ETA HB-SZ 03-13 - HALFEN · 2013. 7. 24. · ETA_HB-SZ 03/13-E. Deutsches Institut für Bautechnik...

HALFEN ANCHOR BOLT SYSTEMS

CONCRETE

ETA_HB-SZ 03/13-E

Deutsches Institut für Bautechnik

Zulassungsstelle tür Bauprodukte und Bauarten

Bautechnisches Prüfamt

* Eine vom Bund und den Ländern * * gemeinsam getragene Anstalt des öffentlichen Rechts

Kolonnenstraße 30 B D~10829 Berlin Tel.: +493078730·0 Fax: +493078730~320 E~Mail: [email protected] www.dibt.de

Authorised * and notlfled accorcling * toArticle 10 of the Council

Dlrective of 21 December 1988 * on Ihe approximation of laws, * regulations and admlnlslratlve provisions of Member S1ates * relating 10 construclion *

producls (89/106/EEC)

* * *

Deutsches Institut

für Bautechnik

Mitglied der EOTA

Member of EOTA

European TechnicalAppro"al ETA·09/0416

English translation prepared by DIBt - Original version in German language

Handelsbezeichnung Trade name

Zulassungsinhaber Holder of approval

HALFEN Schwerlastanker HB-SZ

HALFEN Highload Anchor HB-SZ

HALFEN GmbH Liebigstraße 14 40764 Langenfeld DEUTSCHLAND

Zulassungsgegenstand und Verwendungszweck

Kraftkontrolliert spreizender Dübel zur Verankerung im Beton unter statischer und quasi-statischer Einwirkung, Erdbeben Leistungskategorie C1 oder Brandbeanspruchung

Generic type and use of cOlJstruction product

Geltungsdauer: Validity:

verlängert extended

Herstellwerk Manufacturingplilnl

vom from bis to vom from bis to

Diese Zulassung umfasst This Approval contains

Z37462.13

Torque controlled expansion anchor for use in conerete under statie or quasi-statie action, seismie action performance eategory CI and fire exposure

26 February 201 0

25 March 2013

26 March 2013

26 March 2018

Halfen Herstellwerk HB1

31 Seiten einschließlich 24 Anhänge 31 pages including 24 annexes

Europäische Organisation fOr Technische Zulassungen

European Organisation for Technical Approvals

8.06.01~505/12

Deutsches Institut

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Extension 01 validity 01 the European technical approval ETA-09/0416 English translation prepared by DIBt

Page 2 01 31 I 26 March 2013

LEGAL BASES AND GENERAL CONDITIONS

1 This European technical approval is issued by Deutsches Institut für Bautechnik in aceordanee

2

3

4

5

6

2 , 4 , 6

Z37462.13

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 products' , modified by Council Directive 93/68/EEC

2 and Regulation (EC) N' 1882/2003 of the European Parliament and of the Council';

Gesetz über das In-Verkehr-Bringen von und den freien Warenverkehr mit Bauprodukten zur Umsetzung der Richtlinie 891106IEWG des Rates vom 21. Dezember 1988 zur Angleichung der Rechts- und Verwaltungsvorschriften der Mitgliedstaaten über Bauprodukte und anderer Rechtsakte der Europäischen Gemeinschaften (Bauproduktengesetz - BauPGj vom 28. April 199B', as amended by Article 2 ofthe law of 8 November 2011';

Common Proeedural Rules for Requesting, Preparing and the Granting of European teehnieal approvals set out in the Annex to Commission Deeision 94/23/EC';

Guideline for European teehnieal approval of "Metal anchors for use in concrete - Part 2: Torque controlled expansion anchors ", ETAG 001-02.

Deutsches Institut für Bautechnik is authorized to check whether the provisions of this European technical approval are met. Checking may take place in the manufacturing plant. Nevertheless, the responsibility for the conformity of the products to the European technical approval and for their fitness for the intended use remains with the holder of the European technical approval.

This European technical approval is not to be transferred to manufacturers or agents cf manufacturers other than those indicated on page 1, or manufacturing plants other than those indicated on page 1 of this European technical approval.

This European technical approval may be withdrawn by Deutsches Institut für Bautechnik, in particular pursuant to information by the Commission according to Article 5(1) of Council Directive 89/106/EEC.

Reproduction of this European technical approval including transmission by electronic means shall be in full. However, partial reproduction can be made with the wrilten consent of Deutsches Institut für Bautechnik. In this case partial reproduction has to be designated as such. Texts and drawings of advertising brochures shall not contradict er misuse the European technical approval.

The European technical approval is issued by the approval body in its official language. This version corresponds fully to the version circulated within EOTA. Translations into other languages have to be designated as such.

Official Journal of the European Communities L 40, 11 February 1989, p. 12

Official Journal of the European Communities L 220, 30 August 1993, p. 1 Offiei.1 Journal ofthe European Union L 284,31 Oetober 2003, p. 25 Bundesgesetzblatt Teil I 199B, p. 812 Bundesgesetzblatt Teil I 2011, p. 2178 Official Journal of the European Communities L 17, 20 January 1994, p. 34

Deutsches Institut

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11 SPECIFIC CONDITIONS OF THE EUROPEAN TECHNICAL APPROVAL

1 Definition of the product and intended use

1.1 Definition ofthe construction product

The HALFEN Highload Anchor HB-SZ (type HB-SZ-B, HB-SZ-S and HB-SZ-SK) is an anchor made of galvanised steel (M6, M8, M10, M12, M16 and M20) or stainless steel (M8, M10, M12 and M16), wh ich is plaeed into a drilled hole and anchored by torque-controlled expansion.

An illustration of the product and intended use is given in Annex 1.

1.2 Intended use

Z37462.13

The anchor is intended to be used for anehorages for which requirements for mechanieal resistance and stability and safety in use in the sense of the Essential Requirements 1 and 4 of Council Directive 89/106 EEC shall be fulfilled and failure of anchorages made with these products would cause risk to human life and/or lead to eonsiderable economic consequences.

The anchor may be used for anchorages with requirements related to resistanee to fire. The an chor is to be used for anehorages subject to static, quasi-statie or seismic action (anchor performance category C1 only for anchor sizes specified for in Annex 1) or for anchorages with requirements related to resistance to fire. It may be used in reinforced or unreinforeed normal weight concrete of strength classes C20/25 at minimum and C50/60 at most according to EN 206:2000-12. It may be anchored in cracked and non-cracked concrete.

HALFEN Highload Anehor HB-SZ made of zinc-plated steel:

The anchor made of zinc-plated steel may only be used in structures subjeet to dry internal conditions. HALFEN Highload Anchor HB-SZ A4 made of stainless steel:

The anchor made of stainless steel may be used in structures subjeet to dry internal conditions and also in structures subject to external atmospheric exposure (including industrial and marine environment), or exposure in permanently damp internal conditions, if no particular aggressive conditions exis!. Such partieular aggressive conditions are e.g. permanent, alternating immersion in seawater or the splash zone of seawater, chloride atmosphere of indoor swimming pools or atmosphere with extreme chemical pollution (e.g. in desulphurization plants or road tunnels where de-icing materials are used). The provisions made in this European technical approval are based on an assumed working life of the anchor of 50 years. The indications given on the working life cannot be interpreted as a guarantee given by the producer, but are to be regarded only as a means for choosing the right products in relation to the expected economically reasonable working life of the works.

8.06.01-505/12

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2 Characteristics of the product and methods of verification

2.1 Characteristics ofthe product

The anchor corresponds to the drawings and provisions given in Annex 2. The characteristic material values, dimensions and tolerances of the anchor not given in Annex 2 shall correspond to the respective values laid down in the technical documentation' 01 this European technical approval.

Regarding the requirements concerning safety in case of fire it is assumed that the anchor meets the requirements of class A 1 in relation to reaction to fire in accordance with the stipulations of the Commission decision 96/603/EC, amended by 2000/605/EC.

The characteristic values of anchorages are given in the Annexes.

Each anchor is marked according to Annex 2. In addition, each washer of anchor size 24/M16L has a marking of the letter "L".

The anchor shall only be packaged and supplied as a complete uni!.

2.2 Methods of verification

The assessment of fitness 01 the anchor for the intended use in relation to the requirements for mechanical resistance and stability and safety in use in the sense of the Essential Requirements 1 and 4 has been made in accordance with the "Guideline for European technical approval of Metal Anchors for Use in Concrete", Part 1 "Anchors in general" and Part 2 "Torque-controlled expansion anchors", on the basis of Option 1 and ETAG 001 Annex E "Assessment of Metal Anchors under Seismic Action".

The assessment of the an chor for the intended use in relation to the requirements for resistance to fire has been made in accordance with the Technical Report TR 020 "Evaluation of anchorages in concrete concerning resistance to fire".

In addition to the specific clauses relating to dangerous substances contained in this European technical approval, there may be other requirements applicable to the products falling within its scope (e. g. transposed European legislation and nationallaws, regulations and administrative provisions). In order to meet the provisions of the Construction Products Directive, these requirements need also to be complied with, when and where they apply.

3 Evaluation and attestation of conformity and CE marking

3.1 System of attestation of conformity

,

,

Z37462.13

According to the decision 96/582/EG of the European Commission' the system 2(i) (referred to as system 1) of attestation of conformity applies.

This system of attestation of conformity is defined as folIows:

System 1: Certification of the conformity of the product by an approved certification body on the basis of:

(a) Tasks for the manufacturer:

factory production control; (1 ) (2) further testing of sam pies taken at the factory by the manufacturer in accordance

with a prescribed test plan; (b) Tasks lor the approved body:

(3) initial type-testing 01 the product;

The technical documentation of this European Technical Approval is deposited at the Deutsches Institut für Bautechnik and, as far as relevant for the tasks of the approved bodies involved in the attestation of conformity procedure, is handed over to the approved bodies. Official Journal of the European Communities L 254 of 08.1 0.1996.

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3.2

3.2.1

3.2.1.1

(4) initial inspection 01 lactory and 01 lactory production control; (5) continuous surveiliance, assessment and approval of lactory production control.

Responsibilities

Tasks of the manufacturer

Factory production control

The manulacturer shall exercise permanent internal control 01 production. All the elements, requirements and provisions adopted by the manulacturer shali be documented in a systematic manner in the lorm 01 written pOlicies and procedures, including records 01 results performed. This production control system shali insure thai the product is in conlormity with this European technical approval.

The manulacturer may only use initial! raw! constituent materials stated in the technical documentation 01 this European technical approval.

The lactory production control shali be in accordance with the control plan wh ich is part 01 the technical documentation 01 this European technical approval. The control plan is laid down in the context 01 the lactory production control system operated by the manulacturer and deposited at Deutsches Institut lür Bautechnik'.

The results 01 lactory production control shali be recorded and evaluated in accordance with the provisions 01 the control plan.

3.2.1.2 Other tasks 01 manulacturer

The manulaclurer shali, on the basis 01 a contract, involve a body wh ich is approved lor the tasks relerred to in section 3.1 in the lield of anchors in order to undertake the actions laid down in section 3.2.2. For this purpose, the control plan referred to in sections 3.2.1.1 and 3.2.2 shali be handed over by the manulacturer to the approved body involved.

The manulacturer shali make a deciaration 01 conlormity, stating that the construction product is in conlormity with the provisions 01 this European technical approval.

3.2.2 Tasks of approved bodies

,

Z37462.13

The approved body shali perform the

initial type-testing 01 the product,

- initial inspection 01 lactory and 01 lactory production control,

- continuous surveiliance, assessment and approval 01 lactory production control,

in accordance with the provisions laid down in the control plan.

The approved body shali retain the essential points 01 its actions referred to above and state the results obtained and conclusions drawn in a written report.

The approved certilication body involved by the manulacturer shali issue an EC certilicate 01 conlormity 01 the product stating the conlormity with the provisions 01 this European technical approval.

In cases where the provisions 01 the European technical approval and its control plan are no longer lullilied the certilication body shali withdraw the certilicate 01 conlormity and inlorm Deutsches Institut lür Bautechnik without delay.

The contral plan is a confidential part of the documentation of the European technical approval, but not published together with the ETA and only handed over to the approved body involved in the procedure of attestation of conformity. See section 3.2.2.

8.06.01-505/12

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3.3 CE marking

The CE marking shall be affixed on each packaging of the anchor. The letters "CE" shall be followed by the identification number of the approved certification body, where relevant, and be accompanied by the following additional information:

the name and address of the holder of the approval (legal entity responsible for the manufacturer),

the last !wo digits of the year in which the CE marking was affixed,

the number of the EC certifieate of conformity for the product,

the number of the European teehnical approval, the number of the guideline for European technical approval,

use category (ETAG 001-1 Option 1, seismic performance category C1 where applicable),

size.

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

4.1 Manufacturing

The European technical approval is issued for the product on the basis of agreed data/information, deposited with Deutsches Institut für Bautechnik, wh ich identifies the product that has been assessed and judged. Changes to the product or production process, which could result in this deposited data/information being incorrect, should be notified to Deutsches Institut für Bautechnik before the changes are introduced. Deutsches Institut für Bautechnik will decide whether or not such changes affect the approval and consequently the validity of the CE marking on the basis of the approval and if so whether further assessment or alterations to the approval shall be necessary.

4.2 Design of anchorages

Z37462.13

The fitness of the anchor for the intended use is given under the following conditions:

The anchorages are designed either in accordance with

- ETAG 001 "Guideline for European technical approval of Metal Anchors for use in concrete", Annex C, method A

or in accordance with - CENITS 1992-4:2009, design method A and Technical Report TR 045 "Design of metal Anchors under Seismic Action" under the responsibility of an engineer experieneed in anchorages and concrete work.

Verifiable calculation notes and drawings are taking account of the loads to be anchored. The position of the anchor is indicated on the design drawings (e.g. position of the anehor relative to reinforeement or to supports). The design of anehorages under fire exposure has to eonsider the eonditions given in the Teehnieal Report TR 020 "Evaluation of anehorages in eonerete eoneerning resistanee to fire". The design method covers anehors with a fire attaek from one side only. If the fire attaek is from more than one side, the design method may be taken only, if the edge distanee of the anehor is e;, 300 mm. Anehorages shall be positioned outside of plastie hinges of the eonerete structure. Fastenings in stand-off installation or with a grout layer under seismic action are not covered.

8.06.01-505/12

Deutsches Institut

für Bautechnik DIBt

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4.3 Installation 01 anchors

The litness for use 01 the anchor can only be assumed if the anchor is installed as folIows:

Anchor installation carried out by appropriately qualified personnel and under the supervision 01 the person responsible for technical malters 01 the site,

Use 01 the anchor only as supplied by the manulacturer without exchanging the components of an anchor,

Anchor installation in accordance with the manulacturer's speciflcations and drawings and using the appropriate tools,

Checks before placing the anchor to ensure that the strength class of the concrete in which the anchor is to be placed is in the range given and is not lower than that 01 the concrete to which the characteristic loads apply,

Check 01 concrete being weil compacted, e. g. without significant voids,

Edge distances and spacing not less than the specilied values without minus tolerances,

Positioning 01 the drill holes without damaging the reinlorcement,

In case of aborted hole: new drilling at a minimum distance away 01 twice the depth 01 the aborted hole or smaller distance if the aborted drill hole is Iilled with high strength mortar and if under shear or oblique tension load it is not in the direction of load application,

Cleaning 01 the hole 01 drilling dust,

Anchor installation such that the effective anchorage depth is complied with. This compliance is ensured when the embedment mark of the anchor does no more exceed the concrete surface,

Application 01 the installation torque given in the Annexes using a calibrated torque wrench.

5 Responsibility of the manufacturer

The manufacturer is responsible to ensure that the information on the specilic conditions according to 1 and 2 including Annexes relerred to as weil as sections 4.2 and 4.3 is given to those who are concerned. This information may be made by reproduction 01 the respective parts of the European technical approvaL In addition all installation data shall be shown clearly on the package and/or on an enclosed instruction sheet, prelerably using illustration(s).

The minimum data required are:

Diameter 01 drill bit,

Thread diameter,

Maximum thickness of the fixture,

Minimum effective anchorage depth,

Minimum hole depth,

Required installation torque,

Information on the installation procedure, including cleaning 01 the hole, preferably by means 01 an illustration,

Relerence to any special installation equipment needed,

Identification of the manufacturing batch.

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

Georg Feistel beglaubigt:

Head 01 Department Baderschneider

Z37462.13 8.06.01-505/12

of European technical approval ETA-09/0416 of 26 March 2013

English translation prepared by DIBt

Anchor type HB-SZ-B with threaded bolt

Deutsches Institut

für Bautechnik mBt

[}ö - m-----I--~ W HB-SZ-B (M6-M20) HB-SZ-B (M8-M16)A4 Anchor type HB-SZ·S with hexagon head screw

HB-SZ-S (M6-M20) HB-SZ-S (M8-M16) A4

Anchor type HB-SZ-SK with countersunk washer and countersunk screw

E±EE---- I-·~

~I

h

HB-SZ-SK (M6-M12) HB-SZ-SK (M8-M12) A4

HALFEN Highload Anchor HB-SZ, steel zinc plated 10/M6 121MB I 15/M10 I 18/M12 I 24/M16 24/M16Y 2B/M20 Statie or quasi-statie action

Seismie action I C1 Resistanee to lire R30 .. _ R 120

HALFEN Highload Anchor HB-SZ, stainless steel A4 12/M8 I 15/M10 118/M12124/M16 Statie or quasi-statie action

Seismie action C1 Resistanee to fire R30 ... R120


Annex 1 Product and intended use

Z37469.13 8.06.01-505/12



HB-SZ-B

6 5 4

,w.

3

t " -----11"\ HB-SZ-S

EfBl-----HB-SZ-SK

lU ~ - --~---

.In.

9

2 7 1

I------ -- t-I--'--

E--~ ri \S, 8 -". J: _

10

Table 1: Designation of anchor parts and materials

Deutsches Institut

für Bautechnik

Marking: expansion sleeve: - Identilying mark 01

manulaeturing plant - addttional marking of

stainless steel A4 - Trade name (alternatively

on d istanee sleeve) - size ofthread (allernatively

on d istanee sleeve)

Distance sleeve: - Diameter - max. thiekness 01 fixture - additional marking for

countersunk version

additional marking on the washer of anchor size HB-SZ 241M16L

A4

SZ

Ml0

15 25

SK

L

Part Designation Materials galvanised ;,; 5 jJJl1, ace.

Stainless steel A4 to EN ISO 4042

1 Threaded bol! Steel, Strength elass 8.8, Stainless steel, 1.4401, 1.4404 or EN ISO 898-1 1.4571, EN 10088

2 Washer Steel, EN 10139 Stainless steel, 1.4401, 1.4404 or 1.4571, EN 10088

3 Distance sleeve Preeision steel tubes Stainless steel, 1.4401, 1.4404 or DIN 239412393 1.4571, EN 10088

4 Ring Polyethylene Polyethylene

5 Expansion sleeve Steel, EN 10139 Stainless steel, 1.4401, 1.4404 or 1.4571, EN 10088

6 Threaded eone Steel, Strength elass 8, Stainless steel, 1.4401, 1.4404 or EN ISO 898-2 1.4571, EN 10088

Steel, Strength elass 8, ISO 3506, strength elass 70,

7 Hexagon nut EN ISO 898-2 stainless steell.4401 or 1.4571, EN 10088

8 Hexagon head serew Steel, Strength el ass 8.8, Stainless steel, 1.4401, 1.4404 or EN ISO 898-1 1.4571, EN 10088

9 Countersunk serew Steel, Strength elass 8.8, Stainless steel, 1.4401, 1.4404 or EN ISO 898-1 1.4571, EN 10088

10 Countersunk washer Steel, EN 10083-2 Stainless steel, 1.4401, 1.4404 or 1.4571, EN 10088


Designation of an chor parts and Materials Annex 2

Z37469.13 8.06.01~505/12



Installation instructions

1

2

3

4

.... +1

Deutsches Institut


Drill hole perpendicular to concrete surface .

Blow out dust

Drive in anchor,

Apply tightening torque T;n51 by using torque wrench,

Technical data for stainless steel A4 version starting from Annex 14


Installation instructions Annex 3

Z37469.13 8.06.01-505/12

of European technical approval ETA·0910416 of 26 March 2013


Table 2: Installation parameters, steel zinc plated

Anchor size 10/MG 12/M8

Size oflhread [-] M6 M8

Effeetive anehorage depth ho' [mm] 50 60

Nominal diameter of drill bit do = [mm] 10 12 Cutting diameter of drill bit deut ::.; [mm] 10,45 12,5

Depth of drill hole h, 2: [mm] 65 80 Diameter of elearanee hole in

d,o; [mm] 12 14 the fixture

Minimum thiekness of member hmin [mm] 100 120 Minimum spacing 1) Smin [mm] 50 60

fore> [mm] 80 100

Minimum edge distanee 1) emin [mm] 50 60

for s ;, [mm] 100 120

Thiekness of fixture tfix min [mm] 0 0 HB-SZ-B and HB-SZ-S tfixmax [mm] 200 200

Thiekness of fixture tfix min 2) [mm] 8 10 HB-SZ-SK tfixmax [mm] 200 200 Thiekness of eountersunk

t'k [mm] 4 5 was her HB-SZ-SK

Required setting torque T insl :::: [Nm] 15/10') 30/25')

Deutsches Institut

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15/M10 181M12

Ml0 M12

71 80

15 18

15,5 18,5

95 105

17 20

140 160

70 80

120 160

70 80

175 200

0 0

200 250

14 18

200 250

6 7

SO/55') 80170')

IDIBt

24/M1G 24/M1GL 28/M20

M16 M16 M20

100 115 125

24 24 28

24,55 24,55 28,55

130 145 160

26 26 31

200 230 250

100 100 125

180 180 300

100 100 180

220 220 540

0 0 0

300 300 300

- - -- - -- - -

160 160 280

1) Intermediate values by linear interpolation 2) Depending on the existing shear load, the thickness of the fixture may be reduced to the thickness of the countersunk. washer

h It must be verlfied that the present shear load can be transtered completely into the distance sleeve (bearing of hole). ') Values tor anchor type HB·SZ-SK

h

HALFEN Highload Anchor HB-5Z

Installation parameters, steel zinc plated Annex 4

Z37469.13 8.06.01~505/12

of European lechnical approval ETA-09/0416 of 26 March 2013

Engfish translation prepared by DIBt

Deutsches Institut

für Bautechnik UIBt

Table 3: Characteristic values for tension load under static or quasi static action, ETAG 001, Annex C, design method A, steel zinc plated

Anehorsize 10/MG 12/M8 15/Ml0 18/M12 24/M1G 24/M1GL 28/M20 Sleel failure Charaeteristie resistanee NRks fkN 16 I 29 I 46 I 67 I 126 I 126 I 196 Partial satety tactor YM, [-] 1,5 Pullout failure Charaeteristie resistanee in

NR"p [kN] 5 12 16 25 36 44 50 eraeked conerete C20/25 Charaeteristic resistanee in

NRk,P [kN] 18 20 30 35 50 78 72 non-eraeked eonerete C20/25

Splitting failure (The higher resistanee ofCase 1 and Case 2 may be applied.) Case 1 Charaeteristie resistanee in ° [kN] 12') 16' ) 25' ) 30' ) 40') 70 50' ) eonerete C20/25 N Rk.,sp Respeetive spaeinQ Scrs fmml 3 h'f Respeetive edQe distanee Cers fmm] 1,5 h'f Case 2 SJlaeinQ scr,sp [mm] 5 h'f 3 hOl 5 hOl Edge distanee cCr,sP mm] 2,5 h'f 1,5 hof 2,5 hOl Increasing faetors for C30/37 H 1,22 NRk,p and N° Rk,sp ~/C C40/50 [-] 1,41

C50/60 [-] 1,55 Conerete eone failure Effective Anehoraqe depth hOl mm 50 I 60 71 I 80 100 115 125 SpaeinQ scrN mm 3 h'f Edge distanee CerN mm 1,5 hol Partial safety factor YMO = YM" - YM, H 1,5

1) For the proot against splitting lailure according to ETAG 001 Annex C, NOR,., in equation (5.3) has to be rep!aced by NORk,SP with consideration of the member thickness (\fucr,sp = 1,0)

Table 4: Displacements under tension load, steel zinc plated

Anehor size 10/MG 12/M8 15/Ml0 18/M12 24/M16 24/M1GL 28/M20

Tension load in eraeked N [kN] 2,4 5,7 7,6 12,3 17,1 21,1 24 eonerete

Displaeement 8 ° mm] 0,5 0,5 0,5 0,7 0,8 0,7 0,9 8N~ [mm] 2,0 2,0 1,3 1,3 1,3 1,3 1,4

Tension load in N [kN] 8,5 9,5 14,3 17,2 24 29,6 34

non-cracked eonerete Displaeement 8 NO [mm] 0,8 1,0 1 ,1 1,3 0,3

8N~ [mm] 3,4 1,7 2,3 1,4


Characteristic values for tension load under static or quasi static Annex 5 action, ETAG 001, Annex C, design method A Displacements under tension load, steel zinc plated

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European technical approval ETA-09/0416 0126 March 2013


Deutsches Institut

für Bautechnik DlBt

Table 5: Characteristic values tor shear load under static or quasi static action, ETAG 001, Annex C, design method A, steel zinc plated

Anehor size I 10/M6 I 12/M8 15/M10 I 18/M12 24/M16 I 24/M16L 28/M20 Steel failure without lever arm

HB-SZ-B

Characteristic resistance VRk,s [kN] 16 25 36 I 63 91 91 122 Partial safety factor YMs I-I 1,25

HB-SZ-S and HB-SZ-SK

Characteristic resistance VRk,s [kN] 18 30 48 73 126 126 I 150 Partial safety factor YMs (-I 1,25

Steel failure with lever arm

Characteristic resistance MORk S [Nm] 12 30 60 105 I 266 266 I 519 Partial safety factor YMs I-I 1,25

Conerete pryout failure Factor in equation (5.6)

k I-I 1,8 2 2 2 2 2 2 ETAG 001, Annex C, 5.2.3.3 Partial safety factor YMcp I-I 1,5

Conerete edge failure Effective length of anchor in

I, [mm] 50 60 71 80 100 115 125 shear loading Outside diameter of anchor dnom [mm] 10 12 15 18 24 24 28

Partial safety factor YMc 1-1 1,5

Table 6: Displacements under shear load, steel zinc plated

Anchor size 10/M6 I 12/M8 I 15/M10 18/M12 24/M16 24/M16L 28/M20 HB-SZ-B Shear load in cracked and

V [kN] 9,1 14 20,7 35,1 52,1 52,1 77 non-cracked concrete Displacement ovo [mm] 2,5 2,1 2,7 3,0 5,1 5,1 4,3

oyao [mm] 3,8 3,1 4,1 4,5 7,6 7,6 6,5 HB-SZ-S and HB-SZ-SK Shear load in cracked and

V [kN] 10,1 17,1 27,5 41,5 72 72 77 non-cracked concrete Displacement ovo [mm] 2,9 2,5 3,6 3,5 7,0 7,0 4,3

OVro [mm] 4,4 3,8 5,4 5,3 10,5 10,5 6,5


Characteristic values tor shear load under static or quasi static action, Annex 6 ETAG 001, Annex C, design method A, Displacements under shear load, steel zinc plated

Z37469.13 8.06.01-505/12


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Table 7: Characteristic values tor tension load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M6 - M10, steel zinc plated, ETAG 001, Annex C, design method A

Anchor size 10/M6 12/M8 15/M10

Fire resistance duration R ... [min] 30 I 60 I 90 1120 30 I 60 I 90 1120 30 I 60 I 90 1120 Steel failure

Characteristic resistance NRk,s,fi [kN] 1,0 I 0,8 I 0,6 I 0,4 1,9 I 1,5 I 1,0 I 0,8 4,3 I 3,2 I 2,1 I 1,5 Puliout failure Characteristic resistance in

NRk,P,fi [kN] 1,3 1 1,0 3,0 1 2,4 4,0 1 3,2 concrete C20/25 to C50/60

Concrete cone failure Characteristic resistance in N° [kN] 3,1 I 2,5 5,0 \4,0 7,6 1 6 ,1 concrete C20/25 to C50/60 Rk,c,fi Spacing Scr,N,fi [mm] 4 her

Edge distance Ccr,N,fi [mm] 2 her Minimum spacing and edge distance under

acc. 10 Annex 4, Table 2 fire exposure from one side Minimum spacing and edge distance under

sm', acc. 10 Annex 4, Table 2; Cm', > 300mm fire exposure from more than one side

Table 8: Characteristic values for tension load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M12 - M20, steel zinc plated, ETAG 001, Annex C, design method A

Anchorsize 18/M12 24/M16; 24/M16L 28/M20

Fire resistance duration R... 1 [min] 30 1 60 1 90 1120 30 1 60 1 90 1 120 30 1 60 1 90 1120

Steel failure

Characteristic resistance NRk,s,fi [kN] 6,3 I 4,6 I 3,0 I 2,0 11,61 8,6 I 5,0 I 3,1 18,3113,51 7,7 I 4,9 Puliout failure Characteristic resistance in

NRk,p,fi [kN] 6,3 1 5,0 8,8 1 7,0 15,9 1 12,7 concrete C20/25 to C50/60

Concrete cone failure Characteristic resistance in N° [kN] 10,3 1 8,3 18,0 1 14,4 31,4 125 ,1 concrete C20/25 10 C50/60 Rk,c,fi

Spacing Scr,N,fi [mm] 4 her

Edge distance Ccr,N,fi [mm] 2 h" Minimum spacing and edge distance under acc. 10 Annex 4, Table 2 fire exposure from one side Minimum spacing and edge distance under

Sm;, acc. to Annex 4, Table 2; Cm;" > 300mm fire exposure from more than one side


Characteristic values for tension load under fire exposure, steel zinc Annex 7 plated, ETAG 001, Annex C, design method A

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Table 9: Characteristic values for shear load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M6 - M10, steel zinc plated, ETAG 001, Annex C, design method A

Anchor size 10/MG 12/M8 15/M10

Fire resistance duration R ... 1 [min] 30 1 60 1 90 1120 30 1 60 1 90 1 120 30 60 1 90 1 120

Steel failure without lever arm

Characteristic VRk,s,fi \ [kN] 1,0 \ 0,8\ o,S\ 0,4 1,9\1,S\1,0 \ 0,8 4,3 3,2\2,1 \1,S resistance


Characleristic MO \ [Nm] 0,8\ 0,6\ 0,4\ 0,3 2,0 \ 1,S \ 1,0 \ 0,8 5,6 4,1 \ 2,7 \ 1,9 resistance Rk,s,fi

Table 10: Characteristic values for shear load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M12 - M20, steel zinc plated, ETAG 001, Annex C, design method A

Anchor size 18/M12 24/M16;

28/M20 24/M16L

Fire resislance duration R ... 1 [minI 30 1 so 1 90 1 120 30 I 60 1 90 1 120 30 SO I 90 1 120 Steel failure without lever arm

Characteristic VRk,S,fi 1 [kN] S,31 4,sI3,0 12,0 11,61 8,sls,0 13,1 18,3 13,sI7,714,9 resistance


Characteristic MO \ [Nm] 9,7\7,2\4,7\3,1 24,8\18,3\11,9\S,S 42,4 29,8\17,1\10,7 resistance Rk,s,fi

Concrete pryout failure

The initial value VRk.OP.fi ofthe characterislic resistance in concrete C20/2S 10 CSO/SO under fire exposure may be determined by:

VRk,CP,fi = k X NRk,c,fi

with k=2,0 (1,8 for MS) of ETAG 001, Annex C, S.2.3.3, Equation (S.S) and the relevant values 01 N°Rk•o,,; of Table 7 and Table 8.

Concrete edge failure -

The initial value VO Rk 0 ,; of the characteristic resistance in concrete C20/2S to CSO/SO under lire exposure may be determined by:

VORk,O.' = 0,2S X VORk .O (R30, R 60, R90) VO

RkO ,= 0,20 XVO

RkO (R120) ,. . with V O Rk.o initial value of Ihe characteristic resistance in cracked concrete C20/25 under normal lemperature.


Characteristic values for shear load under fire exposure, steel zinc Annex 8 plated, ETAG 001, Annex C, design method A

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Table 11: Characteristic values for tension load under static or quasi static action, steel zinc plated, CEN/TS 1992-4, design method A

Anehorsize 10lMS 121M8 151M10 181M12 241M16 241M16L 281M20

Sieel failure Characteristic resistance NRkS [kN I 16 I 29 I 46 I 67 I 126 I 126 I 196 Partial safely faclor 1M, [-] 1,5

Pullout failure Characleristic resislance in

NRk,P [kN] 5 12 16 25 36 44 50 cracked concrete C20125 Characteristic resistance in

NRk" [kN] 18 20 30 35 50 78 72 non-cracked concrete C20125

Splitting failure (The higher resistance of Case 1 and Case 2 may be applied.)

Case 1 Characleristic resistance in

N° Rk,sp [kN] 12') 16') 25') 30') 40') 70 50') concrete C20125 Respective spacing Scr,sD [mm 3 hef Respective edge distance Cer.SD [mm 1,5 hef Case 2 Spacing SersD [mm] 5 her I 3 her 5 hef Edge distance GerSD [mm] 2,5 hef 1,5 hef 2,5 her Increasing factors for C30137 [-] 1,22 NRk,p and N° Rk,sp 'Vc C40/50 [-] 1,41

C50/60 H 1,55 Conerele eone failure Effective Anchorage depth hef [mm] 50 I 60 71 I 80 100 I 115 I 125 Factor for cracked concrete k" [-I 7,2 Factor for uncracked concrete kucr [-] 10,1 SpacinQ ScrN [mm] 3 hef Edge distance GerN [mmj 1,5 hef Partial safety factor 1MP = YMsp = YMe [-] 1,5

') Forlhe prool againsl splitting lailure accofding 10 CEN/TS 1992-4-4, NORk.e in equalion (12) has 10 be replaced by NÜRk,sP with consideration of the member thickness (\I/ucr,sp;;;; 1,0)

Table 12: Displacements under tension load, steel zinc plated

Anehor size 10lM6 121M8 151M10 181M12 241M16 24/M16L 281M20

Tension load in cracked N [kN] 2,4 5,7 7,6 12,3 17,1 21,1 24

concrete Displacement fu;p [mm] 0,5 0,5 0,5 0,7 0,8 0,7 0,9

ONro [mm] 2,0 2,0 1,3 1,3 1,3 1,3 1,4

Tension load in N [kN] 8,5 9,5 14,3 17,2 24 29,6 34

non-cracked concrete Displacement ONO [mm] 0,8 1,0 1 ,1 1,3 0,3

ON~ [mm] 3,4 1,7 2,3 1,4


Characteristic values for tension load under static or quasi static Annex 9 action, CEN/TS 1992-4, design method A

Displacements under tension load, steel zinc plated

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Table 13: Characteristic values for shear load under static or quasi static action, steel zinc plated, CEN/TS 1992-4, design method A

Anchor size 10/MS 12/M8 I 15/Ml0 18/M12 24/M1S124/M1SL 28/M20 Steel failure without lever arm

HB-SZ-B

Characteristic resistance VRk,S [kN] 16 25 36 63 I 91 91 I 122 Ductility factor k, H 1,0 Partial safety factor YM, H 1,25 HB-SZ-S and HB-SZ-SK

Characteristic resistance VRk,s [kN] 18 30 48 73 I 126 126 I 150 Ductility factor k, H 0,8 Partial safety factor YM, H 1,25 Steel failure with lever arm

Characteristic resistance MO Rk,s [Nm] 12 30 60 105 266 266 519 Partial safety factor YM, [-] 1,25

Concrete pryout tailure Factor in equation (16)

k, H 1,8 2,0 2,0 2,0 2,0 2,0 2,0 CENITS 1992-4-4, 6.2.2.3 Partial safety factor YMop H 1,5 Concrete edge tailure Effective length of anchor in

I, [mm] 50 60 71 80 100 115 125 shear loading Outside diameter of anchor dnom [mm] 10 12 15 18 24 24 28 Partial safety factor YMC H 1,5

Table 14: Displacements under shear load, steel zinc plated

Anchor size I 10/MS 12/M8 15/Ml0 18/M12 I 24/M1S 24/M1SL I 28/M20 HB-SZ-B Shear load in cracked and V [kN] 9,1 14 20,7 35,1 52,1 52,1 77 non-cracked concrete Displacement ovo [mm] 2,5 2,1 2,7 3,0 5,1 5,1 4,3

Bvoo [mm] 3,8 3,1 4,1 4,5 7,6 7,6 6,5

HB-SZ-S and HB-SZ-SK Shear load in cracked and

V [kN] 10,1 17,1 27,5 41,5 72 72 77 non-cracked concrete Displacement 8vo [mm] 2,9 2,5 3,6 3,5 7,0 7,0 4,3

8v~ [mm] 4,4 3,8 5,4 5,3 10,5 10,5 6,5


Characteristic values for shear load under static or quasi static action, CEN/TS 1992-4, design method A

Annex 10

Displacements under shear load, steel zinc plated

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Table 15: Characteristic values for tension load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M6 - M10, steel zinc plated, CEN/TS 1992-4, design method A

Anchor size 10/M6 12/M8 15/M10

Fire resistanee duration R. .. [min] 30 1 60 1 90 1120 30 1 60 1 90 1120 30 1 60 1 90 1120

Steel failure

Charaeteristie resistanee NRk,s,/i [kN] 1,0 1 0,8 1 0,6 1 0,4 1,9 1 1,5 1 1,0 1 0,8 4,3 1 3,2 1 2,1 1 1,5

Pullout failure Characteristie resistanee in

NRk,P,fi [kN] 1,3 1 1,0 3,0 1 2,4 4,0 1 3,2 eonerete C20/25 to C50/60

Concrete Gone failure Charaeteristie resistanee in N° [kN] 3,1 1 2,5 5,0 1 4,0 7,6 1 6 ,1 eonerete C20/25 to C50/60 Rk,c,fi

Spaeing Scr,N,fi [mm] 4 hef Edge distanee Ccr,N,fi [mm] 2 h'f Minimum spaeing and edge distanee under

ace. to Annex 4, Table 2 tire exposure trom one side Minimum spaeing and edge distanee un-

sm;n ace. to Annex 4, Table 2; em;n > 300mm der fire exposure trom more than one side

Table 16: Characteristic values for tension load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M12 - M20, steel zinc plated, CEN/TS 1992-4, design method A

AnGhorsize 18/M12 241M16; 24/M16L 28/M20

Fire resistanee duration R. .. [min] 30 1 60 1 90 1120 30 1 60 1 90 1120 30 1 60 1 90 1120

Steel failure

Characteristie resistanee NRk,s,fi [kNlI 6,3 I 4,6 I 3,0 I 2,0 111,61 8,6 I 5,0 I 3,1 118,3113,51 7,7 I 4,9 Pullout failure Characteristie resislanee in

NRk,P,fi [kN] 6,3 1 5,0 8,8 1 7,0 15,9 112,7 eonerete C20/25 to C50/60

Concrete Gone failure Characteristie resislanee in N° [kN] 10,3 1 8,3 18,0 1 14,4 31,4 125,1 eonerele C20/25 to C50/60 Rk,c,fi

Spaeing Scr,N,fi [mm] 4 h'f Edge distanee Ccr,N,1i [mm] 2 hol Minimum spaeing and edge distanee under ace. 10 Annex 4, Table 2 fire exposure trom one side Minimum spacing and edge distanee under

sm;" ace. to Annex 4, Table 2; em;" > 300mm fire exposure trom more than one side


Characteristic values for tension load under fire exposure, steel zinc Annex 11 plated, CEN/TS 1992-4, design method A

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Table 17: Characteristic values for shear load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M6 - M10, steel zinc plated, CENITS 1992-4, design method A

Anehor size 10lM6 121M8 151Ml0

Fire resistance duration R .. , 1 [mini 30 1 60 1 90 1 120 30 1 60 1 90 1 120 30 1 60 1 90 1 120


Characteristic VR"'" I [kN] 1,0 I 0,81 0,61 0,4 1,91 1,51 1,0 1 0,8 4,31 3,21 2 ,1 J 1,5 resistance


Characteristic MO R'.,.' 1 [Nm] 0,81 0,61 0,41 0,3 2,0 1 1,51 1,0 10,8 5,6 14,1 12,7 I 1,9 resistance

Table 18: Characteristic values for shear load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M12 - M20, steel zinc plated, CEN/TS 1992-4, design method A

Anehor size 181M12 241M16;

281M20 241M16L

Fire resistance duration R. .. 1 [minI 30 1 60 1 90 1 120 30 1 60 1 90 1 120 30 60 190 1120


Characteristic VRk,s,ii I [kN] 6,31 4,61 3,0 1 2,0 11,61 8,61 5,01 3,1 18,3 13,517,714,9 resistance


Characteristic MO R'.',fi \ [Nm] 9,7\7,21 4,71 3,1 24,8118,3111,916,6 42,4 29,8117,1110,7 resistance

Conerete pryout failure

The initial value VR','P,' ofthe characteristic resistance in concrete C20/2S to CSO/60 under fire exposure may be determined by:

VRk,CP,fi = k X NRk,c,fi

According to the equations (0.6 and 0,7) of CENITS 1992-4-1 Annex 0,0.1.3.3.2 the k-value is to equalise with the k3-value for normal temperature. The controlling value N

OR,.,., in Table 15 and Table 16 respectively

has to be observed.

Conerete edge failure

The initial value VOR'.',. ofthe characteristic resistance in concrete C20/2S to CSO/60 under fire exposure may be determined by:

v'R'"., = 0,25 X VOR'.' (R30, R 60, R90) v'R'.'.' = 0,20 X VOR'.' (RI20)

with VOR'.' initial value of the characteristic resistance in cracked concrete C20/2S under normal temperature.


Characteristic values for shear load under fire exposure, steel zinc Annex 12 plated, CEN/TS 1992-4, design method A

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Table 19: Characteristic values tor seismic action, steel zinc plated, Category C1, design method A

Anchor size 24/M16 I 24/M16L I 28/M20 Tension load

Steel failure

Charaeleristie tension resislanee N° Rk,s,seis [kN] 126 I 126 I 196 Partial safely factor YMs,seis [-I 1,5 Pullout failure Charaelerislie resislanee in NO [kN] 36 I 44 I 50 eraeked eonerele C20/25 Rk,p,seis Inereasing faetor for N° R',p,";' ~Jc [-I 1,0 Partial safely faelor YMP,seiS [-I 1,5 Shear load


HB-SZ-B

Characteristie shear resistanee VO Rk,s,seis [kN] 51,9 I 51,9 I 96,4 Partial safely faelor YMs seis [-] 1,25

HB-SZ-S

Charaeleristie shear resistanee VO Rk,s,seis [kN] 36,3 I 36,3 I 67,5 Partial safely faelor YMs seis [-I 1,25 Steel failure with lever arm

Charaelerislie resislanee MO Rk,s,seis [Nm] I no performance delermined The charaelerislie seismie resislanee Fk,se;, of a faslening shall be delermined as

Fk,seis = 0gap . aSeiS' FO Rk,seis where Ogap reduelion faetor to take into aceounl inertia effeels due 10 an annular gap between

faslener and fixture in ease of shear loading.

= 1,0 no hole elearance between faslener and fixture = 0,5 connections with hole elearanee aeeording 10 Table 1, CENITS 1992-4-1 orto

Table 4.1, ETAG 001, Annex C

aSeis reduelion faetor to take into aceount Ihe inftuenee of large cracks and seatter of load-displacement curves, see Table 39.

° F Rk,seis basic eharaeterislie seismie resislanee to the failure modes given in Table 19, for all olher failure modes, Ihe values for slatie or quasi stalie action may be applied.

YMs,seiS, YMp,seis partial safely faelor for seismie aelion for Ihe failure modes given in Table 19, for all other failure modes, the values tor statie orquasi statie action may be applied.


Characteristic values tor seismic action, steel zinc plated, Category C1 Annex 13

Z37469.13 8.06.01·505/12



Table 20: Installation parameters, stainless steel A4

Anchor size 12/M8

Size of thread [-] M8 Effective anchorage depth he, [mm] 60 Nominal diameter of drill bit do = [mm] 12 Cutting diameter of drill bit deut ::; [mm] 12,5

Depth of drill hole h,



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Table 21: Characteristic values for tension load under static or quasi static action, stainless steel A4, ETAG 001, Annex C, design method A

Anehor size 121M8 I 15/M10 181M12 24/M16 Sieel failure

HB-SZ-B

Characteris!ic resistance NRk,s I [kNI 26 I 41 60 11O Partial safety faetor YM, [-I 1,5 HB-SZ-S and HB-SZ-SK

Charaeteristie resistance NRk,s [kNI 26 41 60 11O Partial safety faetor YM, [-I 1,87

Pullout faHure Charaeteristic resistanee in

NRk,P [kNI 9 16 26 36 eracked eoncrete C20/25 Charaeteristie resistanee in

NRk,p [kNI 16 25 35 53 non-craeked concrete C20/25 C30/37 [-I 1,22

Increasing faetor for NRk,P \IIC C40/50 [-I 1,41 C50/60 [-I 1,55

Splitting faHure

Spaeing scr,sp [mml 360 470 530 600 Edge distanee ccr,sp [mml 180 235 265 300

Conerete eone failure

Effeetive anehorage depth h" [mml 60 71 80 100

Spaeing Scr,N [mml 3 hOf Edge distanee CCr,N [mml 1,5 h'f

Partial safety faetor YMP- YMSp - YMc [-I 1,5

Table 22: Displacements under tension loads, stainless steel A4

Anehor size 121M8 151M10 181M12 241M16

Tension load in eraeked eonerete N [kNI 4,3 7,6 12,1 17,0

Displacement 8NO [mml 0,5 0,5 1,3 0,5

ÖNlf.l [mml 1,2 1,6 1,8 1,6

Tension load in non-eraeked conerete N [kNI 7,6 11,9 16,7 24,1

Displacement 8NO [mml 0,2 0,3 1,2 1,5

BNm [mml 1 ,1


Characteristic values for tension load under static or quasi static action, ETAG 001, Annex C, design method A

Annex 15

Displacements under tension load, stainless steel A4

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Table 23: Characteristic values for shear load under static or quasi static action, stainless steel A4, ETAG 001, Annex C, design method A

Anchor size I 12/M8 15/M10 18/M12 24/M16 Steel failure without lever arm

HB-SZ-B

Characteristic resistance VRk,S [kN] 24 I 37 62 I 92 Partial safety factor YMS [-I 1,25


Characteristic resistance VRk,s [kN] 24 I 37 62 92 Partial safety factor YMs [-I 1,36

Stee[ failure with lever arm

HB-SZ-B

Characteristic resistance a M Rk,s [Nm] 26 52 92 232

Partial safety factor YMs [-I 1,25


Characteristic resistance MO Rk,s [Nm] 26 52 92 232

Partial safety factor YMs [-I 1,56


Factor in equation (5.6) k [-I 2 2 2 2

ETAG 001, Annex C, 5.2.3.3

Partial safety factor YM" [-] 1,5

Concrete edge failure

Effective length of anchor in shear loading I, [mm] 60 71 80 100

Outside diameter of anchor dnom [mm] 12 15 18 24

Partial safety factor YMC [-I 1,5

Table 24: Displacements under shear load, stainless steel A4

Anchor size 12/M8 15/M10 18/M12 24/M16

Shear load in cracked and V [kN] 13,9 21,1 34,7 50,8

non-cracked concrete Displacement Ova [mm] 3,4 4,9 4,8 6,7

ovoo [mm] 5,1 7,4 7,1 10,1


Characteristic values for shear load under static or quasi static action, Annex 16 ETAG 001, Annex C, design method A Displacements under shear load, stainless steel A4

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Table 25: Characteristic values for tension load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for MB - M10, stainless steel A4, ETAG 001, Annex C, design method A

Anchor size 12/M8 18/M10

Fire resislance duralion R ... [mini 30 I 60 I 90 I 120 30 I 60 I 90 I 120 5teel failure

Characlerislic resislance NRk,s,fi [kN] 6,1 I 4,4 I 2,6 I 1,8 10,2 I 7,3 I 4,3 I 2,8 Pullout failure Characterislic resislance in

NRk,p,fi [kN] 2,3 I 1,8 4,0 I 3,2 concrele C20/25 10 C50/60 Concrete cone failure Characlerislic resislance in

N° [kN] 5,0 I 4,0 7,6 I 6,1 concrele C20/25 10 C50/60 Rk,c,fi Spacing SCf,N,fi [mm] 4 hef Edge dislance Ccr,N,fi [mm] 2 hef Minimum spacing and edge dislance under tire

acc. 10 Annex 14, Table 20 exposure trom one side Minimum spacing and edge dislance under fire

Sm;" acc. 10 Annex 14, Table 20; cm;" > 300mm exposure trom more Ihan one side

Table 26: Characteristic values for tension load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M12 - M16, stainless steel A4, ETAG 001, Annex C, design method A


Fire resislance duralion R... I [mini 30 I 60 I 90 I 120 30 I 60 I 90 I 120 5teel failure

Characlerislic resislance NRk,s,fi [kN] 15,7 I 11,1 I 6,4 I 4,1 29,2 I 20,6 I 12,0 I 7,7 Pullout failure Characterislic resislance in

NRk,p,fi [kN] 6,4 I 5,2 9,0 I 7,2 concrele C20/25 10 C50/60 Concrete cone failure Characterislic resislance in

N° [kN] 10,3 I 8,2 18,0 I 14,4 concrele C20/25 10 C50/60 Rk,c,fi Spacing Scr,N;fi [mm] 4 hef Edge dislance Cer,Nofi [mm] 2 hef Minimum spacing and edge dislance under fire acc. 10 Annex 14, Table 20 exposure tram one side Minimum spacing and edge dislance under fire

Sm;" acc. 10 Annex 14, Table 20; cm;, > 300mm exposure from more Ihan one side


Characteristic values for tension load under fire exposure, stainless Annex 17 steel A4, ETAG 001, Annex C, design method A

Z37469.13 a.06.01~505/12


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Deutsches Institut


Table 27: Characteristic values for shear load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M8 - M10, stainless steel A4, ETAG 001, Annex C, design method A


Fire resistance duration R .. , I Imin] 301

60 I 90 I 120 30 I 60 I 90 I 120 Steel failure without lever arm

Characteristic VRk",fi 1 [kN] 14,3 111,1 1 7,9

1 6,3 22,7 117,6 1 12,6 110,0 resistance


Characteristic MO Rk,',fi 1 [Nm] 6,2 1 4,5 1 2,7 1 1,8 13,2 1 9,4 1 5,6 1 3,6 resistance

Table 28: Characteristic values for shear load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M12 - M16, stainless steel A4, ETAG 001, Annex C, design method A


Fire resistance R .. , 1 Imin] 30 1 60 1 90 1 120 30 1

60 1 90 [ 120 duration


Characteristic VRk,s,fi 1 [kN] 32,8 1 25,5 1 18,3 1 14,6 61,0 1 47,5 1 34,0 1 27,2 resistance


Characteristic MO [ [Nm] 24,4 117,2 110,0 1 6,4 61,8 1 43,6 1 25,3 [16,2 resistance Rk,s,fl


The initial value VRk,CP,f; 01 the characteristic resistance in concrete C20/25 to C50/60 under lire exposure may be determined by:

VRk,CP,fi = k X NRk,c,fi with k=2,0 of ETAG 001, Annex C, 5,2,3,3, Equation (5,6) and the relevant values of N° Rk,c,n of Table 25 and Table 26,


The initial value v"RkcHofthe characteristic resistance in concrete C20/25 to C50/60 under fire exposure may be determined by:

v" Rk,c,fi: 0,25 X VORk,C (R30, R60, R90) VORk,C,fi: 0,20 XVORk,C (RI20)

with VORk,cinitial value oftM characteristic resistance in cracked concrete C20/25 under normal temperature,

HALFEN Highload Anchor HB-52

Characteristic values for shear load under fire exposure, stainless steel Annex 18 A4, ETAG 001, Annex C, design method A

237469.13 8.06.01-505/12

01 European technical approval ETA-09/0416 0126 March 2013

Engfish translation prepared by DIBt

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Table 29: Characteristic values tor tension load under static or quasi static action, stainless steel A4, CENITS 1992-4, design method A

Anchor size 12/M8 15/M10 18/M12 24/M16

Steellailure

HB-SZ-B Characteristic resistance NRk,s I [kN] 26 41 60 110 Partial safety factar 1M' I [-] 1,5 HB-SZ-S and HB-SZ-SK

Characteristic resistance NRk,s [kN] 26 I 41 60 110 Partial safety factar 1M, [-] 1,87

Pullout failure Characteristic resistance in

NRk,P [kN] 9 16 26 36 cracked concrete C20/25 Characteristic resistance in

NRk,P [kN] 16 25 35 53 non-cracked concrete C20/25 Increasing factar C30/37 [-] 1,22 far NRk,p ~IC C40/50 [-] 1,41

C50/60 [-] 1,55

Splitting failure

Spacing scr,sp [mm] I 360 470 530 600 Edge distance ccr,sp [mm] I 180 235 265 300 Concrete cone failure

Effective ancharage depth hef [mm] 60 71 I 80 100 Factar far cracked cancrete k" [-] 7,2

Factar for uncracked concrete kucr [-] 10,1 Spacing Scr,N [mm] 3 hef Edge distance Ccr,N [mm] 1,5 hef Partial safety factor YMp;;::: YMSD = YMc [-] 1,5

Table 30: Displacements under tension loads, stainless steel A4

Anchor size 12/M8 15/Ml0 18/M12 24/M16

Tension load in cracked concrete N [kN] 4,3 7,6 12,1 17,0

Displacement ONO [mm] 0,5 0,5 1,3 0,5

ÖNo;, [mm] 1,2 1,6 1,8 1,6

Tension load in nan-cracked concrete N [kN] 7,6 11,9 16,7 24,1

Displacement ONO [mmj 0,2 0,3 1,2 1,5

8NCIJ [mm] 1,1


Characteristic values tor tension load under static or quasi static Annex 19 action, CEN/TS 1992-4, design method A Displacements under tension load, stainless steel A4

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Table 31: Characteristic values tor shear load under static or quasi static action, stainless steel A4, CENIT5 1992-4, design method A

Anehor size 12/M8 15/M10 18/M12 24/M16


HB-SZ-B

Characteristic resistance VRk,S IkN] 24 37 62 I 92 Ductility factor k, 1-] 1,0

Partial safety factor YMS [-I 1,25 HB-SZ-S and HB-SZ-SK

Characteristic resistance VRk,S IkN] 24 37 62 92

Ductility factor k, 1-] 0,8

Partial safety factor YMS [-I 1,36


HB-SZ-B

Characteristic resistance MORk,S [Nm] 26 I 52 92 232 Ductility factor k, [-] 1,0 Partial safety factor YMS (-] 1,25


Characteristic resistance 0 M Rk,s [Nm] 26 52 92 232

Ductility factor k, [-] 0,8

Partial safety factor YMS (-] 1,56

Conerete pryout failure

Factor in equation (16) k3 1-] 2,0 2,0 2,0 2,0 CENfTS 1992-4-4,6.2.2.3

Partial safety factor YMCP 1-] 1,5 Conerete edge failure

Effective length of anchor in shear loading I, [mm] 60 71 80 100 Outside diameter of anchor dnom [mm] 12 15 18 24

Partial safety factor YMo (-] 1,5

Table 32: Displacements under shear load, stainless steel A4

Anehor size 12/M8 15/M10 18/M12 24/M16 Shear load in cracked and

V [kN] 13,9 21,1 34,7 50,8 non-cracked concrete Displacement ovo [mm] 3,4 4,9 4,8 6,7

ovOCJ [mm] 5,1 7,4 7,1 10,1


Characteristic values tor shear load under static or quasi static action, Annex 20 CEN/T5 1992-4, design method A Displacements under shear load, stainless steel A4

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Table 33: Characteristic values for tension load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for MB - M10, stainless steel A4, CEN/TS 1992-4, design method A

Anchorsize 12/M8 18/Ml0

Fire resistanee duration R ... Imin] 30 I 60 I 90 I 120 30 I 60 I 90 I 120 Steel tailure

Characteristie resistanee NRk,s,fi [kN] I 6,1 I 4,4 I 2,6 I 1,8 I 10,2 I 7,3 I 4,3 I 2,8 Pullout tailure Characteristie resistanee in

NRk.,P,fi [kN] 2,3 I 1,8 4,0 1 3,2 eonerete C20/25 to C50/60 Concrete co ne tailure Characteristic resistance in N° [kN] 5,0 I 4,0 7,6 I 6, 1 conerete C20/25 to C50/60 Rk,c,fi Spaeing Scr,N,fi [mm] 4 hef Edge distance Ccr,N,fi [mm] 2 hef Minimum spaeing and edge distanee under

ace. to Annex 14, Table 20 fire exposure from one side Minimum spaeing and edge distanee under

smin ace. to Annex 14, Table 20; emin> 300mm fire exposure from more than one side

Table 34: Characteristic values for tension load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M12 - M16, stainless steel A4, CEN/TS 1992-4, design method A


Fire resistanee duration R ... Imin] 30 I 60 I 90 I 120 30 I 60 90 I 120 Steel tailure

Charaeteristie resistanee NRk,s,fi [kN] I 15,7 I 11,1 I 6,4 I 4,1 I 29,2 I 20,6 12,0 I 7,7 Pullout tailure Charaeteristie resistanee in

NRk,P,fi [kN] 6,4 I 5,2 9,0 1 7,2 concrete C20125 to C50/60 Concrete co ne tailure Charaeteristie resistanee in

N° [kN] 10,3 I 8,2 18,0 1 14,4 eonerete C20125 to C50/60 Rk,c,fi Spaeing Scr,N,fi [mm] 4 hef Edge distance Ccr,N,fi [mm] 2 hef Minimum spacing and edge distanee under

ace. to Annex 14, Table 20 fire exposure from one side Minimum spaeing and edge distanee under

Smin ace. to Annex 14, Table 20; emin> 300mm fire exposure from more than one side


Characteristic values for tension load under fire exposure, stainless Annex 21 steel A4, CEN/TS 1992-4, design method A

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Table 35: Characteristic values for shear load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M8 - M10, stainless steel A4, CEN/TS 1992-4, design method A

Anchor size 121M3 15/M10

Fire resistance duration R ... I [mini 30 I 60 I 90 I 120 30 I 60 90 I 120 Steel lailure without lever arm

Characteristic VRk,s,fi 1 [kN] 14,3 111,1 1 7,9

1 6,3 22,7 117,6 12,6 110,0 resistance

Steel lailure with lever arm

Characteristic MO Rk".I; 1 [Nm] 6,2 1 4,5 I 2,7 I 1,8 13,2 I 9,4 5,6 I 3,6 resistance

Table 36: Characteristic values for shear load under fire exposure in cracked and non-cracked concrete C20/25 to C50/60 for M12 - M16, stainless steel A4, CEN/TS 1992-4, design method A


Fire resistance duration R ... I [mini 30 I 60 I 90 I 120 30 I 60 90 I 120 Steel lailure without lever arm

Characteristic VRk,'.fi I [kN] 32,8 I 25,5 I 18,3 1 14,6 61,0 1 47,5 34,0 1 27,2 resistance


Characteristic MORk",fi 1 [Nm] 24,4 1 17,2 1 10,0 1 6,4 61,8 1 43,6 25,3 116,2 resistance


The initial value VRk"o,l; 01 the characteristic resistance in concrete C20/25 to C50/60 under fire exposure may be determined by:

VRk,CP,fi = k X NRk,C,fi According to the equations (D.6 and D.7) 01 CENITS 1992-4-1 Annex D, D.1.3.3.2 the k-value is to equalise with the k3-value lor normal temperature. The controlling value N°Rk",fi in Table 33 and Table 34 respeclively has to be observed.


The initial value VO Rk.',n olthe characteristic resistance in concrete C20/25 to C50/60 under fire exposure may be determined by:

VO Rk,',fi = 0,25 x VO Rk,' (R30, R 60, R90) Va Rk,',fi = 0,20 x Va Rk,' (R120)

with VORk ' initial value 01 the characteristic resistance in cracked concrete C20/25 under normal temperature.


Characteristic values for shear load under fire exposure, stainless Annex 22 steel A4, CEN/TS 1992-4, design method A

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Table 37: Characteristic values for seismic action, stainless steel A4, Category C1, design method A

Anchor size 12/M8 [ 15/M10 J 18/M12 [24/M16 Tension load

Steel failure

HB-SZ-B

Characteristic tension resistance N° Rk,s,seis [kN] 26 I 41 I 60 I 110 Partial safety factor YMs,seis [-] 1,5


Characteristic tension resistance N° Rk,s,seiS [kN] 26 I 41 I 60 I 110 Partial safety factor YMs,seiS [-] 1,87

Pullout failure Characteristic resistance in

N° [kN] 9 I 16 I 26 I 36 cracked concrete C20/25 Rk,p,seis Increasing factor for N° Rk,p"e;, 'Vc [-] 1,0

Partial safety factor YMp,seis H 1,5 Shear load


HB-SZ-B

Characteristic shear resistance VO Rk,S,seis [kN] 9,6 I 13,3 I 25,4 I 75,4 Partial safety factor YMs seis H 1,25


Characteristic shear resistance va Rk,s,seis [kN] 6,7 I 9,3 I 17,8 I 52,8 Partial safety factor YMs seis [-I 1,36

Stee[ failure with lever arm

Characteristic resistance MO Rk,s,seis [Nm] no performance determined

The characteristic seismic resistance Fk"e;, of a fastening shall be determined as

Fk,seis = 0gap . 0seis . FO Rk,seis with 0gap reduction factor to take into account inertia effects due to an annular gap between

fasten er and fixture in case 01 shear loading.

= 1,0 no hole clearance between fastener and fixture = 0,5 connections w~h hole clearance according to Table 1, CENITS 1992-4-1 orto

Table 4,1, ETAG 001, Annex C

°seis reduction factor to take into account the inftuence of large cracks and scatter of load-displacement curves, see Table 39.

F'l Rk,seiS basic characteristic seismic resistance to the failure modes given in Table 37, for all other failure modes, the values for static or quasi static action may be applied.

YMs,seis, YMp,seis partial safety factor for seismic action for the failure modes given in Table 37, for all other failure modes, the values for static or quasi static action may be applied,


Characteristic values for seismic action, stainless steel A4, Category C1 Annex 23

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The decision of the selection of a higher seismic performance category than given in Table 37 is the responsibility of each individual Member State.

Furthermore, the va lues of a, . S assigned to the seismicity may be different in the National Annexes to EN 1998-1 :2004 (EC8) compared to the values given in Table 38.

The recommended categories Cl and C2 given in Table 38 are given in the case that no national requirements are specified.

Table 38: Recommended seismic performance categories for anchors

Seismicity level Importance Class acc. to EN 1998-1 :2004, 4.2.5

Class a . S 2) 9 I 11 I 111 I IV very low ') a, S,; 0,05 9 No additional requirement low') 0,05 9 < ag . S,; 0,1 9 Cl Cl 3) or C2 4) I C2 >Iow a,'S>O,l 9 Cl C2

') Definition aeeording to EN 1998-1 :2004,3.2.1 2)

a, = Y1 . agR Design ground acceleration on type A ground (Ground types as defined in EN 1998-1 :2004, Table 3.1);

y, = importanee faetor (see EN 1998-1:2004,4.2.5); agR = referenee peak ground aeeeieration on type A ground (see EN 1998-1 :2004, 3.2.1);

S= Soil faetor (see e.g. EN 1998-1 :2004,3.2.2). 3) Cl for fixing non-struetural elements 10 struetures 4) C2 for fixing struetural elements to struetures

Table 39: Reduction factor aseis

Loading Failure mode Single fastener Fastener group

Steel failure 1,0 1,0

Tension Pull-out failu re 1,0 0,85

Conerete eone failure 0,85 0,75

Splitting failure 1,0 0,85

Steel failure 1,0 0,85

Shear Conerete edge failure 1,0 0,85

Conerete pry-out failure 0,85 0,75


Recommended seismic performance categories for anchors, Annex 24 Reduction factor a eq

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