fixanker w-fa/s · w-faz/s applications. 247 w-fa/s basic loading data (for a single anchor) mean...

FIXANKER W-FAZ/S

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W-FAZ/S

Description Authority/ Laboratory

Guideline for Assessment

No./date of issue

European Technical Approval

DIBt, Berlin ETAG 001-T2 ETA-99/0011 / 2013-05-30

ICC-ES Evaluation Report ICC AC 193 ESR-2461 / 2012-09-01

Fire resistance DIBt, Berlin TR 020 ETA-99/0011 / 2013-05-30

Sprinkler systems VdS VdS CEA 4001: 2010-11 (04) 2012-03-27

Galvanized (5 microns): M8 – M27

Approved for: Concrete C20/25 to C50/60, cracked

Suitable for:Concrete C12/15, Natural stone with dense structure

Benefits: • All the many approvals guarantee its reliable function for all applications even in cracked and non-cracked concrete. • The optimized unit of cone bolt and expansion sleeve avoids concrete spalling at smallest edge distances too.• Thelengthidentifieronthefrontendofthebolt facilitates the inspection of correct installation.• Themultitudeoftypesoffersthemosteconomic anchor for all applications in any case. In particular the one with the big washer is mainly used in timber construction.

Approvals and Certificates

W-FAZ/S

Applications

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Basic loading data (for a single anchor)

Mean ultimate resistance

All data in this section applies to: • Correct setting (See installation instruction).• Noedgedistanceandspacinginfluence.• Basematerialthickness,asspecifiedinthetable.• Anchormaterial,asspecifiedinthetables.

• Concrete C 20/25, fck,cube = 25 N/mm², Concrete C 50/60, fck,cube = 60 N/mm².

Anchor type: W-FAZ/S

Thread size M8 M10 M12 M16 M20 M24 M27

Effectiveanchoragedepth hef [mm] 46 60 70 85 100 115 125

Non-cracked concrete

Tensile ≥ C25/30 Nu,m [kN] 14.6 21.3 34.1 44.9 60.2 99.1 92.8

Shear ≥C25/30 Vu,m [kN] 16.4 24.2 38.4 65.1 89.0 131.8 181.7

Cracked concrete

Tensile ≥C25/30 Nu,m [kN] 10.5 14.9 28.1 35.5 54.3 79.8 80.0

Shear ≥C25/30 Vu,m [kN] 16.4 24.2 38.4 65.1 89.0 131.8 181.7

Characteristic resistance





Tensile C20/25 NRk [kN] 12.0 16.0 25.0 35.0 50.5 62.3 70.6

C50/60 NRk [kN] 16.0 24.8 38.8 54.3 78.3 96.5 109.4

Shear ≥C20/25 VRk [kN] 15.0 22.0 30.0 60.0 69.0 124.6 141.2

Cracked concrete

Tensile C20/25 NRk [kN] 5.0 9.0 16.0 25.0 36.1 44.5 50.4

C50/60 NRk [kN] 7.8 14.0 24.8 38.8 55.9 69.0 78.1

Shear ≥C20/25 VRk [kN] 15.0 22.0 30.0 56.5 72.1 89.0 100.8

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Tensile C20/25 Nrec [kN] 5.7 7.6 11.9 16.7 24.0 29.7 33.6

C50/60 Nrec [kN] 7.5 11.8 18.5 25.8 37.3 46.0 52.1

Shear ≥C20/25 Vrec [kN] 8.6 12.6 17.1 34.3 37.1 59.3 67.2

Cracked concrete

Tensile C20/25 Nrec [kN] 2.4 4.3 7.6 11.9 17.2 21.2 24.0

C50/60 Nrec [kN] 3.7 6.6 11.8 18.5 26.6 32.8 37.2

Shear ≥C20/25 Vrec [kN] 8.6 12.6 17.1 26.9 34.4 42.4 48.01) Material safety factor yM and safety factor for action y L = 1.4 are included. The material safety factor depends on the failure mode.




Tensile ≥ C20/25 NRd [kN] 8.0 10.7 16.7 23.3 33.7 41.5 47.1

≥C50/60 NRd [kN] 10.5 16.5 25.8 36.2 52.2 64.4 72.9

Shear ≥C20/25 VRd [kN] 12.0 17.6 24.0 48.0 51.9 83.0 94.1

Cracked concrete

Tensile ≥C20/25 NRd [kN] 3.3 6.0 10.7 16.7 24.0 29.7 33.6

≥C50/60 NRd [kN] 5.2 9.3 16.5 25.8 37.3 46.0 52.1

Shear ≥C20/25 VRd [kN] 12.0 17.6 24.0 37.7 48.1 59.3 67.2

Design resistance


Recommended / Allowable loads 1)


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Design Method (simplified)

Simplified version of the design method according ETAG 001-2010, Annex C. Design resistance according data given in ETA-99/0011, issue 2013-05-30:• Influenceofconcretestrength.• Influenceofedgedistance.• Influenceofspacing.• Validforagroupofanchors.(Theinfluencingfactorsmustthenbeconsideredforeachedgedistanceandspacing. The calculated design loads are on the save side. They will be lower than the exact values according ETAG 001, Annex C. To avoid this, it is recommended to use the anchor design software of Würth).• Thedesignmethodisbasedonthefollowingsimplification:Nodifferentloadsareactingonindividualanchors (no eccentricity).

Design steel resistance of a single anchor



hef [mm] 46 60 70 85 100 115 125

NRd,s [kN] 10.5 17.6 26.7 40.0 53.8 84.0 130.7

Design pull-out resistance of a single anchor



hef [mm] 46 60 70 85 100 115 125


N0Rd,p [kN] 8.0 10.7 16.7 23.3 33.7 41.5 47.1

Cracked concrete

N0Rd,p [kN] 3.3 6.0 10.7 16.7 24.0 29.7 33.6

The decisive design resistance in tension is the lowest value of the following failure modes:

Steel failure:

Pull out and Pull through failure:

Concrete cone failure:

Concrete splitting failure:

Tension loading

FIXANKER W-FAZ/S

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Design concrete cone resistance and splitting resistance of a single anchor

Concrete cone failure:

Concrete splitting failure:

Noverificationofsplittingisrequiredifatleastoneoftheconditionsisfulfilled:a) The edge distance in all directions is for single fasteners and for fastener groups and the member depth is in both cases.b) The characteristic resistance for concrete cone failure and pull-out failure is calculated for cracked concrete and reinforcement resists the splitting forces and limits the crack width to .


hef [mm] 46 60 70 85 100 115 125


N0Rd,c [kN] 10.5 15.6 19.7 26.4 33.7 41.5 47.1

N0Rd,sp [kN] 6.0 8.0 13.3 20.0 26.7 41.5 33.3

Cracked concrete

N0Rd,c [kN] 7.5 11.2 14.1 18.8 24.0 29.7 33.6


Basic design concrete cone resistance of a single anchor

Influence of concrete strength

1) strength at 28days of 150mm diameter by 300mm cylinders.2) strength at 28days of 150mm cubes.

Concrete strength classes(EN 206:2000)

C12/15 C16/20 C20/25 C25/30 C30/37 C35/45 C40/50 C45/55 C50/60

Characteristic compressive strength of concrete determined by testing cylinders1)

fck,cyl[N/mm2] 12 16 20 25 30 35 40 45 50

Characteristic compressive strength of concrete determined by testing cube2)

fck,cube[N/mm2] 15 20 25 30 37 45 50 55 60

Influencingfactor fb,N[-] 0.77 0.89 1.00 1.10 1.22 1.34 1.41 1.48 1.55

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Concrete cone failure

Characteristic edge distance ccr,N and spacing scr,N


hef [mm] 46 60 70 85 100 115 125

scr,N [mm] 138.0 180.0 210.0 255.0 300.0 345.0 375.0

ccr,N [mm] 69.0 90.0 105.0 127.5 150.0 172.5 187.5


Concrete cone failure - Influence of spacing

Number of

fixingper

direction

s/scr,N1) 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 ≥1.0

2 fsx, fsy0.55 0.58 0.60 0.63 0.65 0.68 0.70 0.73 0.75 0.78 0.80 0.83 0.85 0.88 0.90 0.93 0.95 0.98 1.00

3 fsx, fsy0.40 0.43 0.47 0.50 0.53 0.57 0.60 0.63 0.67 0.70 0.73 0.77 0.80 0.83 0.87 0.90 0.93 0.97 1.00

4 fsx, fsy0.33 0.36 0.40 0.44 0.48 0.51 0.55 0.59 0.63 0.66 0.70 0.74 0.78 0.81 0.85 0.89 0.93 0.96 1.00

5 fsx, fsy0.28 0.32 0.36 0.40 0.44 0.48 0.52 0.56 0.60 0.64 0.68 0.72 0.76 0.80 0.84 0.88 0.92 0.96 1.00

Concrete cone failure - Influence of edge distance

Concrete splitting failure

Characteristic edge distance ccr,sp and spacing scr,sp


hef [mm] 46 60 70 85 100 115 125

scr,sp [mm] 138.0 180.0 210.0 255.0 300.0 345.0 375.0

ccr,sp [mm] 69.0 90.0 105.0 127.5 150.0 172.5 187.5

hmin [mm] 100 120 140 170 200 230 250

Anchor type: W-FAZ/S/S

1)Choosealwaysthelowestvalueofthespacings,whentherearedifferentspacingsinonerow.

c/ccr,N0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 ≥1.0

fcx,10.73 0.75 0.76 0.78 0.79 0.81 0.82 0.84 0.85 0.87 0.88 0.90 0.91 0.93 0.94 0.96 0.97 0.99 1.00

fcx,2 0.55 0.58 0.60 0.63 0.65 0.68 0.70 0.73 0.75 0.78 0.80 0.83 0.85 0.88 0.90 0.93 0.95 0.98 1.00fcy

;

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W-FAZ/S

Concrete splitting failure - Influence of spacing

Number of

fixingper

direction

s/scr,sp1) 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 ≥1.0

2 fsx,sp, fsy,sp0.55 0.58 0.60 0.63 0.65 0.68 0.70 0.73 0.75 0.78 0.80 0.83 0.85 0.88 0.90 0.93 0.95 0.98 1.00

3 fsx,sp, fsy,sp0.40 0.43 0.47 0.50 0.53 0.57 0.60 0.63 0.67 0.70 0.73 0.77 0.80 0.83 0.87 0.90 0.93 0.97 1.00

4 fsx,sp, fsy,sp0.33 0.36 0.40 0.44 0.48 0.51 0.55 0.59 0.63 0.66 0.70 0.74 0.78 0.81 0.85 0.89 0.93 0.96 1.00

5 fsx,sp, fsy,sp0.28 0.32 0.36 0.40 0.44 0.48 0.52 0.56 0.60 0.64 0.68 0.72 0.76 0.80 0.84 0.88 0.92 0.96 1.00

1)Choosealwaysthelowestvalueofthespacings,whentherearedifferentspacingsinonerow.

Concrete splitting failure - Influence of edge distance

Concrete splitting failure - Influence of concrete member thickness

h/hmin1.00 1.10 1.20 1.30 1.40 1.50 1.60 1.70 1.80 1.90 2.00 2.10 2.20 2.30 2.40 2.50 2.60 2.70 2.80 ≥2.90

fh 1.00 1.07 1.13 1.19 1.25 1.31 1.37 1.42 1.48 1.53 1.59 1.64 1.69 1.74 1.79 1.84 1.89 1.94 1.99 2.00

c/ccr,sp 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 ≥1.0

fcx,1, sp0.73 0.75 0.76 0.78 0.79 0.81 0.82 0.84 0.85 0.87 0.88 0.90 0.91 0.93 0.94 0.96 0.97 0.99 1.00

fcx,2, sp 0.55 0.58 0.60 0.63 0.65 0.68 0.70 0.73 0.75 0.78 0.80 0.83 0.85 0.88 0.90 0.93 0.95 0.98 1.00fcy, sp

;

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The decisive design resistance in shear is the lowest value of the following failure modes:

Steel failure:

Concrete pry-out failure:

Concrete edge failure:

Shear loading



hef [mm] 46 60 70 85 100 115 125

VRd,s [kN] 12.0 17.6 24.0 48.0 51.9 91.2 135.5

Design steel resistance of a single anchor



hef [mm] 46 60 70 85 100 115 125

k [-] 2 2 2 2 2 2 2

Design concrete pry-out resistance of a single anchor

Design concrete edge resistance

Verificationofconcreteedgefailuremaybeomittedforsinglefastenersandgroupswithanedgedistanceinalldirections . For anchorages with more than one edge, the resistance for all edges shall be calculated.Thesmallestvalueshouldbeusedintheverification.

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Basic design concrete edge resistance of a single anchor

Thread size

M8 M10 M12 M16 M20 M24 M27

hef [mm] 46 60 70 85 100 115 125Edge distance c1 V0

Rd,c

[mm] [kN]non-cracked

cracked non-cracked

cracked non-cracked

cracked non-cracked

cracked non-cracked

cracked non-cracked

cracked non-cracked

cracked

40 2.4

45 2.8 3.0

50 4.5 3.2 4.9 3.5

55 5.1 3.6 5.6 3.9

60 5.8 4.1 6.2 4.4 4.7 5.2

65 6.4 4.6 6.9 4.9 5.2 5.7

70 7.1 5.0 7.7 5.4 5.7 6.3

75 7.8 5.5 8.4 5.9 8.9 6.3 6.9

80 8.5 6.0 9.2 6.5 9.7 6.8 10.5 7.4

85 9.3 6.6 9.9 7.0 10.5 7.4 11.4 8.1

90 10.0 7.1 10.7 7.6 11.3 8.0 12.2 8.7

95 10.8 7.7 11.5 8.2 12.1 8.6 13.1 9.3 10.0

100 11.6 8.2 12.4 8.8 13.0 9.2 14.1 10.0 10.7 16.1 11.4

110 13.2 9.4 14.1 10.0 14.8 10.5 15.9 11.3 12.1 18.1 12.8

120 14.9 10.6 15.9 11.2 16.6 11.8 17.9 12.7 13.5 20.2 14.3

130 16.7 11.8 17.7 12.5 18.5 13.1 19.9 14.1 21.2 15.0 22.4 15.9

140 18.5 13.1 19.6 13.9 20.5 14.5 21.9 15.5 23.3 16.5 24.7 17.5

150 20.4 14.5 21.6 15.3 22.5 15.9 24.1 17.0 25.5 18.1 27.0 19.1

160 22.3 15.8 23.6 16.7 24.6 17.4 26.2 18.6 27.8 19.7 29.3 20.8

170 24.3 17.2 25.6 18.2 26.7 18.9 28.5 20.2 30.1 21.3 31.7 22.5

180 26.4 18.7 27.8 19.7 28.9 20.5 30.7 21.8 32.5 23.0 34.2 24.2 24.9 24.9

190 28.4 20.1 29.9 21.2 31.1 22.0 33.1 23.4 34.9 24.7 36.7 26.0 26.7 26.7

200 30.6 21.7 32.1 22.8 33.4 23.6 35.4 25.1 37.4 26.5 39.3 27.8 28.5 28.5

250 41.9 29.7 43.9 31.1 45.5 32.2 48.0 34.0 50.5 35.7 52.8 37.4 38.3 38.3

300 54.3 38.5 56.7 40.2 58.6 41.5 61.7 43.7 64.6 45.8 67.4 47.7 48.7 48.7

350 67.6 47.9 70.5 49.9 72.7 51.5 76.3 54.1 79.7 56.5 83.0 58.8 59.9 59.9

400 81.8 58.0 85.1 60.3 87.7 62.1 91.8 65.1 95.7 67.8 99.4 70.4 71.8 71.8

450 96.8 68.6 100.6 71.2 103.5 73.3 108.2 76.6 112.6 79.8 116.8 82.7 84.2 84.2

500 116.8 82.7 120.1 85.0 125.3 88.8 130.3 92.3 134.9 95.6 97.2 97.2

550 133.8 94.8 137.4 97.3 143.2 101.5 148.7 105.3 153.8 108.9 110.7 110.7

600 151.5 107.3 155.4 110.1 161.8 114.6 167.8 118.8 173.4 122.8 124.7 124.7

650 174.1 123.4 181.1 128.3 187.6 132.9 193.7 137.2 139.3 139.3

700 193.5 137.1 201.1 142.4 208.0 147.4 214.6 152.0 154.3 154.3

750 221.6 157.0 229.1 162.3 236.2 167.3 169.7 169.7

800 242.8 172.0 250.8 177.7 258.4 183.0 185.6 185.6

850 264.5 187.4 273.1 193.4 281.2 199.2 201.9 201.9

900 286.8 203.2 296.0 209.6 304.5 215.7 218.6 218.6

950 309.7 219.4 319.4 226.2 328.4 232.6 235.7 235.7

1000 343.3 243.2 352.9 250.0 253.2 253.2

1100 392.8 278.2 403.4 285.7 289.2 289.2

1200 444.2 314.7 455.9 322.9 326.7 326.7

1300 510.3 361.4 365.6 365.6

1400 566.5 401.3 405.8 405.8

1500 447.2 447.2

1600 489.8 489.8


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Influence of concrete strength

Concrete strength classes(EN 206:2000)

C12/15 C16/20 C20/25 C25/30 C30/37 C35/45 C40/50 C45/55 C50/60

Characteristic compressive strength of concrete determined by testing cylinders1)

fck,cyl[N/mm2] 12 16 20 25 30 35 40 45 50

Characteristic compressive strength of concrete determined by testing cube2)

fck,cube[N/mm2] 15 20 25 30 37 45 50 55 60

Influencingfactor fb,V[-] 0.77 0.89 1.00 1.10 1.22 1.34 1.41 1.48 1.55

1) strength at 28days of 150mm diameter by 300mm cylinders.2) strength at 28days of 150mm cubes.

Influence of load direction

α1) 0 10 20 30 40 50 60 70 80 90

fα,V 1.00 1.01 1.05 1.13 1.24 1.40 1.64 1.97 2.32 2.501) For α≥90°thecomponentoftheshearloadactingawayfromtheedgemaybeneglectedandtheverificationmay be done with component acting parallel to the edge only.

Influence of spacing

In groups loaded perpendicular to the edge only two adjacent anchors closest and parallel to the edge carry the load. Thesmallestspacingshouldbeusedfortheverification.

s/c11) 0.50 0.60 0.70 0.80 0.90 1.00 1.20 1.40 1.60 1.80 2.00 2.20 2.40 2.60 2.80 3.00

fs,V 1.17 1.20 1.23 1.27 1.30 1.33 1.40 1.47 1.53 1.60 1.67 1.73 1.80 1.87 1.93 2.001)Choosealwaysthelowestvalueofthespacings,whentherearedifferentspacingsintherowclosesttotheedge.

Influence of edge distance

c2/c11) 1.00 1.10 1.20 1.30 1.40 1.50

fc,V 0.75 0.80 0.85 0.90 0.95 1.001) Distance to the second edge: c1≤c2.

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Influence of concrete member thickness

h/c1 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 ≥1.50

fh,V 0.26 0.37 0.45 0.52 0.58 0.63 0.68 0.73 0.77 0.82 0.86 0.89 0.93 0.97 1.00

Tension

Shear

Combined tension and shear

Structural Verification

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Installation instruction

Installation Control

Never use damaged tools. See permissible tolerances of the drill bit’s cutting edges referring to the code of practice „Characteristic values, requirementsandtestsformasonrydrillbits with carbide cutting edges which are used for drilling holes in which concrete anchors are installed“.

Drill the hole with a hammer drill. Drill bit diameter and its working length are determined by the diameter and depth of the drill hole of the selected anchor. (see table anchor characteristics).Positioning of drill holes without damaging the reinforcement.

The edge distances and spacing has to be provided without minus tolerances.

Clean the bore hole from the bottom until the return air straem is without dust.

Drive the anchor with some hammer impacts or with the machine setting tool into the drill hole. Anchor installation ensuringthespecifiedembedmentdepth.

Thethicknessoffixtureshouldnot be greater than the maximum usefulfixturethicknessmarkedontheanchor or given on the label of each package.

Applytherequiredtorquemomentusingacalibratedtorquewrench.(see table anchor characteristics for the torquemoment)

If it is not possible to apply the requiredtorquemomenttheanchorcan not be used.


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Effectiveanchoragedepth

hef [mm] 46 60 70 85 100 115 125

Nominal drill hole diameter

d0 [mm] 8 10 12 16 20 24 27

Drill depth h0/h1 [mm] 60 75 90 110 125 145 160

Drill hole depth for throughfixing td [mm] td = h1 + tfix

Clearance-holeinfixtureto be attached df [mm] 9 12 14 18 22 26 30

Wrench size SW [mm] 13 17 19 24 30 36 41

Requiredtorque Tinst [Nm] 20 25 45 90 160 200 300

Min. thickness of concrete member hmin [mm] 100 120 140 170 200 230 250


Minimum spacing smin [mm] 40 45 60 65 90 100 125

for c≥ [mm] 80 70 120 120 180 180 300

Minimum edge distances cmin [mm] 50 50 75 80 130 100 180

for s≥ [mm] 100 100 150 150 240 220 540

Cracked concrete

Minimum spacing smin [mm] 40 45 60 60 95 100 125

for c≥ [mm] 70 70 100 100 150 180 300

Minimum edge distances cmin [mm] 40 45 60 60 95 100 180

for s≥ [mm] 80 90 140 180 200 220 540

Anchor characteristics


of European technical approval ETA-99/0010 of 15 May 2013 English translation prepared by DIBt

Z43748.13 8.06.01-477/12

h1

hef1)

1) Thicknessoffixturetfix

Concrete

h≥hmin2)

tfix1)

d f

Tinst

d 0

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Mechanical characteristics



Effectiveanchoragedepth

hef [mm] 46 60 70 85 100 115 125

Governing cross section

Stressed cross section As [mm²] 21.2 36.3 52.8 91.6 153.9 156.7 244.8

Section Modulus W [mm³] 13.8 30.9 54.1 123.7 269.4 276.7 540.2

Yield strength fy [N/mm²] 580 580 580 520 420 640 640

Tensile strength fu [N/mm²] 740 740 740 650 560 800 800

Stressed cross section of threaded part

Stressed cross section As [mm²] 36.6 58.0 84.3 156.7 244.8 352.5 459.0

Section Modulus W [mm³] 31.2 62.3 109.2 276.7 540.2 933.5 1387.0

Yield strength fy [N/mm²] 504 504 504 504 420 640 640

Tensile strength fu [N/mm²] 630 630 630 630 560 800 800

Design bending moment M0Rd,s [Nm] 18.4 37.6 65.6 167.2 272.9 718.4 1065

Designation Material

Steel, zinc plated ≥ 5μm

Conical bolt M8 to M20:Cold formed or machined steel, Cone plastic coatedM24 and M27:Threaded bolt, steel property class 8.8, EN ISO 898-1Threaded cone, steel property class 8, EN ISO 898-2

Expansion sleeve M8 to M20:Steel, EN 10088,Material 1.4301 or 1.4401M24 and M27:Steel EN 10139

Hexagon nut Property class 8 EN ISO 898-2Galvanised

Washer EN ISO 7089,EN ISO 7093 or EN ISO 7094

Steel, galvanised

Material specification


fixanker w-fa/s · w-faz/s applications. 247 w-fa/s basic loading data (for a single anchor) mean...

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