european technical eta-1 410081 assessment
TRANSCRIPT
Member of
Ç~TPCentre Scientifique etTechnique du Bâtiment84 avenue Jean JaurèsCHAMPS-SUR-MARNEF-77447 Marne-!a-Va!!ée Cedex 2
Té!.: (33) 01 64 68 82 82Fax: (33) 01 60 05 70 37
European TechnicalAssessment
ETA-1 410081of 14I04I2014
General PartEnglish translation prepared by CSTB - Original version in French language
Nom commercialTrade name
Famille de produitProduct family
TitulaireManufacturer
Sceli-it A4-BZ2
Cheville métallique à expansion par vissage à couplecontrôlé, de fixation dans le béton fissuré et non fissurédiamètres M8, M1O et M12Torque-controlled expansion anchor for use in cracked anduncracked concrete: sizes M8, M1O and M12
ScelI-it28 rue Paul Dubrule59854 LESQUINFran ce
Usine de fabricationManufacturing plants
Cette evaluation remplace:This Assessment replaces
Plant I
15 pages incluant 12 annexes qui font partie intégrante decette évaluation15 pages including 12 annexes which form an integral part ofthis assessment
Translations of this European Technical Assessment in other languages shail fully correspond to the original issueddocument and should be identified as such. Communication of this European Technical Assessment, includingtransmission by electronic means, shah be in full. However, partial reproduction may be made, with the written consent olthe issuing Technical Assessment Body. Any partial reproduction has to be identified as such.
www.eota.eu
Cette evaluation contient:This Assessment contains
Base de l’ETEBasis of ETA
ETAG 001, Version April 2013, utilisée en tant que EADETAG 001, Edition April 2013 used as EAD
European technical assessment ETA-1 410081English translation prepared by CSTB
Specific Part
Page2ofl5j 1410412014
I Technical description of the product
The SceN-it A4-BZ2 anchor is an anchor made cf stainless steel which is placed into a drilled holeand anchored by torque-controlled expansion.The anchor is placed into a drilled hole and anchored by torque-controlled expansion.The illustration and the description cf the product are given in Annexes A.
2 Specification of the intended use
The performances given in Section 3 are only valid if the anchor is used in compliance with thespecifications and conditions given in Annexes B.The provisions made in this European technical assessment are based on an assumed workinglife cf the anchor of 50 years. The indications given on the working life cannot be interpreted as aguarantee given by the producer, but are to be regarded only as a means for choosing the rightproducts in relation to the expected economically reasonable working life cf the works.
3 Performance of the product
3.1 Mechanical resistance and stability (BWR I)
3.2
Hygiene, health and the environment (BWR 3)
Regarding dangerous substances contained in this European technical approval, there may berequirements applicable to the products falling within its scope (e.g. transposed Europeanlegislation and national laws, regulations and administrative provisions). In order to meet theprovisions cf the Construction Products Directive, these requirements need also to be compliedwith, when and where they apply.
Essential characteristic PerformanceCharacteristic tension resistance acc. ETAGOOI, Annex C See Annex C 1
Characteristic shear resistance acc. ETAGOOI, Annex C See Annex C 2
Characteristic tension resistance acc. CEN/TS 1992-4 See Annex C 5
Characteristic shear resistance acc. CENITS 1992-4 See Annex C 6
Displacements See Annex C 9
Safety in case of fire (BWR 2)
Essential characteristic Performance
Reaction to fire Anchorages satisfyrequirements for ClassAl
Characteristic tension resistance under fire acc. ETAGOOI, Annex C See Annex C 3
Characteristic shear resistance under fire acc. ETAGOO1, Annex C See Annex C 4
Characteristic tension resistance under fire acc. CEN/TS 1992-4 See Annex C 7
Characteristic shear resistance under fire acc. CEN/TS 1992-4 See Annex C 8
3.3
European technical assessment ETA-1 410081 Page 3 of 15j 1 41041201 4English translation prepared by CSTB
3.4 Safety in use (BWR 4)
For Basic requirement Safety in use the same criteria are valid as for Basic RequirementMechanical resistance and stability.
3.5 Protection against noise (BWR 5)
Not relevant.
3.6 Energy economy and heat retentïon (BWR 6)
Not relevant.
3.7 Sustainable use of natural resources ( (BWR 7)
For the sustainable use of natural resources no performance was determined for this product.
3.8 General aspects relating to fitness for use
Durability and Serviceability are only ensured if the specifications of intended use according toAnnex B 1 are kept.
4 Assessment and verification of constancy 0f performance (AVCP)
According to the Decision 96/582/EC of the European Commission1, as amended, the system ofassessment and verification of constancy of performance (see Annex V to Regulation (EU)No 305/2011) given in the following table apply.
Product lntended use Level or Systemclass
For fixing and/or supporting toMetal anchors for use in concrete, structural elements —
concrete (which contributes to the stability ofthe works) or heavy units
5 Technicaj details necessary for the implementation of the AVCP system
Technical details necessary for the implementation of the Assessment and verification ofconstancy of performance (AVCP) system are laid down in the control plan deposited at CentreScientifique et Technique du Bâtiment.The manufacturer shall, on the basis of a contract, involve a notified body approved in the field ofanchors for issuing the certificate of conformity CE based on the control plan.
The original French version is signed by
Charles BalocheTechnical Director
OfficiaI Journal ofthe European communities L 254 of 08.10.1996
European technical assessment ETA-1 41008 1English translation prepared by CSTB
Page 4 of 1511 4I04I201 4
A4-BZ2 stainless steel anchor:
Marking on the boit:A4 followed by MX-L whereMX = thread diameterL = total length
Different parts of the anchor:
Material: 1 .4401;1 .4404;1 .45711 .4362;1 .4578
Table 1: Materials
1) Material: 1.44011.4404; 1.45711.4362; 1.4578
Sceil-it A4-BZ2 anchor
Product description Annex Al
Materials
Cross-section
Part Designation Material Protection
I BoIt Stainless steel A4 SS3161~ -
2 Expansion clip Stainless steel A4 SS3161~ Coated
lSO 3506-1 Stainless steel SS3161~3 Washer DIN 125, DIN 9021,or EN ISO 7089 -
lSO 3506-2 Stainless steel SS316 (A4-70)4 Hexagonal nut DIN 934 or DIN EN lSO 4032 -
SS316 (A4-70) acc. To ISO 3506
European technical assessment ETA-1 41008 1 Page 5 of 1511 4104120 1 4English translation prepared by CSTB
Specifications of intended use
Anchorages subject to:e Static, quasi-static and fire.
Base materials:e Cracked concrete and non-cracked concretee Reinforced or unreinforced normai weight concrete of strength classes C 20/25 at ieast to
C50/60 at most according to ENV 206: 2000-1 2.
Use conditions (Environmental conditions):e The anchor may be used in concrete subject to dry internai conditions and also in
concrete subject to external atmospheric exposure (including industriai and marineenvironment), or exposure in permanentiy damp internai conditions, if no particuiaraggressive conditions exist. Such particular aggressive conditions are e.g. permanent,aiternating immersion in seawater or the spiash zone of seawater, chioride atmosphere ofindoor swimming pools or atmosphere with extreme chemical pollution (e.g. indesuiphurization plants or road tunnels where de-icing materiais are used).
Design:e The anchorages are designed in accordance with the ETAGOOI Annex C “Design Method
for Anchorages” or CEN/TS 1992-4-4 “ Design of fastenings for use in concrete” underthe responsibility of an engineer experienced in anchorages and concrete work.
e For application with resistance under fire exposure the anchorages are designed inaccordance with method given in TRO2O “Evaluation of Anchorage in Concreteconcerning Resistance to Fire”.
e Verifiabie calculation notes and drawings are prepared taking account of the ioads to beanchored. The position of the anchor is indicated on the design drawings.
Installation:e Anchor installation carried out by appropriately quaiified personnel and under the
supervision of the person responsibie for technicai matters of the site.e Use of the anchor oniy as suppiied by the manufacturer without exchanging the
components of an anchor.e Anchor installation in accordance with the manufacturer’s specifications and drawings and
using the appropriate toois.e Effective anchorage depth, edge distances and spacing not iess than the specified values
without minus tolerances.• Hole driliing by hammer drill.e Cieaning of the hole of drilling dust.e Application of specified torque moment using a caiibrated torque wrench.o in case of aborted hole, drilling of new hole at a minimum distance of twice the depth of
the aborted hole, or smaiier distance provided the aborted drill hole is fiiied with highstrength mortar and no shear or oblique tension ioads in the direction of aborted hole.
Sceil-it A4-BZ2 anchor
lntended Use Annex BISpecifications
European technical assessment ETA-1 41008 1English translation prepared by CSTB
Page 60f 1511 4/04I201 4
MB M1O M12
Min. [mm] 75 90 110Length of the anchor L
Max. [mm] 160 180 180
Min. [mm] 1 1 1Fixture thickness t~
Max. [mm] 90 90 80
Length expansion sleeve ‘clip [mm] 13.5 18.0 21.5
Widthtorquewrench SW [mm] 13 17 19
Table 3: Installation data MB M1O M12
Drill hole diameter d0 [mm] ≤ 8,45 ≤ 10,45 ≤ 12,50
Drill hole depth h1 [mm] 60 75 85
Embedment depth hef [mm] 45 60 70
Installation torque T1~8~ [Nm] 20 45 60
Diameter through hole fixture df [mm] 9 12 14
Minimum edge distance Cmin [mm] 70 80 90
Minimum spacing Smin [mm] 70 80 90
Min. member thickness hmm , [mm] 100 120 140
Sceil-it A4-BZ2 anchor
lntended Use Annex B2Installation parameters
Table 2: Anchor dimensions
T0
European technical assessment ETA-1 410081 Page 7 of 1511 4/04120 1 4English translation prepared by CSTB
Table 4: Characteristic values for tension loads in case of static and quasi static loadingfor design design method A acc. ETAGOOI, Annex C~ ____________________
MB M1O M12
Steel failure
Char. resistance NRk,S [kN] 19,1 30,9 49,6
Partial safety factor YMs~ [] 1,5
Pullout failure NRk,P ‘PC x N°RkP
Char. resistance ~‘, cracked N°Rkp [kN] 2,0 6,0 12,0concrete C20/25 non-crackeci N°Rkp [kN] 6,0 12,0 16,0
Partial safety factor 1) 2)
for cracked or non-cracked concrete ~Mp [] 1 ,8
concrete C30/37 [-1 1,06Increasing factor~ M concrete C40/50 ‘Pc [-] 1,1 11or «RK
concrete C50/60 [-] 1,14
Concrete cone failure and spiitting failure
Effective embedment depth hef [mm] 45 60 70
Partial safety factor 1) 2)
for craked or non-cracked concrete YMC=YMsp 1 ,8
concrete C30/37 [-] 1,06Increasing factor concrete C40/50 ‘P~ [-] 1,1 1for NRK
concrete C50/60 [-] 1,14
concrete cone failure Scr,N [mm] 135 180 210Char. spacing
splitting failure SCrsp [mm] 200 290 420
Char. edge concrete conefailure CCrN [mm] 67,5 90 105distance splitting failure ccr,sp [mm] 100 145 210
1) In absence ofother national regulations2) The value contains an installation safety factor Y2= 1.2
Sceil-it A4-BZ2 anchor
Design according to ETAGOOI, Annei~i Annex ClCharacteristic resistance under tension loads
European technical assessment ETA-1 410081English translation prepared by CSTB
Page8of15~ 14I04l2014
Table 5: Characteristic values for shear loads in case of static and quasi static loading fordesign design method A acc. ETAGOOI, Annex C~
MB M1O M12
Steel failure without lever arm
Char. resistance VRk,S [kN] 10,8 17,1 24,9
Partial safetyfactor YMs~ [~] 1,25
Char. bending resistance M°Rk,S [Nm] 22,1 44,1 77,3
Partial safety factor [-] 1,25
Concrete pry-out failure
Factor in equation (5.6) cf ETAG k [-J 1 0 2 0 2 0Annex C, § 5.2.3.3
Partial safety factor YMc~ [-] 1 ,5
Concrete edge failure
Effective length of anchor under [mm] 45 60 70shear loading
Outside diameter cf anchor dnom [mm] 8 10 12
Partial safety factor YMc1~ [-J 1,51) In absence of other national regulations
Sceli-it A4-BZ2 anchor
. . AnnexC2Design accordrng to ETAGOOI, Annex C~Characteristic resistance under shear loads
Steel failure with lever arm
European technical assessment ETA-1 41008 1English translation prepared by CSTB
Page9of 151 14104I2014
Table 6: Characteristic tension resistance in cracked and non-cracked concrete under fireexposure for design method A acc. ETAGOOI, Annex C~
M8 M1O M12
Steel failure
R30 NRkS,fl [kN] 0,7 1,5 2,5
Characteristic resistance R60 NRk,S,fl [kN] 0,6 1,2 2,1R90 NRk,S,fl [kN] 0,4 0,9 1,7
R120 NRkSfl [kN] 0,4 0,8 1,3
Pullout failure (cracked and non-cra~
Char. resistance in concrete ≥ C20/25
ked concrete)
R30 NRk,P,fl
R60 NRkP,fl
R90 NRk,P,fl
R120 NRk,P,fl
[kN]
[kN]
[kN]
[kN]
0,5
0,5
0,5
0,4
1,
1,
5
5
1,5
1,2
3,0
3,0
3,0
2,4
Concrete cone and spiitting failure2> (cracked and non-cracked concrete)
R30 N°Rk,~,fi [kN] 2,4 5,0 7,4
R60N°Rk~n [kN] 2,4 5,0 7,4Char. resistance in concrete ≥ C20/25
R90 N°Rk,~,fl [kN] 2,4 5,0 7,4
R120 N°Rk~fl [kN] 2,0 4,0 5,9
Characteristic spacing SCr,N,fi [mm] 180 240 280
Characteristic edge distance CCr,Nfl [mm] 90 120 140
1) Design under fire exposure is performed according to the design method given in TR 020. Under fire exposure
usually cracked concrete is assumed. The design equations are given in TR 020, Section 2.2.1.
2) As a rule, spiitting failure can be neglected when cracked concrete and reinforcement is assumed.
TR 020 covers design for fire exposure from one side. For fire attack from more than one sidethe edge distance must be increased to Cmjn≥ 300 mm and ≥ 2 hef.
SceN-it A4-BZ2 anchor
• AnnexC3Design according to ETAGOOI, Annex C~Characteristic tension resistance under fire exposure
European technical assessment ETA-1 41008 1English translation prepared by CSTB
Pageloofl5j 1410412014
Table 7: Characteristic shear resistance in cracked and non-cracked concrete under fireexposure for design method A acc. IETAGOOI, Annex C~
M8 P4110 M12
Steel failure with lever arm
R30 M°RkSfl [Nm] 0,75 1,9 3,9
R60 M°RkSfi [Nm] 0,60 1,5 3,3Characteristic bending moment
R90 M°RkSfl [Nm] 0,45 1,2 2,6
R120 M°RkSfl [Nm] 0,37 1,0 2,1
Concrete pry-out failure
Factor in equation (5.6) of k [-] 1 0 2 0 2 0ETAG Annex C, § 5.2.3.3
R30 VRkCP,fi [kN] 2,4 10,0 14,8
R60 VRk cp,fl [kN] 2,4 10,0 14,8Characteristic resistance
R90 VRk Cpfl [kN] 2,4 10,0 14,8
RI2OVRkCp,fl [kN] 2,0 8,0 11,8
Concrete edge failure
Eff. Iength of anchor under shear [mm] 45 60 70loading
Outside diameter of anchor dnom [mm] 8 10 121) Design under fire exposure is performed according to the design method given in TR 020. Under fire exposure
usually cracked concrete is assumed. The design equations are given in TR 020, Section 2.2.2.
TR 020 covers design for fire exposure from one side. For fire attack from more than one side theedge distance must be increased to Cmjn ≥ 300 mm and ≥ 2 he~.
Sceil-it A4-BZ2 anchor
Design according to ETAGOOI, Annex C~ Annex C4Characteristic shear resistance under fire exposure
Steel failure without lever arm
R30 VRkSfl [kN] 0,7 1 ,5 2,5
Characteristic resistance R60 VRk,S,fl [kN] 0,6 1,2 2,1R90 VRkSfl [kN] 0,4 0,9 1,7
RI20 VRk,~fl [kN] 0,4 0,8 1,3
European technical assessment ETA-1 4/008 1English translation prepared by CSTB
Page 11 of 1511410412014
Table 8: Characteristic values for tension loads in case of static and quasi static loadingfor design design method A acc. _____________
M8 M1O M12
~ÈN7i~~a2-4
Steel failure
Char. resistance NRk,S [kN] 19,1 30,9 49,6
Partial safety factor ~Ms1~ [~] 1,5
Pullout failure NRk,P = ‘PC X N°Rk,p
Char. resistance in cracked N°Rkp [kN] 2,0 6,0 12,0concrete C20/25 non-cracked N°Rk~ [kN] 6,0 12,0 16,0
Partial safety factor,, 1) 1 82)
for cracked or non-cracked concrete fMp .1
concrete C30137 [-] 1,06Increasing factor forRI concrete C40/50 [-] I , 1 1“RK,p
concrete C50/60 [-] 1,14
Concrete cone failure and spiitting failure
Effective embedment depth hef [mm] 45 60 70
Factor for cracked concrete kcr 7,2
Factor for non cracked concrete ~ 10,1
Partial safety factor yMc=YMsp1~ 1,82)
concrete cone failure SCrN [mm] 135 180 210Char. spacing
splitting failure SCrsp [mm] 200 290 420
concrete cone failure ccrN [mm] 67,5 90 105Char. edge distance
splitting failure CCr,sp [mm] 100 145 2101> In absence of other national regulations2) The value contains an installation safety factor y~= 1.2
CENITS 1992-4
Sceli-it A4-BZ2 anchor
Annex C5Design according toCharacteristic resistance under tension loads
European technical assessment ETA-1 41008 1English translation prepared by CSTB
Page 12 of 1511410412014
Table 9: Characteristic values for shear loads in case of static and quasi static loading fordesign design method A acc.
MB M1O M12
Steel failure without lever arm
Char. resistance VRkS [kN] 10,8 17,1 24,9
Factor considering ductility k2 [-J 0,8
Partial safety factor YMs~ [~] 1 ,25
5teel failure with lever arm
~ ar. bendina moment M°RkS [Nm] 22,1 44,1 77,3
I safety factor YMs~ [~J 1 25
Concrete pry-out failure
Factor in equation (16) of k 1 0 2 0 2 0CEN TS 1992-4-4, § 6.2.2.3 [-JPartial safetyfactor yMc1~ [-] 1,5
Concrete edge failure
Effective length of anchor under If [mm] 45 60 70shear loading
Outside diameter 0f anchor dnom [mm] 8 10 12
Partial safetyfactor [] 1,51) In absence of other national regulations
Sceil-it A4-BZ2 anchor
Annex CGDesign accord ing to______________Characteristic resistance under shear loads
CENIÏS 1992-4
European technical assessment ETA-1 41008 1English translation prepared by CSTB
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Table 10: Characteristic tension resistance in cracked and non-cracked concrete underfire exposure for design method A acc.
M8 M10 M12
Steel failure
R30 NRkSfi [kN] 0,7 1,5 2,5
R60 NRkSfl [kN] 0,6 1 ,2 2,1Characteristic resistance R90 NRkSfl [kN] 0,4 0,9 1,7
R120 NRk,S,fl [kN] 0,4 0,8 1,3
Pullout failure (cracked and non-cra
Char. resistance in concrete ≥ C20/25
ked concrete)
R30 NRkP,fi
R60 NRk,Pfl
R90 NRkPfl
R120 NRkPfl
[kN]
[kN]
[kN]
[kN]
0,5
0,5
0,5
0,4
1,5
1,
1,
5
5
1,2
3,0
3,0
3,0
2,4
Concrete cone and sphtting failure2> (cracked and non-cracked concrete)
R30 N°Rk~n [kN] 2 4 5 0 7 4
R6ON°RkCfi [kN] 2,4 5,0 7,4Char resistance in concrete ≥ C20/25
R90 N°Rk~fl [kN] 2 4 5,0 7 4
R120N°Rk~fl [kN] 2,0 4,0 5,9
Characteristic spacing SCr,Nfl [mm] 180 240 280
Characteristic edge distance CCrNfl [mm] 90 120 140
1) Design under fire exposure is performed according to the design method given in TR 020. Under fire exposure
usually cracked concrete is assumed. The design equations are given in TR 020, Section 2.2.1.
2) As a rule, spiitting failure can be neglected when cracked concrete and reinforcement is assumed.
TR 020 covers design for fire exposure from one side. For fire attack from more than one sidethe edge distance must be increased to Cmjn≥ 300 mm and ≥ 2 hef.
Sceli-it A4-BZ2 anchor
Design according to Annex C7Characteristic tension resistance under fire exposure
CENITS 1992-4
European technical assessment ETA-1 41008 1English translation prepared by CSTB
Page 140f 1511410412014
Table 11: Characteristic shear resistance in cracked and non-cracked concrete under fireexposure for design method A acc.
M8 P1110 P4112
Steel failure without lever arm
R30 VRkSfl [kN] 0,7 1 ,5 2,5
Characteristic resistance R60 VRk,S,fl [kN] 0,6 1 ,2 2,1R9OVRk,Sfi [kN] 0,4 0,9 1,7
Rl2OVRk~fi [kNj 0,4 0,8 1,3
Steel failure with lever ami
Characteristic bending moment
R30 M°Rk,s,fl
R60 M°Rk,S,fl
R90 M°Rk,S,fi
R120 M°RkSfi
[Nm]
[Nm]
[Nm]
[Nm]
Concrete pry-out failure
Factor in equation (16) ofCEN TS 1992-4-4, § 6~2.2~3
Characteristic resistance
k3
R30 VRk cp fi
R60 VRk cp fi
R90 VRk cp fi
R120 VRkcP,fl
[—1
[kN]
[kN]
[kN]
[kN]
Concrete edge failure
Eff. length of anchor under shear [mm] 45 60 70load!ng
Outside diameter of anchor dnom [mm] 8 10 121) Design under fire exposure is performed according to the design method given in TR 020. Under fire exposure
usually cracked concrete is assumed. The design equations are given in TR 020, Section 2.2.2.
TR 020 covers design for fire exposure from one side. For fire attack from more than one side theedge distance must be increased to cmjn ≥ 300 mm and ≥ 2 hef.
0,75
0,60
0,45
0,37
1,0
2,4
2,4
2,4
2,0
1,9
1,5
1,2
1,0
2,0
10,0
10,0
10,0
8,0
3,9
3,3
2,6
2,1
2,0
14,8
14,8
14,8
11,8
CENITS 1992-4
Sceli-it A4-BZ2 anchor
Annex C8Design according toCharacteristic shear resistance under fire exposure
European technical assessment ETA-1 410081 Page 15 of 1511 4/04/20 1 4English translation prepared by CSTB
Table 12: Displacements under tension loading
MB M1O M12
Tension Ioad in non-cracked concrete C20125
• 8N0 [mm/(N/mm2)j 0,5 0,3 0,2Dispiacement
~N°° {mm/(N/mm2)J 1,7 0,7 0,4
Tension load in non-cracked concrete C50160
. ~NO [mm/(N/mm2)] 0,4 0,2 0,1Dispiacement
6N°° [mm/(N/mm2)] 1 ,7 0,7 0,4
Tension Ioad in cracked concrete C20!25
. 8N0 [mm/(N/mm2)] 0,6 0,5 0,4Dispiacement
~N°° {mm/(N/mm2)] 1,7 0,7 0,4
Tension Ioad in cracked concrete C50160
. 6N0 [mm/(N/mm2)j 0,1 0,1 0,1Dispiacement
8N00 [mm/(N/mm2)] 1,7 0,7 0,4
Table 14: Dis placements under shear loads
MB M1O M12
Shear load in cracked and non-crackedconcrete C20125 to C50160
3vo [mm/(N/mm2)] 0,4 0,3 0,2Dispiacement
~voo [mm/(N/mm2)] 0,6 0,5 0,3
Additional dispiacement due to anular gap between anchor and fixture is to be taken into account.
Sceil-it A4-BZ2 anchor
Annex C9DesignDispiacements