europian nelson approval

8/21/2019 Europian Nelson Approval

1/55

NELSONBolzenschwei-Technik GmbH + Co. KGPostfach 4020, D-58272 Gevelsberg

Flurstrae 7-19, D-58285 GevelsbergFon: 0 23 32 / 6 61 - 0Fax: 0 23 32 / 6 61 - 1 65www.nelson-europe.de

European Technical Approvalfor NELSON-headed stuts

TECHNIC

AL

INFORMA

TION

Deutsches Institut fr Bautechnik

ETA 03/0041ETA 03/0042


2/55

Diese europischetechnische Zulassung umfasst

This European Technical Approvalcontains

27 Seiten einschlielich 7 Anhnge

27 pages including 7 annexes

European Organisation for Technical Approvals

Europische Organisation fr Technische Zulassungen82833.03

Deutsches Institutfr Bautechnik

Anstalt des ffentlichen Rechts

10829 Berlin, Kolonnenstrae 30 LTel.: +49(0)30-78730-0

Fax: +49(0)30-78730-320e-Mail: [email protected]

Ermchtigtu n d n o t i f i z i e r t

gem Artikel 10 derRichtlinie des Rates vom

21. Dezember 1988 zur An-gleichung der Rechts- undVerwaltungsvorschriften

der Mitg l iedstaatenber Bauprodukte

(89/106/EWG)

Mitglied der EOTA

European Technical Approval ETA-03/0041

Handelsbezeichnung Trade name

Nelson-Kopfbolzen aus Stahl

ZulassungsinhaberHolder of approval Nelson Bolzenschwei-TechnikGmbH & Co. KG

Flurstrae 7-1958285 Gevelsberg

Zulassungsgegenstandund Verwendungszweck

Stahlplatte mit einbetonierten Nelson-Kopfbolzen ausStahl

Generic type and use

of construction product

Steel plate with cast-in Nelson-headed studs made of steel

Geltungsdauer vomValidity from

13. November 2003

bisto

13. November 2008

Herstellwerk 1 Herstellwerk 2HerstellwerkManufacturing plant


3/55

Page 2 of European Technical Approval ETA-03/0041

82833.03

I LEGAL BASES AND GENERAL CONDITIONS

1 This European Technical Approval is issued by Deutsches Institut fr Bautechnik inaccordance with:

Council Directive 89/106/EEC of 21 December 1988 on the approximation of laws,regulations and administrative provisions of Member States relating to construction

products1, amended by the Council Directive 93/68/EEC of 22 July 19932;

Gesetz ber das Inverkehrbringen von und den freien Warenverkehr mit Bauprodukten zurUmsetzung der Richtlinie 89/106/EWG des Rates vom 21. Dezember 1988 zur Angleichungder Rechts- und Verwaltungsvorschriften der Mitgliedstaaten ber Bauprodukte undanderer Rechtsakte der Europischen Gemeinschaften (Bauproduktengesetz - BauPG)vom 28. April 19983;

Common Procedural Rules for Requesting, Preparing and the Granting of EuropeanTechnical Approvals set out in the Annex of Commission Decision 94/23/EC4;

2 Deutsches Institut fr Bautechnik is authorized to check whether the provisions of thisEuropean Technical Approval are met. Checking may take place in the manufacturing plant.Nevertheless, the responsibility for the conformity of the products to the European TechnicalApproval and for their fitness for the intended use remains with the holder of the EuropeanTechnical Approval.

3 This European Technical Approval is not to be transferred to manufacturers or agents ofmanufacturers other than those indicated on page 1, or manufacturing plants other than thoseindicated on page 1 of this European Technical Approval.

4 This European Technical Approval may be withdrawn by Deutsches Institut fr Bautechnik, inparticular after information by the Commission on the basis of Article 5 (1) of Council Directive89/106/EEC.

5 Reproduction of this European Technical Approval including transmission by electronic meansshall be in full. However, partial reproduction can be made with the written consent of theDeutsches Institut fr Bautechnik. In this case partial reproduction has to be designated assuch. Texts and drawings of advertising brochures shall not contradict or misuse the EuropeanTechnical Approval.

6 The European Technical Approval is issued by the approval body in its official language. Thisversion corresponds to the version circulated within EOTA. Translations into other languageshave to be designated as such.

1 Official Journal of the European Communities N L 40, 11.02.1989, p. 122 Official Journal of the European Communities N L 220, 30.08.1993, p. 13 Bundesgesetzblatt I, p. 812, zuletzt gendert durch Gesetz ('last amended by law on')vom 15.12.2001,

Bundesgesetzblatt I, p. 37624 Official Journal of the European Communities N L 17, 20.01.1994, p. 34


4/55


82833.03

II SPECIFIC CONDITIONS OF THE EUROPEAN TECHNICALAPPROVAL

1 Definition of product and intended use

1.1 Definition of product

The steel plate with cast-in Nelson-headed studs consists of one or more headed studswhich are welded-on to a steel plate. The headed studs consist of steel with a diameter ofthe shaft of 10, 13, 16, 19, 22 and 25 mm. At the one end a head is formed by upsetting. Theother end is prepared for drawn arc stud welding with ceramic ferrule or shielding gas(method 783 according to EN ISO 4063:2002-02).

The product is surface-flush anchored in the concrete.

For the installed product see figure given in Annex 1.

1.2 Intended use

The steel plate with welded-on headed studs is intended for uses where requirementsconcerning mechanical resistance and stability as well as safety in use in the sense of theEssential Requirements ER1 and ER4 of the Directive 89/106/EEC shall be satisfied andwhere failure of the anchorage may cause risk to human life and health and/or lead toconsiderable economic consequences.Regarding the requirements concerning safety in case of fire (ER 2) it is assumed that theconstruction product meets the requirements of class A1 in relation to reaction to fire inaccordance with the stipulations of the Commission decision 96/603/EC, amended by200/605/EC.If the fire resistance is relevant then the fire resistance of the concrete member in which theconstruction product is anchored is to be tested according to test method provided in order tobe classified according to prEN 13 501-2.

The steel plate with welded-on headed studs is to be used for the anchorage under static orquasi static actions as well as under not predominantly static actions (fatigue actions) inreinforced normal concrete of the minimum strength class C 20/25 according to EN 206-1:2000-07. The construction product may be anchored in cracked and non-cracked concrete.The anchorage is admissible with single studs or groups of studs, which consist of two up tonine headed studs. The construction product can be stressed by a tensile load, shear load ora combination of tensile and shear loads.

The steel plate with the welded-on headed studs is anchored in the concrete surface-flush.Other steel components may be welded-on to the steel plate.

The steel plate from steel according to EN 10 025 with welded-on headed studs from steelS235J2G3+C450 according to EN 10 025 may only be used in concrete subject to dry

internal conditions.The provisions made in this European Technical Approval are based on an assumedintended working life of the product of 50 years. The indications given on the working lifecannot be interpreted as a guarantee given by the producer, but are to be regarded only as ameans for choosing the right products in relation to the expected economically reasonableworking life of the works.


5/55


82833.03

2 Characteristics of the product and method of verification

2.1 Characteristics of the product

2.1.1 General

The characteristic material values, dimensions and tolerances of the product not indicated inthe Annexes shall correspond to respective values laid down in the technical documentation5of this European Technical Approval.

The characteristic values for the design calculation of the anchorage are given in Annexes 4to 6.

2.1.2 Headed stud

The headed studs made from steel according to EN ISO 13 918-1998-10 "Studs and ceramicferrules for arc stud welding" shall correspond to the materials, mechanical properties anddimensions given in Table 1 and 2, Annex 3.

It is also permissible to use two headed studs welded one on top of the other by arc stud

welding (see Annex 2). A padded ring is to be placed under the head of the first stud. Thepadded ring is to be secured in its position to make a permanent compression of 5 mmpossible. The padded ring can be made, for example, of technical felt or cellular rubber. Theexternal diameter of the padded ring shall exceed the head diameter and the inside diametershall be less than the shaft diameter. The padded ring shall prevent a contact of the lowerhead at the concrete and a transmission of loads by the lower stud head.

2.1.3 Steel plate

The steel plates, on which headed studs of steel S235J2G3+C450 according to Table 2,Annex 3 will be welded, shall consist of the materials S235JR, S235JRG1, S235JRG2,S235JO, S235J2G3, S355JO or S355J2G3 according to Table 2 Annex 3.Because of the stress of the steel plate in the direction of the thickness a possibly not

homogeneous structure of the steel plate in this direction shall be taken into account. At thesame time the risk of lamellar tearing as well as lamellar imperfections in the steel plate shallbe paid attention to.For not predominantly static loads ultrasonic tested steel plates shall be used.

2.1.4 Welded joint

The headed studs shall be welded to the steel plate by means of drawn arc stud welding withceramic ferrules or shielding gas in accordance with EN ISO 14555:1998. Welding of theheaded studs via arc stud welding may be performed in the manufacturing plant or on theconstruction site.

For the safeguarding of the quality assurance of the welded connection the provisions ofEN ISO 14 555:1998 "Welding Arc stud welding of metallic materials" and EN 729 "Quality

requirements for welding Fusion welding of metallic materials" shall apply for the executingcompany.

2.1.5 Marking

The headed stud is identified according to the diameter of shaft and the nominal length of theheaded stud, e.g. 16/75.Each headed stud is marked with the identifying mark of the producer and the materialaccording to Annex 3.

5 The technical documentation for this European Technical Approval is deposited at Deutsches Institut fr Bautechnikand, as far as relevant for the tasks of the approved bodies involved in the attestation of conformity procedure, ishanded over to the approved bodies.


6/55


82833.03

2.2 Methods of verification

2.2.1 General

The assessment of the fitness of the product for the intended use with regard to therequirements of mechanical resistance and stability as well as safety in use in the sense ofthe Essential Requirements 1 and 4 was performed based on the ETAG 001 "Guideline for

European Technical Approval of Metal Anchors for Use in Concrete" and the tests carriedout.

2.2.2 Tests carried out

The following tests were carried out for determination the characteristic resistance of theheaded stud under different conditions.

1. Tests for determination of the steel resistance under tension load

2. Concrete cone failure, centric tension tests with single fastening without influence ofspacing and edge distance.

3. Blow-out failure, centric tension tests with single fastening; member edge c1= 60 mm.

2.2.3 Calculated verifications

2.2.3.1 Basic values for the characteristic resistance under tension load

(1) Steel failure

The characteristic resistance NRk,sfor the cross section of the shaft is determined accordingto Annex C, clause 5.2.2.2 of ETAG 001 and proved by the test series 1, clause 2.2.2. Thecharacteristic resistance in case of steel failure is given in Table 4 Annex 5.

(2) Pull-out failure

The characteristic resistance NRk,pin case of failure by pull-out is given in Table 4 Annex 5.

(3) Concrete cone failure

The test values (mean values) resulting from test series 2 of clause 2.2.2 prove thecalculation values with reference to ETAG 001. The characteristic resistance NRk,cin case ofconcrete cone failure is determined according to Annex 7 clause 3.3.

(4) Blow out failure

The test values (mean values) resulting from test series 3 of clause 2.2.2 prove thecalculation values with reference to ETAG 001. The characteristic resistance NRk,cbin case ofblow out failure is determined according to Annex 7 clause 3.4.

(5) Splitting failure due to loading

The required cross section of the minimum reinforcement shall be determined according toAnnex 7 clause 3.5.

(6) Characteristic resistance of hanger reinforcement under tension load

The characteristic resistance NRk,hof a bar of the hanger reinforcement depending on thenominal length of the headed stud (hn) and the anchorage length (lV,R) of the hangerreinforcement is given in Table 5 Annex 5.

2.2.3.2 Basic values for the characteristic resistance under shear load

(1) Steel failure without lever arm

The characteristic resistance VRk,s for the cross section of the shaft was determined with

reference to Annex C of ETAG 001. The -value is 0.6 .

The characteristic resistance in case of steel failure is given in Table 7 Annex 6.

(2) Pry-out failure (concrete pry-out failure at the side opposite to the load direction)

The characteristic resistance VRk,cp shall be determined with reference to Annex C clause

5.2.3.3 of ETAG 001 and according to Annex 7 clause 4.2.


7/55


82833.03

(3) Concrete edge failure

The characteristic resistance VRk,c in case of concrete edge failure under shear load isdetermined with reference to Annex C clause 5.2.3.4 of ETAG 001 and according to Annex 7clause 4.3.

(4) Characteristic resistance of hanger reinforcement under shear load

The characteristic resistance VRk,h of a bar of the hanger reinforcement with thecorresponding anchorage length IV,Ris given in Table 8 Annex 6.

3 Attestation of conformity of the product and CE marking

3.1 System of attestation of conformity

The system of attestation of conformity 2(i) (referred to as System 1) according to CouncilDirective 89/106/EEC Annex III laid down by the European Commission provides:

(a) tasks for the manufacturer

(1) factory production control;

(2) further testing of samples taken at the factory by the manufacturerin accordance with a prescribed test plan;

(b) tasks for the approved body

(3) initial type-testing of the product;

(4) initial inspection of factory and of factory production control;

(5) continuous surveillance, assessment and approval of

factory production control.

3.2 Responsibility

3.2.1 Tasks for the manufacturer; factory production control

The manufacturer has a factory production control system in the plant and exercisespermanent internal control of production. All the elements, requirements and provisionsadopted by the manufacturer are documented in a systematic manner in the form of writtenpolicies and procedures. The factory production control system ensures that the product is inconformity with this European Technical Approval.

The manufacturer shall only use raw materials supplied with the relevant inspection

documents as laid down in the prescribed test plan6. The incoming raw materials shall besubject to controls and tests by the manufacturer before acceptance. The check shall includecontrol of inspection documents (comparison with nominal values) presented by themanufacturer of the raw materials by inspecting the dimensions and determination of thematerial properties.

The material properties (tensile strength) of the raw materials of the headed stud are to bedetermined.

The dimensions on the manufactured components of the product are to be checked.

The required verifications and requirements for drawn arc stud welding according toEN ISO 14555:1998 shall be fulfilled.

The frequency of controls and tests conducted during production is laid down in the

prescribed test plan6taking account of the manufacturing process of the product.

6 The prescribed test plan has been deposited at the Deutsches Institut fr Bautechnik and is handed over only to theapproved bodies involved in the conformity attestation procedure.


8/55


82833.03

The results of the factory production control are recorded and evaluated. The records includeat least the following information:

- designation of the product, the basic materials and the components;

- type of control or testing;

- date of manufacture of the product and date of testing of the product or of the basic

materials and components;- results of control and testing and, if appropriate, comparison with the requirements;

- signature of person responsible for the factory production control.

The records shall be presented to the inspection body involved in the continuoussurveillance. On request they shall be presented to Deutsches Institut fr Bautechnik.

Details of extent, nature and frequency of testing and controls to be performed within the

factory production control shall correspond to the prescribed test plan6, which is part of thetechnical documentation of this European Technical Approval.

3.2.2 Tasks for the approved bodies

3.2.2.1 Initial type-testing of the productFor initial type-testing the results of the tests performed as part of the assessment for theEuropean Technical Approval shall be used unless there are changes in the production lineor plant. In such cases the necessary initial type-testing has to be agreed between theDeutsches Institut fr Bautechnik and the approved bodies involved.

3.2.2.2 Initial inspection of factory and of factory production control

The approved body shall ascertain that, in accordance with the prescribed test plan6, thefactory, in particular the staff and equipment, and the factory production control are suitableto ensure a continuous and orderly manufacturing of the product with the specificationsmentioned in 2.1 as well as in the Annexes to the European Technical Approval.

3.2.2.3 Continuous surveillanceThe approved body shall visit the factory at least once a year for surveillance. It has to beverified that the system of factory production control and the specified manufacturing process

are maintained taking account of the prescribed test plan6.

Continuous surveillance and assessment of factory production control have to be performed

according to the prescribed test plan6.

The results of product certification and continuous surveillance shall be made available ondemand by the certification body or inspection body, respectively, to the Deutsches Institutfr Bautechnik.

In cases where the provisions of the European Technical Approval and the prescribed test

plan6are no longer fulfilled the conformity certificate shall be withdrawn.

3.3 CE marking

The CE marking shall be affixed to each packaging or on the accompanying documents ofthe product. In addition to the initials "CE" the following information shall be given:

- identification number of the certification body;

- name or identifying mark of producer and manufacturing plant;

- the last two digits of the year in which the CE marking was affixed;

- number of the EC certificate of conformity;

- number of the European Technical Approval;

- name of the product.


9/55


82833.03

4 Assumptions under which the fitness of the product for the intended use wasfavourably assessed

4.1 Manufacturing

The product is manufactured in accordance with the provisions of the European TechnicalApproval using the manufacturing process as identified in the inspection of the plant by the

Deutsches Institut fr Bautechnik and the approved body and laid down in the technicaldocumentation.

4.2 Installation

4.2.1 Design of anchorages

The fitness of the product for the intended use is given under the following condition:

The design of the anchorage is based on the design method in Annex 7 under theresponsibility of an engineer experienced in anchorages and concrete building.

Verifiable calculation notes and drawings are prepared taking account of the loads to beanchored. The transfer of the loads to be anchored in the concrete member is verified.

Single studs or groups of studs consisting of two to nine headed studs according to Annex 4are used. Headed studs of the same diameter and length are used only in a group of headedstuds.

The position of the product is indicated on the design drawings (e.g. position of the headedstuds towards the reinforcement or the supports).

Because of the stress of the steel plate in the direction of the thickness a possibly nothomogeneous structure of the steel plate in this direction shall be taken into account. At thesame time the risk of lamellar tearing as well as lamellar imperfections in the steel plate shallbe paid attention to.For not predominantly static loads ultrasonic tested steel plates shall be used.On the anchorage of not predominantly static action the following characteristic range ofsteel stresses may not be exceeded:

- tensile load = 100 N/mm

- shear loading = 35 N/mm

- hanger reinforcement = 60 N/mm

The partial safety factor for fatigue strength may be taken with Mf= 1.35 .

4.2.2 Installation

The fitness of the anchorage for the intended use can be assumed only, if the followinginstallation conditions are kept:- Installation carried out by appropriately qualified personnel and under the supervision

of the person responsible for technical matters on site.

- Use of the product only as supplied by the manufacturer without exchanging thecomponents.- Installation in accordance with the manufacturer's specifications and the design

drawings with exact position, dimensions of the steel plate and size and length of theheaded studs.

- The anchorage shall be fixed to the formwork or auxiliary constructions in a way that nomovement of the product will occur during placing of reinforcement or during placingand compacting of the concrete.

- The concrete under the head of the headed stud shall be properly compacted (no

cavities). For large fixtures (steel plate >400 mm x 400 mm) vent openings shall beprovided. These shall be specified in the installation instructions.

- Observation of the prescribed values of installations.


10/55


82833.03

Welding-on of the intended and designed steel components to the cast-in constructionproduct may only be performed by companies meeting the corresponding qualityrequirements for welding according to EN 729 "Quality requirements for welding Fusionwelding of metallic materials".

4.2.3 Responsibility of the manufacturer

It is in the responsibility of the manufacturer to ensure that the information on the specificconditions according to 1 and 2 including Annexes referred to and 4.2.1 and 4.2.2 is given tothose who are concerned. This information may be made by reproduction of the respectiveparts of the European Technical Approval. In addition all installation data shall be shownclearly on the package and/or on an enclosed instruction sheet, preferably usingillustration(s).The minimum data required are:

- Dimensions of the steel plate,

- diameter of the headed studs,

- length of the headed studs,

- number of the headed studs,

- material of the steel plate,

- material of the headed studs and

- details on the installation of procedure, preferably by using illustrations.

All data shall be presented in a clear and explicit form.

Prof. Dr.-Ing. Bossenmayer Beglaubigt:

Reimold


11/55


Steel plate with cast-in Nelson headed studs

made of steel

Product and intended use

Annex 1

of the European

Technical Approval

ETA-03/0041

steel plate

concrete member

headed stud

hef = effective anchorage depth

h = thickness of concrete member


12/55


d1 = diameter of shaft

d2 = diameter of head

hef = effective anchorage depthhn = nominal length of the headed stud (after welding)

k = thickness of the head

t = thickness of the steel plate

= 90


made of steel

Details of the construction product

Annex 2

of the European

Technical Approval

ETA-03/0041

1 headed stud

2 steel plate

1 headed studs

padded ring

2 steel plate

hef= hn k(if the theoretic conemeets the steel plate atangle of ~ 30)

hef= hn k +t

hef= hn1+ hn2- k2+ t


13/55


Table 1: Dimensions

Nominal lengthHeaded studtype

Shaftd1-0,4

mm

Headd2

mmmin hn

mm

max hn

mm

thickness ofthe head

kmm

10 10 19 50 200 7.1

13 13 25 50 400 8

16 16 32 50 525 8

19 19 32 75 525 10

22 22 35 75 525 10

25 25 40 75 525 12

Table 2: Materials

Part Denomination Material Mechanical properties1 Headed stud

according toEN ISO 13 918:1998,Typ:SD

steel S235J2G3+C450according toEN 10 025:1990

fuk450 N/mm,

fyk350 N/mm

steel S235JR; S235JRG1;S235JRG2; S235JO;S235J2G3;

fuk= 340-470 N/mm,

fyk= 225 N/mm

(thickness > 16 40 mm)according to EN 10 025:1990

2 Steel plate

S355JO; S355J2G3according toEN 10 025:1990

fuk= 510-680 N/mm,

fyk= 345 N/mm(thickness > 16 40 mm)


made of steel

Dimensions,materials

Annex 3

of the EuropeanTechnical Approval

ETA-03/0041

Marking

form A form B Marking:Manufacturer = Nelson or NSteel S235J2G3 = St37-3Kalternatively: steel = without


14/55


Table 3: Installation

Nominal size (mm) 10 13 16 19 22 25

anchorage depth min hef

[mm]

50 50 50 75 75 75

minimum spacing smin

[mm] 50 70 80 100 100 100

minimum edge distance cmin

[mm] 50 50 50 70 70 100

characteristic spacing scr[mm] 3 h

ef

characteristic edge distance ccr[mm] 1.5 h

ef

minimum thickness ofconcrete member

hmin

[mm] hef+ k + cb

1)

1) cb= required concrete cover according to national regulations


made of steel

Installation,arrangement of the headed studs

Annex 4

of the European

Technical Approval

ETA-03/0041

Arrangement of the headed studs

headed studsteel plate


15/55


Table 4: Characteristic values of resistance to tension loads of designaccording to Annex 7

Headed stud nominal size 10 13 16 19 22 25

Steel failure

Characteristic resistance NRk,s [kN] 32 56 86 122 164 213

Partial safety factorMs

x) 1.54

Pull-out failure

Characteristic resistance NRk,p [kN] 30 50 90 75 85 115

Increasing faktors for thecharacteristic resistance

C30/37C40/50C50/60

1.221.411.55

Partial safety factor Mpx) 1.8

Concrete cone failure

Effective anchorage depth hef [mm] hn k + t

Characteristic spacing scr,N [mm] 3hef

Characteristic edge distance ccr,N [mm] 1.5hef

Partial safety factor Mc

x) 1.8

Blow-out failure

Partial safety factor Mcbx) 1.8

Table 5: Characteristic resistance ofa hanger reinforcement bar and anchorage

length of the hanger reinforcement

Hanger reinforcement concrete reinforcing steel B 500B 12 14 16

hn1)

150 mm 27 36 45

hn1)

200 mm 31 40 50

hn1)

300 mm 35 44 55

Characteristic resistance of a

hanger reinforcement bar

NRk,h

[kN]

hn1)

350 mm 37 47 59

Anchorage length of the hangerreinforcement IVR[mm] 660 770 880

Partial safety factor

Mhx) 1.8

1) hn= Nominal length of the headed stud

x) In absence of national rules, the partial safety factors given in Tables 4 and 5 are

recommended.

Table 6: Displacement under tensile load


Displacements1)

to 0.7 mm underfollowing loads in [kN] 14 20 25 30 35 451)

The indicated displacements are valid for short term loading, the displacements can be increased under

long term loading to 1.8 mm.


made of steel

Characteristic values of resistance under tension loads,displacements

Annex 5

of the European

Technical Approval

ETA-03/0041


16/55


Table 7: Characteristic values of resistance to shear loads of design according

to Annex 7


Steel failure

Characteristic resistance VRk,s [kN] 19 33 51 73 99 128

Partial safety factor Msx) 1.28

Concrete pry-out failure

Factor in equation (5.6) Annex Csection 5.2.3.3 ofETAG 001,NRk,c according to Annex 7, section 3.3

k 2.0

Partial safety factor Mcpx) 1.8

Concrete edge failure

Effective length of the headed stud lf= hef[mm]

hn k + t

Effective outside diameter dnom= d1[mm]

10 13 16 19 22 25

Partial safety factor Mcx) 1.8

Table 8: Characteristic tension resistance of a hanger reinforcement bar and

anchorage length of the hanger reinforcement

Hanger reinforcement concrete reinforcing steel B 500B 8 10 12 14 16

Characteristic resistance of a hanger reinforcement barV

Rk,h[kN]

12 19 28 38 50

Anchorage length of the hanger reinforcementlVR

[mm] 440 550 660 770 880

Partial safety factorMh

x)

1.15


recommended.

Table 9: Displacements under shear load


Displacements1)

to 1.5 mm underfollowing loads in [kN] 15 20 30 45 60 751) The indicated displacements are valid for short term loading, the displacements can be increased under

long term loading to 2.0 mm.


made of steel

Characteristic values of resistance to shear loads,displacements

Annex 6

of the European

Technical Approval

ETA-03/0041


17/55


Design of anchorage of the headed studs in concrete

Table of contents

1 General

2 Required verifications

3 Characteristic resistance under tension load

3.1 Steel failure3.2 Pull-out failure

3.3 Concrete cone failure

3.4 Blow-out failure

3.5 Splitting failure

3.6 Characteristic resistance of a hanger reinforcement under tension load

4 Characteristic resistance under shear load

4.1 Steel failure

4.2 Concrete pry-out failure

4.3 Concrete edge failure

4.4 Characteristic resistance of a hanger reinforcementunder shear load

5 Resistance of concrete member


made of steel


Annex 7

of the European

Technical Approval

ETA-03/0041


18/55


Design

1 General

The design method is used for the design of the anchorage of headed studs inconcrete. It is based on the assumption that sufficient experiences are available fromtests with headed bolts and metal anchors, since the design method for metal anchors

(Annex C of ETAG 001) has also been derived from these tests.

The proposed design for headed studs shall be considered as transitional solution untilthe design method being prepared in CEN/TC250/SC2/WG2 will be available.The design of the headed stud is based on Annex C of ETAG 001.Anchorage is admissible only by using single headed studs or several headed studs(groups), see Annex 4.Other arrangements e.g. in a triangular or circular pattern arealso allowed; however, the provisions of this design method should be applied withengineering judgement.The anchorage may be designed as a group only, if the acting loads are transmittedvia the sufficiently stiff steel plate into the individual headed studs of the group.It is only allowed to use the same diameter and length in a group.The action-effects of the headed studs on the concrete surface shall be calculatedfrom the forces and moments acting at the steel plate according to the theory ofelasticity with the following assumptions:

The steel plate remains plane under the action-effects.

The stiffness of all headed studs is identical. It corresponds to the stiffness of thesteel cross-section.

The module of elasticity of the concrete shall be taken with Ec= 30.000 N/mm2.

For anchorages at the member edge subjected to shear loading only the headed studsnear the edge may be used for bearing the load.The concrete member shall be of normal weight concrete of at least strength classC20/25].

Terminology and symbols for actions, resistances and indices shall be appliedaccording to clause 2 of Annex C of ETAG 001.


made of steel


Annex 7.1

of the European

Technical Approval

ETA-03/0041


19/55


2 Required verificationsThe design of the headed studs shall be based on the safety concept with partialsafety factors according to Annex C, ETAG 001.The required verifications of the resistances are shown in Table 2.1 and 2.2.

Table 2.1: Required verifications for resistance to tension loading

Failure mode Single anchorage Groups

Steel failure (head stud) NSdNRk,s/ Ms NSdhNRk,s/ Ms

Pull-out failure NSdNRk,p/ Mc NSdhNRk,p/ Mc

Concrete cone failure without hangerreinforcement

NSdNRk,c/ Mc NSdgNRk,c/ Mc

Blow-out failure NSdNRk,cb/ Mc NSdgNRk,cb/ Mc

Hangerreinforcement

NSdNRk,h/ Mh NSdhNRk,h/ MhConcrete cone failure

with hanger

reinforcement Concrete cone NSkNRk,c/ 1.3 NSkgNRk,c/ 1.3

Splitting failure Minimum reinforcement acc. to 3.5

Table 2.2: Required verifications for resistance to shear loading


Steel failure (head stud)VSdVRk,s/ Ms VSd

hVRk,s/ Ms

Concrete pry-out failureVSdVRk,cp/ Mc VSd

gVRk,cp/ Mc

Concrete edge failure 1)VSdVRk,c/ Mc VSd

gVRk,c/ Mc

Resistance of hanger reinforcement withanchorages near the edge

VSdVRk,h/ Mh VSdhVRk,h/ Mh

1) This verification is not required, if there is a hanger reinforcement (see section 4.4).

In the case of a combined tension and shear loading the following Equation shall beobserved:

(NSd/NRd)+ (VSd/VRd)

< 1 (1)

The ratios NSd/NRd and VSd/VRd shall each be given the maximum value from theindividual failure modes.For the anchorages without hanger reinforcement or for anchorages with hanger

reinforcement for tension load and shear load the -value in Equation (1) shall betaken with 1.5. Where either a hanger reinforcement for tension load (section 3.6) or ahanger reinforcement for shear loading at the edge (section 4.4) is taken into account

for the design, the -value shall be taken with 2/3.


made of steel


Annex 7.2

of the European

Technical Approval

ETA-03/0041


20/55



3.1 Steel failureThe characteristic resistance NRk,s of a headed stud shall be determined according toAnnex C section 5.2.2.2 of ETAG 001 and is given in Table 4 of Annex 5.

3.2 Pull-out failureThe characteristic resistance NRk,pof a headed stud is given in Table 4 of Annex 5.

3.3 Concrete cone failureWith reference to Annex C of ETAG 001 the characteristic resistance to tension loadof a headed stud or a group of headed studs in case of concrete cone failure shall bedetermined as follows:

NRk,c = NRk co

,

Nc

N,c

,A

Ao

s,N re,N ec,N [N] (2)

The different factors of equation (2) are given below:

a) The initial value of the characteristic resistance of a headed stud in concrete isobtained by:

NRk co

, = 8.0 cube,ckf h5.1

ef [N] (2a)

with- fck,cube[N/mm]; with fck,cubemaximum 60 N/mm.- hef[mm] is given in Table 4 of Annex 5

b) The geometric effect of spacing and the edge distances on the characteristic

resistance is taken into account by the ratio Ac,N/ A c,No .

with:

A c,No = area of concrete cone of a single headed stud with large spacing and

edge distance at the concrete surface, idealized the concrete cone asa pyramid with a height equal to hefand a basic length equal to 3hef(see Figure 1).

Ac,N = actual area of concrete cone of the anchorage at the concrete surface.It is limited by overlapping concrete cones of adjoining anchors

(s 3hef) as well as by the concrete member (c 1.5hef).Example for the calculation of Ac,N see Figure 2.

The influencing factors (s,N , re,N , ec,N) shall be determined according to sub-sections c), d), and e) of Annex C section 5.2.2.4 ETAG 001. scr,Nshall be taken with3hef, and ccr,Nwith 1.5hef.


made of steel


Annex 7.3

of the European

Technical Approval

ETA-03/0041


21/55



made of steel


Annex 7.4

of the European

Technical Approval

ETA-03/0041

Figure 1: Idealized concrete cone failure and area 0 N,cA of concrete cone

of an individual headed stud

Ac,N= (c1+s1+1.5hef)(c2+s2+1.5hef)

if : c1; c21.5hef

s1 ;s23hef

Figure 2: Example of actual areas Ac,N of the idealized concrete conesof headed stud in the case of axial tension load

concrete conefailure


22/55



The characteristic resistance NRk,cbof a headed stud in case of local concrete blow-outfailure at the edge shall be determined with reference to Annex C, ETAG 001 asfollows:

N,ecNb,s0

Nb,c

Nb,c0

cb,Rkcb,Rk

A

ANN = [N] (3)

The verification against local concrete blow out failure at the member edge shall be

made always, where the edge distance is c 0.5 hefin one direction.In the following the individual factors of equation (3) are given:

a) The initial value of the characteristic resistance of a headed stud is

cube,ck11

0

cb,Rk fdc5.8N = [N] (3a)

fck,cube[N/mm], c1und d1 [mm]For fck,cube= 60 N/mm as maximum.

b) The influence of spacing and edge distances on the characteristic resistance is

taken into account by the ratio Ac,Nb/o

Nb,cA :

Ac,Nbo = 36 c1

2; projected area of an individual headed stud (on the lateral

surface of the concrete), assuming the concrete cone as a pyramid withthe peak in the middle of the head, with a height equal to c 1and a baselength equal to 6 c1(see Figure 3).

Ac,Nb = existing projected area (on the lateral surface of the concrete).For the calculation the concrete cone shall be idealized as above andthe overlapping of the projected areas of adjoining headed studs shallbe noted. An example for the calculation of the projected area is shown

in Figure 4.c) The influence factor s,Nb takes account of the disturbance of stress in the

concrete at the corner of the concrete member.

s,Nb = 0.7 + 0.3 1

2

3c

c1 (3b)

For securing the member corner it is necessary to provide a cornerreinforcement.

d) The factor ec,Nb takes account of an eccentric tension loading of the row of

headed studs.

ec,Nb =1

1 2e 6 1+ / ( )c1 (3c)

e = "internal" eccentricity of the tensioned headed stud


made of steel


Annex 7.5

of the European

Technical Approval

ETA-03/0041


23/55


Figure 3 : Idealized concrete cone of the headed stud in the case of localconcrete blow-out failure at the edge of an individual headed stud

Figure 4 : Idealized concrete cone of the headed stud in the case of localconcrete blow-out failure at the edge

Section Side view

Plan view Section

Ac,Nb= (3c1+ hn) (3c1+ 2s2+ c2)


made of steel


Annex 7.6

of the European

Technical Approval

ETA-03/0041


24/55



A minimum reinforcement with the following section ASshall exist in order to prevent asplitting of the concrete member:

AS erf = 0.5 Mhyk

Sd

/f

N

[mm] (4)

NSd= Sum of the tensile forces of the headed studs in tension under the designvalue of the actions [N]

fyk = Yield strength of reinforcement [N/mm]

Mh = Partial safety factor for the reinforcement according to national rules; in theabsence of such rules, the partial safety factor can be taken with 1.15 fromEC 2.

This minimum reinforcement can be omitted, if there is at least one cross-wise

reinforcement (B 500 B) 8/15 in the zone of the headed studs.For slab- and plate-like members the reinforcement against splitting must be provided inboth directions, i.e. in the case of members subjected mainly to tension the reinforcement

shall be provided on both cross-sectional surfaces and in the case of members subjectedmainly to bending on the side exposed to tension. It shall consist of at least three bars

with a bar distance 150 mm and shall be anchored, outside the anchorage, with ananchorage depth according to national rules.

For linear structures the splitting reinforcement needs to be provided in one direction only.In the case of anchorages near the edge of members this reinforcement must be alsoprovided as edge reinforcement with corresponding hanger reinforcement.


An additional hanger reinforcement may be taken into account for resistance to the

tension load, if the length of the headed stud in the concrete is at least 150 mm and theedge distance is c 1.5 hef.

The reinforcement shall consist of reinforcing steel B 500 B with a diameter of 16 mm.The characteristic resistance NRk,h of a bar of the hanger reinforcement is given inTable 5, Annex 5 depending on the nominal length of the headed stud (hn) in concreteand the length of the anchorage (lV,R) of the hanger reinforcement.Where a hanger reinforcement is provided at the headed stud according to Figure 5Annex 7.8 verification against concrete cone failure needs to be performed only for the

limit state of serviceability with G= Q= 1.0 and Mc= 1.3. The edge distance is

c 1.5 hef.

The hanger reinforcement shall be anchored at the side opposite to the load direction inthe concrete.

For eccentric tension loading all headed studs shall be provided with the reinforcementdetermined for the maximum loaded headed stud.


made of steel


Annex 7.7

of the European

Technical Approval

ETA-03/0041


25/55


cb = required concrete coverhn = nominal length of the headed stud (after welding)

lV,R = anchorage length of the hanger reinforcementt = thickness of the steel plate

For the hanger reinforcement only ties or loops may be used, which rest

directly on the headed stud.

Figure 5: Hanger reinforcement under tension load

Hanger reinforcement of a

reinforcing steel B500B

Minimum diameter ofbending roll


made of steel


Annex 7.8


ETA-03/0041


26/55



4.1 Steelfailure

The characteristic resistance VRk,sis given in Table 7 of Annex 6.

4.2 Pry-out failureThe characteristic resistance VRk,cpshall be determined with reference to Annex C section5.2.3.3 of ETAG 001.The k-values are given in Table 7, Annex 6.NRk,c shall be determined according to equation (2) Annex 7.3 for the headed studsstressed by shear loads.


For the verification and determination of the characteristic resistance VRk,c in case ofconcrete edge failure the specifications given in Annex C section 5.2.3.4 of ETAG 001shall apply. In equation (5.7a) of ETAG 001 for dnom= d1and for lf= hefshall be used.

4.4 Characteristic resistance of a hanger reinforcement under shear load

The characteristic resistance VRk,hof the hanger reinforcement to take up the shear loadand the necessary anchorage length lVRof the hanger reinforcement is given in Table 8 ,Annex 6.The verification against concrete edge failure according to section 4.3 can be omitted, if ahanger reinforcement is provided according to Figures 6 and 6a of Annexes 7.10.The hanger reinforcement shall be anchored on the side not exposed to the loading withan anchorage length lV,Rwhich is given in Table 8, Annex 6.For eccentric shear loading the reinforcement determined for the maximum loaded head

stud shall be used for all head studs.For the hanger reinforcement only ties or loops may be used, which rest directly on theheaded studs.


made of steel


Annex 7.9

of the European

Technical Approval

ETA-03/0041


27/55


Figure 6a : : Example of a hanger reinforcement

cb = required concrete cover(cbt)lV,R = anchorage length of the hanger reinforcement


made of steel


Annex 7.10

of the European

Technical Approval

ETA-03/0041

Hanger reinforcement of areinforcing steel B500B

Minimum diameter ofbending roll

headed studs

Figure 6: Hanger reinforcementunder shear load


28/55



The shear resistance of the concrete member shall be verified according to section 7.2 ofAnnex C, ETAG 001 with the following modifications:

- The distance < hef given in section 7.2 c) of the hanger reinforcement from the

outermost anchors of a group shall be 0.5 hef50 mm for headed studs.- The checks required in Table 7.1 for ensuring the shear resistance of the concrete

member are modified for headed studs as follows:

Calculated value of

shear force of the

concrete member under

due consideration of the

headed studs

Spacing between

single headed

studs and groups

of headed studs

[mm]

Nsk

[kN]

Proof of calculated

shear force resulting

from headed studs

loads

VSd0.8 VRd1 a 3 hef 60 not required

a 3 hef und

a 200 skN30 not required

60required:

VSd,a0.4 VRd1 orhanger reinforcement

VSd0.8 VRd1

a 3 hef

> 60not required , buthanger reinforcement

Steel plate with cast-in Nelson headed studsmade of steel

Design of the anchorage of headed studs in concrete

Annex 7.11

of the European

Technical Approval

ETA-03/0041


29/55

Diese europischetechnische Zulassung umfasst

This European Technical Approvalcontains

27 Seiten einschlielich 7 Anhnge27 pages including 7 annexes

European Organisation for Technical Approvals

Europische Organisation fr Technische Zulassungen83230.03 / 8.06.01-0028/03

Deutsches Institutfr Bautechnik

Anstalt des ffentlichen Rechts

10829 Berlin, Kolonnenstrae 30 LTel.: +49(0)30-78730-0

Fax: +49(0)30-78730-320e-Mail: [email protected]

Ermchtigtu n d n o t i f i z i e r t

gem Artikel 10 derRichtlinie des Rates vom

21. Dezember 1988 zur An-gleichung der Rechts- undVerwaltungsvorschriften

der Mitg l iedstaatenber Bauprodukte

(89/106/EWG)

Mitglied der EOTA

European Technical Approval ETA-03/0042

Handelsbezeichnung Trade name

Nelson-Kopfbolzen aus nichtrostendem Stahl

ZulassungsinhaberHolder of approval Nelson Bolzenschwei-TechnikGmbH & Co. KG

Flurstrae 7-1958285 Gevelsberg

Zulassungsgegenstandund Verwendungszweck

Stahlplatte mit einbetonierten Nelson-Kopfbolzen ausnichtrostendem Stahl

Generic type and use

of construction product

Steel plate with cast-in Nelson-headed studs of stainless steel

Geltungsdauer vomValidity from

13. November 2003

bisto

13. November 2008

Herstellwerk 1 Herstellwerk 2HerstellwerkManufacturing plant


30/55


83230.03

I LEGAL BASES AND GENERAL CONDITIONS

1 This European Technical Approval is issued by Deutsches Institut fr Bautechnik inaccordance with:

Council Directive 89/106/EEC of 21 December 1988 on the approximation of laws,regulations and administrative provisions of Member States relating to construction

products1, amended by the Council Directive 93/68/EEC of 22 July 19932;

Gesetz ber das Inverkehrbringen von und den freien Warenverkehr mit Bauprodukten zurUmsetzung der Richtlinie 89/106/EWG des Rates vom 21. Dezember 1988 zur Angleichungder Rechts- und Verwaltungsvorschriften der Mitgliedstaaten ber Bauprodukte undanderer Rechtsakte der Europischen Gemeinschaften (Bauproduktengesetz - BauPG)vom 28. April 19983;

Common Procedural Rules for Requesting, Preparing and the Granting of EuropeanTechnical Approvals set out in the Annex of Commission Decision 94/23/EC4;

2 Deutsches Institut fr Bautechnik is authorized to check whether the provisions of thisEuropean Technical Approval are met. Checking may take place in the manufacturing plant.Nevertheless, the responsibility for the conformity of the products to the European TechnicalApproval and for their fitness for the intended use remains with the holder of the EuropeanTechnical Approval.

3 This European Technical Approval is not to be transferred to manufacturers or agents ofmanufacturers other than those indicated on page 1, or manufacturing plants other than thoseindicated on page 1 of this European Technical Approval.

4 This European Technical Approval may be withdrawn by Deutsches Institut fr Bautechnik, inparticular after information by the Commission on the basis of Article 5 (1) of Council Directive89/106/EEC.

5 Reproduction of this European Technical Approval including transmission by electronic meansshall be in full. However, partial reproduction can be made with the written consent of theDeutsches Institut fr Bautechnik. In this case partial reproduction has to be designated assuch. Texts and drawings of advertising brochures shall not contradict or misuse the EuropeanTechnical Approval.

6 The European Technical Approval is issued by the approval body in its official language. Thisversion corresponds to the version circulated within EOTA. Translations into other languageshave to be designated as such.

1 Official Journal of the European Communities N L 40, 11.02.1989, p. 122 Official Journal of the European Communities N L 220, 30.08.1993, p. 13 Bundesgesetzblatt I, p. 812, zuletzt gendert durch Gesetz ('last amended by law on')vom 15.12.2001,

Bundesgesetzblatt I, p. 37624 Official Journal of the European Communities N L 17, 20.01.1994, p. 34


31/55


83230.03

II SPECIFIC CONDITIONS OF THE EUROPEAN TECHNICALAPPROVAL

1 Definition of product and intended use

1.1 Definition of product

The steel plate with cast-in Nelson-headed studs consists of one or more headed studswhich are welded-on to a steel plate. The product consist of stainless steel. The headedstuds have a diameter of the shaft of 10, 13, 16, 19 and 22 mm. At the one end a head isformed by upsetting. The other end is prepared for drawn arc stud welding with ceramicferrule or shielding gas (method 783 according to EN ISO 4063:2002-02).

The product is surface-flush anchored in the concrete.

For the installed product see figure given in Annex 1.

1.2 Intended use

The steel plate with welded-on headed studs is intended for uses where requirementsconcerning mechanical resistance and stability as well as safety in use in the sense of theEssential Requirements ER1 and ER4 of the Directive 89/106/EEC shall be satisfied andwhere failure of the anchorage may cause risk to human life and health and/or lead toconsiderable economic consequences.Regarding the requirements concerning safety in case of fire (ER 2) it is assumed that theconstruction product meets the requirements of class A1 in relation to reaction to fire inaccordance with the stipulations of the Commission decision 96/603/EC, amended by200/605/EC.If the fire resistance is relevant then the fire resistance of the concrete member in which theconstruction product is anchored is to be tested according to test method provided in order tobe classified according to prEN 13 501-2.

The steel plate with welded-on headed studs is to be used for the anchorage under static orquasi static actions as well as under not predominantly static actions (fatigue actions) inreinforced normal concrete of the minimum strength class C 20/25 according to EN 206-1:2000-07. The construction product may be anchored in cracked and non-cracked concrete.The anchorage is admissible with single studs or groups of studs, which consist of two up tonine headed studs. The construction product can be stressed by a tensile load, shear load ora combination of tensile and shear loads.

The steel plate with the welded-on headed studs is anchored in the concrete surface-flush.Other steel components may be welded-on to the steel plate.

The steel plate from stainless steel (1.4571; 1.4401) with welded-on headed studs fromstainless steel (1.4301; 1.4303) may be used in concrete components subject to dry internal

conditions and in concrete components subject to external atmospheric exposure (includingindustrial and marine environment) or exposure in permanently damp internal conditions, ifno particular aggressive conditions exist. Such particular aggressive conditions are, e.g.permanent, alternating immersion in seawater or the splash zone of seawater, chlorideatmosphere of indoor swimming pools or atmosphere with extreme chemical pollution (e.g. indesulphurization plants or road tunnels where de-icing material is used)..

The provisions made in this European Technical Approval are based on an assumedintended working life of the product of 50 years. The indications given on the working lifecannot be interpreted as a guarantee given by the producer, but are to be regarded only as ameans for choosing the right products in relation to the expected economically reasonableworking life of the works.


32/55


83230.03

2 Characteristics of the product and method of verification

2.1 Characteristics of the product

2.1.1 General

The characteristic material values, dimensions and tolerances of the product not indicated inthe Annexes shall correspond to respective values laid down in the technical documentation5of this European Technical Approval.

The characteristic values for the design calculation of the anchorage are given in Annexes 4to 6.

2.1.2 Headed stud

The headed studs made of stainless steel according to EN ISO 13 918-1998-10 "Studs andceramic ferrules for arc stud welding" shall correspond to the materials, mechanicalproperties and dimensions given in Table 1 and 2, Annex 3.

It is also permissible to use two headed studs welded one on top of the other by arc stud

welding (see Annex 2). A padded ring is to be placed under the head of the first stud. Thepadded ring is to be secured in its position to make a permanent compression of 5 mmpossible. The padded ring can be made, for example, of technical felt or cellular rubber. Theexternal diameter of the padded ring shall exceed the head diameter and the inside diametershall be less than the shaft diameter. The padded ring shall prevent a contact of the lowerhead at the concrete and a transmission of loads by the lower stud head.

2.1.3 Steel plate

The steel plates, on which headed studs of stainless steel (1.4301; 1.4303) according toTable 2, Annex 3 will be welded, shall consist of the materials 1.4571 or 1.4401 according toTable 2 Annex 3.Because of the stress of the steel plate in the direction of the thickness a possibly not

homogeneous structure of the steel plate in this direction shall be taken into account. At thesame time the risk of lamellar tearing as well as lamellar imperfections in the steel plate shallbe paid attention to.For not predominantly static loads ultrasonic tested steel plates shall be used.

2.1.4 Welded joint

The headed studs shall be welded to the steel plate by means of drawn arc stud welding withceramic ferrules or shielding gas in accordance with EN ISO 14555:1998. Welding of theheaded studs via arc stud welding may be performed in the manufacturing plant or on theconstruction site.

For the safeguarding of the quality assurance of the welded connection the provisions ofEN ISO 14 555:1998 "Welding Arc stud welding of metallic materials" and EN 729 "Quality

requirements for welding Fusion welding of metallic materials" shall apply for the executingcompany.

2.1.5 Marking

The headed stud is identified according to the diameter of shaft and the nominal length of theheaded stud, e.g. 16/75.Each headed stud is marked with the identifying mark of the producer and the materialaccording to Annex 3.

5 The technical documentation for this European Technical Approval is deposited at Deutsches Institut fr Bautechnikand, as far as relevant for the tasks of the approved bodies involved in the attestation of conformity procedure, ishanded over to the approved bodies.


33/55


83230.03

2.2 Methods of verification

2.2.1 General

The assessment of the fitness of the product for the intended use with regard to therequirements of mechanical resistance and stability as well as safety in use in the sense ofthe Essential Requirements 1 and 4 was performed based on the ETAG 001 "Guideline for

European Technical Approval of Metal Anchors for Use in Concrete" and the tests carriedout.

2.2.2 Tests carried out

The following tests were carried out for determination the characteristic resistance of theheaded stud under different conditions.

1. Tests for determination of the steel resistance under tension load

2. Concrete cone failure, centric tension tests with single fastening without influence ofspacing and edge distance.

3. Blow-out failure, centric tension tests with single fastening; member edge c1= 60 mm.

2.2.3 Calculated verifications

2.2.3.1 Basic values for the characteristic resistance under tension load

(1) Steel failure

The characteristic resistance NRk,sfor the cross section of the shaft is determined accordingto Annex C, clause 5.2.2.2 of ETAG 001 and proved by the test series 1, clause 2.2.2. Thecharacteristic resistance in case of steel failure is given in Table 4 Annex 5.

(2) Pull-out failure

The characteristic resistance NRk,pin case of failure by pull-out is given in Table 4 Annex 5.

(3) Concrete cone failure

The test values (mean values) resulting from test series 2 of clause 2.2.2 prove thecalculation values with reference to ETAG 001. The characteristic resistance NRk,cin case ofconcrete cone failure is determined according to Annex 7 clause 3.3.

(4) Blow out failure

The test values (mean values) resulting from test series 3 of clause 2.2.2 prove thecalculation values with reference to ETAG 001. The characteristic resistance NRk,cbin case ofblow out failure is determined according to Annex 7 clause 3.4.

(5) Splitting failure due to loading

The required cross section of the minimum reinforcement shall be determined according toAnnex 7 clause 3.5.

(6) Characteristic resistance of hanger reinforcement under tension load

The characteristic resistance NRk,hof a bar of the hanger reinforcement depending on thenominal length of the headed stud (hn) and the anchorage length (lV,R) of the hangerreinforcement is given in Table 5 Annex 5.

2.2.3.2 Basic values for the characteristic resistance under shear load

(1) Steel failure without lever arm

The characteristic resistance VRk,s for the cross section of the shaft was determined with

reference to Annex C of ETAG 001. The -value is 0.6 .

The characteristic resistance in case of steel failure is given in Table 7 Annex 6.

(2) Pry-out failure (concrete pry-out failure at the side opposite to the load direction)

The characteristic resistance VRk,cp shall be determined with reference to Annex C clause

5.2.3.3 of ETAG 001 and according to Annex 7 clause 4.2.


34/55


83230.03

(3) Concrete edge failure

The characteristic resistance VRk,c in case of concrete edge failure under shear load isdetermined with reference to Annex C clause 5.2.3.4 of ETAG 001 and according to Annex 7clause 4.3.

(4) Characteristic resistance of hanger reinforcement under shear load

The characteristic resistance VRk,h of a bar of the hanger reinforcement with thecorresponding anchorage length IV,Ris given in Table 8 Annex 6.

3 Attestation of conformity of the product and CE marking

3.1 System of attestation of conformity

The system of attestation of conformity 2(i) (referred to as System 1) according to CouncilDirective 89/106/EEC Annex III laid down by the European Commission provides:

(a) tasks for the manufacturer

(1) factory production control;

(2) further testing of samples taken at the factory by the manufacturerin accordance with a prescribed test plan;

(b) tasks for the approved body

(3) initial type-testing of the product;

(4) initial inspection of factory and of factory production control;

(5) continuous surveillance, assessment and approval of

factory production control.

3.2 Responsibility

3.2.1 Tasks for the manufacturer; factory production control

The manufacturer has a factory production control system in the plant and exercisespermanent internal control of production. All the elements, requirements and provisionsadopted by the manufacturer are documented in a systematic manner in the form of writtenpolicies and procedures. The factory production control system ensures that the product is inconformity with this European Technical Approval.

The manufacturer shall only use raw materials supplied with the relevant inspection

documents as laid down in the prescribed test plan6. The incoming raw materials shall besubject to controls and tests by the manufacturer before acceptance. The check shall includecontrol of inspection documents (comparison with nominal values) presented by themanufacturer of the raw materials by inspecting the dimensions and determination of thematerial properties.

The material properties (tensile strength) of the raw materials of the headed stud are to bedetermined.

The dimensions on the manufactured components of the product are to be checked.

The required verifications and requirements for drawn arc stud welding according toEN ISO 14555:1998 shall be fulfilled.

The frequency of controls and tests conducted during production is laid down in the

prescribed test plan6taking account of the manufacturing process of the product.

6 The prescribed test plan has been deposited at the Deutsches Institut fr Bautechnik and is handed over only to theapproved bodies involved in the conformity attestation procedure.


35/55


83230.03

The results of the factory production control are recorded and evaluated. The records includeat least the following information:

- designation of the product, the basic materials and the components;

- type of control or testing;

- date of manufacture of the product and date of testing of the product or of the basic

materials and components;- results of control and testing and, if appropriate, comparison with the requirements;

- signature of person responsible for the factory production control.

The records shall be presented to the inspection body involved in the continuoussurveillance. On request they shall be presented to Deutsches Institut fr Bautechnik.

Details of extent, nature and frequency of testing and controls to be performed within the

factory production control shall correspond to the prescribed test plan6, which is part of thetechnical documentation of this European Technical Approval.

3.2.2 Tasks for the approved bodies

3.2.2.1 Initial type-testing of the productFor initial type-testing the results of the tests performed as part of the assessment for theEuropean Technical Approval shall be used unless there are changes in the production lineor plant. In such cases the necessary initial type-testing has to be agreed between theDeutsches Institut fr Bautechnik and the approved bodies involved.

3.2.2.2 Initial inspection of factory and of factory production control

The approved body shall ascertain that, in accordance with the prescribed test plan6, thefactory, in particular the staff and equipment, and the factory production control are suitableto ensure a continuous and orderly manufacturing of the product with the specificationsmentioned in 2.1 as well as in the Annexes to the European Technical Approval.

3.2.2.3 Continuous surveillanceThe approved body shall visit the factory at least once a year for surveillance. It has to beverified that the system of factory production control and the specified manufacturing process

are maintained taking account of the prescribed test plan6.

Continuous surveillance and assessment of factory production control have to be performed

according to the prescribed test plan6.

The results of product certification and continuous surveillance shall be made available ondemand by the certification body or inspection body, respectively, to the Deutsches Institutfr Bautechnik.

In cases where the provisions of the European Technical Approval and the prescribed test

plan6are no longer fulfilled the conformity certificate shall be withdrawn.

3.3 CE marking

The CE marking shall be affixed to each packaging or on the accompanying documents ofthe product. In addition to the initials "CE" the following information shall be given:

- identification number of the certification body;

- name or identifying mark of producer and manufacturing plant;

- the last two digits of the year in which the CE marking was affixed;

- number of the EC certificate of conformity;

- number of the European Technical Approval;

- name of the product.


36/55


83230.03

4 Assumptions under which the fitness of the product for the intended use wasfavourably assessed

4.1 Manufacturing

The product is manufactured in accordance with the provisions of the European TechnicalApproval using the manufacturing process as identified in the inspection of the plant by the

Deutsches Institut fr Bautechnik and the approved body and laid down in the technicaldocumentation.

4.2 Installation

4.2.1 Design of anchorages

The fitness of the product for the intended use is given under the following condition:

The design of the anchorage is based on the design method in Annex 7 under theresponsibility of an engineer experienced in anchorages and concrete building.

Verifiable calculation notes and drawings are prepared taking account of the loads to beanchored. The transfer of the loads to be anchored in the concrete member is verified.

Single studs or groups of studs consisting of two to nine headed studs according to Annex 4are used. Headed studs of the same diameter and length are used only in a group of headedstuds.

The position of the product is indicated on the design drawings (e.g. position of the headedstuds towards the reinforcement or the supports).

Because of the stress of the steel plate in the direction of the thickness a possibly nothomogeneous structure of the steel plate in this direction shall be taken into account. At thesame time the risk of lamellar tearing as well as lamellar imperfections in the steel plate shallbe paid attention to.For not predominantly static loads ultrasonic tested steel plates shall be used.On the anchorage of not predominantly static action the following characteristic range ofsteel stresses may not be exceeded:

- tensile load = 100 N/mm

- shear loading = 35 N/mm

- hanger reinforcement = 60 N/mm

The partial safety factor for fatigue strength may be taken with Mf= 1.35 .

4.2.2 Installation

The fitness of the anchorage for the intended use can be assumed only, if the followinginstallation conditions are kept:- Installation carried out by appropriately qualified personnel and under the supervision

of the person responsible for technical matters on site.

- Use of the product only as supplied by the manufacturer without exchanging thecomponents.- Installation in accordance with the manufacturer's specifications and the design

drawings with exact position, dimensions of the steel plate and size and length of theheaded studs.

- The anchorage shall be fixed to the formwork or auxiliary constructions in a way that nomovement of the product will occur during placing of reinforcement or during placingand compacting of the concrete.

- The concrete under the head of the headed stud shall be properly compacted (no

cavities). For large fixtures (steel plate >400 mm x 400 mm) vent openings shall beprovided. These shall be specified in the installation instructions.

- Observation of the prescribed values of installations.


37/55


83230.03

Welding-on of the intended and designed steel components to the cast-in constructionproduct may only be performed by companies meeting the corresponding qualityrequirements for welding according to EN 729 "Quality requirements for welding Fusionwelding of metallic materials".

4.2.3 Responsibility of the manufacturer

It is in the responsibility of the manufacturer to ensure that the information on the specificconditions according to 1 and 2 including Annexes referred to and 4.2.1 and 4.2.2 is given tothose who are concerned. This information may be made by reproduction of the respectiveparts of the European Technical Approval. In addition all installation data shall be shownclearly on the package and/or on an enclosed instruction sheet, preferably usingillustration(s).The minimum data required are:

- Dimensions of the steel plate,

- diameter of the headed studs,

- length of the headed studs,

- number of the headed studs,

- material of the steel plate,

- material of the headed studs and

- details on the installation of procedure, preferably by using illustrations.

All data shall be presented in a clear and explicit form.

Prof. Dr.-Ing. Bossenmayer Beglaubigt:

Reimold


38/55



made of stainless steel

Product and intended use

Annex 1

of the European

Technical Approval

ETA-03/0042

steel plate

concrete member

headed stud

hef = effective anchorage depth

h = thickness of concrete member


39/55


d1 = diameter of shaft

d2 = diameter of head

hef = effective anchorage depthhn = nominal length of the headed stud (after welding)

k = thickness of the head

t = thickness of the steel plate

= 90



Details of the construction product

Annex 2


ETA-03/0042

1 headed stud

2 steel plate

1 headed studs

padded ring

2 steel plate

hef= hn k(if the theoretic conemeets the steel plate atangle of ~ 30)

hef= hn k +t

hef= hn1+ hn2- k2+ t


40/55


Table 1: Dimensions

Nominal lengthHeaded stud

type

Shaft

d1-0,4mm

Head

d2mm

min hnmm

max hnmm

thickness of

the headkmm

10 10 19 50 200 7.1

13 13 25 50 400 8

16 16 32 50 525 8

19 19 32 75 525 10

22 22 35 75 525 10

Table 2: Materials

Part Denomination Material Mechanical properties

1 Headed stud

according toEN ISO 13 918:1998,Typ:SD

Stainless steel

1.4301; 1.4303

according toEN 10 088:1995

fuk540-780 N/mm,

fyk350 N/mm

2 Steel plate Stainless steel

1.4571; 1.4401

according toEN 10 088:1995

fuk= 530-680 N/mm,

fyk= 220 N/mm

according toEN 10 088-2:1995



Dimensions,materials

Annex 3


ETA-03/0042

Marking

form A form BMarking:Manufacturer = Nelsonstainless steel = 1.4301/1.4303or A2


41/55


Table 3: Installation

Nominal size (mm) 10 13 16 19 22

anchorage depth min hef

[mm]

50 50 50 75 75

minimum spacing smin

[mm] 50 70 80 100 100

minimum edge distance cmin

[mm] 50 50 50 70 70

characteristic spacing scr[mm] 3 h

ef

characteristic edge distance ccr[mm] 1.5 h

ef

minimum thickness ofconcrete member

hmin

[mm] hef+ k + cb

1)

1) cb= required concrete cover according to national regulations



Installation,arrangement of the headed studs

Annex 4

of the European

Technical Approval

ETA-03/0042

Arrangement of the headed studs

headed studsteel plate


42/55


Table 4: Characteristic values of resistance to tension loads of designaccording to Annex 7

Headed stud nominal size 10 13 16 19 22

Steel failure

Characteristic resistance NRk,s [kN] 39 67 103 146 197

Partial safety factorMs

x) 1.85Pull-out failure

Characteristic resistance NRk,p [kN] 30 50 90 75 85

Increasing factors for thecharacteristic resistance

C30/37C40/50C50/60

1.221.411.55

Partial safety factor Mpx) 1.8

Concrete cone failure

Effective anchorage depth hef [mm] hn k + t

Characteristic spacing scr,N [mm] 3hef

Characteristic edge distance ccr,N [mm] 1.5hef

Partial safety factor Mcx)

1.8Blow-out failure

Partial safety factor Mcbx) 1.8

Table 5: Characteristic resistance of a hanger reinforcement bar and anchorage

length of the hanger reinforcement

Hanger reinforcement concrete reinforcing steel B 500B 12 14 16

hn1)

150 mm 27 36 45

hn1)

200 mm 31 40 50

hn1)300 mm 35 44 55

Characteristic resistance of a

hanger reinforcement barN

Rk,h

[kN]

hn1)

350 mm 37 47 59

Anchorage length of the hangerreinforcement IVR[mm] 660 770 880

Partial safety factor

Mhx) 1.8

1) hn= Nominal length of the headed stud


recommended.

Table 6: Displacement under tensile load


Displacements1)

to 0.7 mm underfollowing loads in [kN] 14 20 25 30 351)

The indicated displacements are valid for short term loading, the displacements can be

increased under long term loading to 1.8 mm.



Characteristic values of resistance under tension loads,displacements

Annex 5

of the European

Technical Approval

ETA-03/0042


43/55


Table 7: Characteristic values of resistance to shear loads of design according

to Annex 7


Steel failure

Characteristic resistance VRk,s [kN] 23 40 62 88 118

Partial safety factor Msx) 1.54

Concrete pry-out failure

Factor in equation (5.6) Annex Csection 5.2.3.3 ofETAG 001,NRk,c according to Annex 7, section 3.3

k 2.0

Partial safety factor Mcpx) 1.8

Concrete edge failure

Effective length of the headed stud lf= hef[mm] hn k + tEffective outside diameter dnom= d1

[mm]10 13 16 19 22

Partial safety factor Mcx) 1.8

Table 8: Characteristic tension resistance of a hanger reinforcement bar and

anchorage length of the hanger reinforcement

Hanger reinforcement concrete reinforcing steel B 500B 8 10 12 14 16

Characteristic resistance of a hanger reinforcement barV

Rk,h[kN] 12 19 28 38 50

Anchorage length of the hanger reinforcementlVR

[mm]440 550 660 770 880

Partial safety factorMhx) 1.15


recommended.

Table 9: Displacements under shear load


Displacements1)

to 1.5 mm underfollowing loads in [kN] 15 20 30 45 601) The indicated displacements are valid for short term loading, the displacements can be

increased under long term loading to 2.0 mm .



Characteristic values of resistance to shear loads,displacements

Annex 6

of the European

Technical Approval

ETA-03/0042


44/55



Table of contents

1 General

2 Required verifications


3.1 Steel failure3.2 Pull-out failure

3.3 Concrete cone failure





4.1 Steel failure

4.2 Concrete pry-out failure


4.4 Characteristic resistance of a hanger reinforcementunder shear load





Annex 7

of the European

Technical Approval

ETA-03/0042


45/55


Design

1 General

The design method is used for the design of the anchorage of headed studs inconcrete. It is based on the assumption that sufficient experiences are available fromtests with headed bolts and metal anchors, since the design method for metal anchors

(Annex C of ETAG 001) has also been derived from these tests.

The proposed design for headed studs shall be considered as transitional solution untilthe design method being prepared in CEN/TC250/SC2/WG2 will be available.The design of the headed stud is based on Annex C of ETAG 001.Anchorage is admissible only by using single headed studs or several headed studs(groups), see Annex 4.Other arrangements e.g. in a triangular or circular pattern arealso allowed; however, the provisions of this design method should be applied withengineering judgement.The anchorage may be designed as a group only, if the acting loads are transmittedvia the sufficiently stiff steel plate into the individual headed studs of the group.It is only allowed to use the same diameter and length in a group.The action-effects of the headed studs on the concrete surface shall be calculatedfrom the forces and moments acting at the steel plate according to the theory ofelasticity with the following assumptions:

The steel plate remains plane under the action-effects.

The stiffness of all headed studs is identical. It corresponds to the stiffness of thesteel cross-section.

The module of elasticity of the concrete shall be taken with Ec= 30.000 N/mm2.

For anchorages at the member edge subjected to shear loading only the headed studsnear the edge may be used for bearing the load.The concrete member shall be of normal weight concrete of at least strength classC20/25].

Terminology and symbols for actions, resistances and indices shall be appliedaccording to clause 2 of Annex C of ETAG 001.




Annex 7.1

of the European

Technical Approval

ETA-03/0042


46/55


2 Required verificationsThe design of the headed studs shall be based on the safety concept with partialsafety factors according to Annex C, ETAG 001.The required verifications of the resistances are shown in Table 2.1 and 2.2.

Table 2.1: Required verifications for resistance to tension loading


Steel failure (head stud) NSdNRk,s/ Ms NSdhNRk,s/ Ms

Pull-out failure NSdNRk,p/ Mc NSdhNRk,p/ Mc

Concrete cone failure without hangerreinforcement

NSdNRk,c/ Mc NSdgNRk,c/ Mc

Blow-out failure NSdNRk,cb/ Mc NSdgNRk,cb/ Mc

Hangerreinforcement

NSdNRk,h/ Mh NSdhNRk,h/ MhConcrete cone failure

with hanger

reinforcement Concrete cone NSkNRk,c/ 1.3 NSkgNRk,c/ 1.3

Splitting failure Minimum reinforcement acc. to 3.5

Table 2.2: Required verifications for resistance to shear loading


Steel failure (head stud)VSdVRk,s/ Ms VSd

hVRk,s/ Ms

Concrete pry-out failureVSdVRk,cp/ Mc VSd

gVRk,cp/ Mc

Concrete edge failure 1)VSdVRk,c/ Mc VSd

gVRk,c/ Mc

Resistance of hanger reinforcement withanchorages near the edge

VSdVRk,h/ Mh VSdhVRk,h/ Mh

1) This verification is not required, if there is a hanger reinforcement (see section 4.4).

In the case of a combined tension and shear loading the following Equation shall beobserved:

(NSd/NRd)+ (VSd/VRd)

< 1 (1)

The ratios NSd/NRd and VSd/VRd shall each be given the maximum value from theindividual failure modes.For the anchorages without hanger reinforcement or for anchorages with hanger

reinforcement for tension load and shear load the -value in Equation (1) shall betaken with 1.5. Where either a hanger reinforcement for tension load (section 3.6) or ahanger reinforcement for shear loading at the edge (section 4.4) is taken into account

for the design, the -value shall be taken with 2/3.




Annex 7.2

of the European

Technical Approval

ETA-03/0042


47/55



3.1 Steel failureThe characteristic resistance NRk,s of a headed stud shall be determined according toAnnex C section 5.2.2.2 of ETAG 001 and is given in Table 4 of Annex 5.

3.2 Pull-out failureThe characteristic resistance NRk,pof a headed stud is given in Table 4 of Annex 5.

3.3 Concrete cone failureWith reference to Annex C of ETAG 001 the characteristic resistance to tension loadof a headed stud or a group of headed

europian nelson approval

Documents