figure 8.8 recommended as follows:

1is the percentage of reinforcement with shock, shock their heart, measured within 1.3 x l0from the middle of the lap length considered, located.

For compression members may 6independently rammed on the proportion of the total cross-section bars of the reinforcing steel always be set at 1.0.

11.8 Additional rules for large bar diameters



11.8.2 Supplement to Austrian Standard EN 1992-1-1:2011, Section 8.8 (2)

When using bar diameters > largecrack widths are in accordance with exclusively by calculatingAustrian Standard EN 1992-1-1:2011, Section 7.3.4 limit.

11.9 Tendons


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11.9.1 Explanation of Austrian Standard EN 1992-1-1:2011, Section 8.10.1.3 (1)

A sufficient resistance to deflection forces on the cladding tube sections bent ensure the followingapplies:

If no exact evidence of the erosion of the deflection forces takes place must be at utilizing theminimum allowable radius of curvature for the spacing between cladding tubes in the commonplane of curvature be at least twice as large as the minimum permissible value. The minimumdistance must not be exploited to double minimum radius. Intermediate values may be linearlyinterpolated.

11.9.2 Supplement to Austrian Standard EN 1992-1-1:2011, Section 8.10.1.3 (3)

To determine the minimum clearance distance between cladding tubes according to Austrian

Standard EN 1992-1-1:2011, Figure 8.15 is to be used outside diameter for of 0.8 times duct.

11.9.3 Supplement to Austrian Standard EN 1992-1-1:2011, Section 8.10.2.3 (1)

When taking into account the shear force according to Austrian Standar EN 1992-1-1:2011, 6.2.3(7) with components without shear reinforcement cot= 3.0 and cot= 0 to put.

12 Construction Rule

12.1 General

Supplement to Austrian Standard EN 1992-1-1:2011, Section 9.1

The minimum thickness of plates is 7 cm, in exceptional cases (roof panels, minor components) 6cm. The Thickness navigable plates must be at least 12 cm. Plates with dynamic loading must atleast 12 cm if they also have cutouts to be at least 20 cm thick.

12.2 Longitudinal Reinforcement


The recommended values and the recommended equation are adopted.



12.2.3 Down to Austrian Stand