high-performance anchor w-haz/s(en 206:2000) c12/15 c16/20 c20/25 c25/30 c30/37 c35/45 c40/50 c45/55...

HIGH-PERFORMANCE ANCHOR W-HAZ/S

Benefits:• Europ

274

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Description Authority/ Laboratory

Guideline for Assessment

No./date of issue

European Technical Approval

DIBt, Berlin ETAG 001-T2 ETA-02/0031 / 2013-03-26

ICC-ES Evaluation Report ICC AC 193 ESR-3173 / 2013-11-01

Fire resistance DIBt, Berlin TR 020 ETA-02/0031 / 2013-03-26

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

Galvanized (5 microns): M6 - M20

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

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

Benefits: • The bolt is attuned to the sleeve to make this anchor a reliable specialist for highest shear load demands.• Variousheadtypesallowtidyfinishesandavoidrisk of injury when using for machine bases.• The optimized combination of expansion sleeve and cone bolt allow smallest spacing and thus small cost-efficientanchorplates.

Approvals and Certificates

W-HAZ-B/S

Applications

Galvanized (5 microns): M6 - M20

W-HAZ-S/S

Galvanized (5 microns): M6 – M12

W-HAZ-SK/S

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Basic loading data (for a single anchor)

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.

Mean ultimate resistance

Anchor type: W-HAZ/S

Thread size 10/M6 12/M8 15/M10 18/M12 24/M16 24/M16L 28/M20

Effectiveanchoragedepth hef [mm] 50 60 71 80 100 115 125

Non-cracked concrete

Tensile C25/30 Nu,m [kN] 16.1 27.1 31.6 37.2 68.8 99.1 92.8

ShearB

≥C20/25 Vu,m [kN]18.0 28.3 42.0 71.3 106.0 106.0 151.4

S and SK 19.0 33.4 58.6 83.7 143.7 143.7 198.5

Cracked concrete

Tensile C25/30 Nu,m [kN] 16.1 21.1 32.8 42.5 60.8 79.8 80.0

ShearB

≥C20/25 Vu,m [kN]18.0 28.3 42.0 71.3 106.0 106.0 151.4

S and SK 19.0 33.4 58.6 83.7 143.7 143.7 198.5

Characteristic resistance





Tensile C20/25 NRk [kN] 16.0 20.0 30.0 35.0 50.0 62.3 70.6

C50/60 NRk [kN] 16.0 29.0 46.0 54.3 77.5 96.5 109.4

ShearB

≥C20/25 VRk [kN]16.0 25.0 36.0 72.3 101.0 91.0 141.2

S and SK 18.0 30.0 48.0 72.3 101.0 124.6 141.2

Cracked concrete

Tensile C20/25 NRk [kN] 5.0 12.0 16.0 25.0 36.0 44.0 50.0

C50/60 NRk [kN] 7.8 18.6 24.8 38.8 55.8 68.2 77.5

ShearB

≥C20/25 VRk [kN]16.0 25.0 43.2 51.6 72.1 89.0 100.8

S and SK 18.0 33.5 43.2 51.6 72.1 89.0 100.8


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Design resistance





Tensile C20/25 NRd [kN] 10.7 13.3 20.0 23.3 33.3 41.5 47.1

C50/60 NRd [kN] 10.7 19.3 30.7 36.2 51.7 64.4 72.9

ShearB

≥C20/25 VRd [kN]12.8 20.0 28.8 48.2 67.3 72.8 94.1

S and SK 14.4 24.0 38.4 48.2 67.3 83.0 94.1

Cracked concrete

Tensile C20/25 NRd [kN] 3.3 8.0 10.7 16.7 24.0 29.3 33.3

C50/60 NRd [kN] 5.2 12.4 16.5 25.8 37.2 45.5 51.7

ShearB

≥C20/25 VRd [kN]12.8 20.0 28.8 34.4 48.1 59.3 67.2

S and SK 14.4 22.4 28.8 34.4 48.1 59.3 67.2

Recommended / Allowable loads 1)





Tensile C20/25 Nrec [kN] 7.6 9.5 14.3 16.7 23.8 29.7 33.6

C50/60 Nrec [kN] 7.6 13.8 21.9 25.8 36.9 46.0 52.1

ShearB

≥C20/25 Vrec [kN]9.1 14.3 20.6 34.4 48.1 52.0 67.2

S and SK 10.3 17.1 27.4 34.4 48.1 59.3 67.2

Cracked concrete

Tensile C20/25 Nrec [kN] 2.4 5.7 7.6 11.9 17.1 21.0 23.8

C50/60 Nrec [kN] 3.7 8.9 11.8 18.5 26.6 32.5 36.9

ShearB

≥C20/25 Vrec [kN]9.1 14.3 20.6 24.6 34.4 42.4 48.0

S and SK 10.3 16.0 20.6 24.6 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.

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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-02/0031, issue 2013-03-26:• Influenceofconcretestrength.• Influenceofedgedistance.• Influenceofspacing.• Validforagroupofanchors.(Theinfluencingfactorsmustthenbeconsideredforeachedgedistanceandspacing. The calculated design loads are then 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).

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

Design steel resistance of a single anchor



hef [mm] 50 60 71 80 100 115 125

NRd,s [kN] 10.7 19.3 30.7 44.7 84.0 84.0 130.7

Design pull-out resistance of a single anchor



hef [mm] 50 60 71 80 100 115 125


N0Rd,p [kN] 12.0 13.3 20.0 23.3 33.3 52.0 48.0

Cracked concrete

N0Rd,p [kN] 3.3 8.0 10.7 16.7 24.0 29.3 33.3


Benefits:• Europ

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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] 50 60 71 80 100 115 125


N0Rd.c [kN] 11.9 15.6 20.1 24.1 33.7 41.5 47.1

N0Rd.sp [kN] 8.0 10.7 16.7 20.0 26.7 46.7 33.3

Cracked concrete

N0Rd.c [kN] 8.5 11.2 14.4 17.2 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,V [-] 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] 50 60 71 80 100 115 125

scr,N [mm] 150.0 180.0 213.0 240.0 300.0 345.0 375.0

ccr,N [mm] 75.0 90.0 106.5 120.0 150.0 172.5 187.5


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, fsy 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 1.00

3 fsx, fsy 0.40 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, fsy 0.33 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, fsy 0.28 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] 50 60 71 80 100 115 125

scr,sp [mm] 150.0 180.0 213.0 240.0 300.0 345.0 375.0

ccr,sp [mm] 75.0 90.0 106.5 120.0 150.0 172.5 187.5

hmin [mm] 100 120 140 160 200 230 250


1)Choosealwaysthelowestvalueofthespacings.whentherearedifferentspacingsinonerow.

c/ccr,N 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 0.73 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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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,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 1.00

3 fsx,sp, fsy,sp 0.40 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,sp 0.33 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,sp 0.28 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/hmin 1.00 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, sp 0.73 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


Design steel resistance of a single anchor


hef [mm] 50 60 71 80 100 115 125

BVRd,s [kN]

12.8 20.0 28.8 50.4 72.8 72.8 97.6

S and SK 14.4 24 38.4 58.4 100.8 100.8 120

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.


hef [mm] 50 60 71 80 100 115 125

k [-] 1,8 2 2 2 2 2 2



Benefits:• Europ

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Basic design concrete edge resistance of a single anchor

Thread size

10/M6 12/M8 15/M106 18/M12 24/M16 24/M16L 28/M20

hef [mm] 50 60 71 80 100 115 125Edge distance c1 V

0Rd,c

[mm] [kN]non-cracked

cracked non-cracked

cracked non-cracked

cracked non-cracked

cracked non-cracked

cracked non-cracked

cracked non-cracked

cracked

50 4.5 3.2

55 5.1 3.6

60 5.8 4.1 6.2 4.4

65 6.4 4.5 6.9 4.9

70 7.1 5.0 7.6 5.4 8.1 5.7

75 7.8 5.5 8.3 5.9 8.9 6.3

80 8.5 6.0 9.1 6.4 9.6 6.8 10.2 7.2

85 9.3 6.6 9.8 7.0 10.5 7.4 11.0 7.8

90 10.0 7.1 10.6 7.5 11.3 8.0 11.9 8.4

95 10.8 7.7 11.5 8.1 12.1 8.6 12.7 9.0

100 11.6 8.2 12.3 8.7 13.0 9.2 13.6 9.7 14.9 10.6 15.4 10.9

110 13.3 9.4 14.0 9.9 14.8 10.5 15.5 11.0 16.9 12.0 17.4 12.3

120 15.0 10.6 15.8 11.2 16.6 11.8 17.4 12.3 18.9 13.4 19.5 13.8

130 16.7 11.9 17.6 12.5 18.5 13.1 19.4 13.7 21.0 14.9 21.6 15.3

140 18.6 13.2 19.5 13.8 20.5 14.5 21.4 15.1 23.2 16.4 23.8 16.8

150 20.5 14.5 21.5 15.2 22.5 16.0 23.5 16.6 25.4 18.0 26.0 18.4

160 22.4 15.9 23.5 16.6 24.6 17.4 25.6 18.1 27.6 19.6 28.3 20.1

170 24.4 17.3 25.5 18.1 26.7 18.9 27.8 19.7 29.9 21.2 30.7 21.7

180 26.4 18.7 27.6 19.6 28.9 20.5 30.1 21.3 32.3 22.9 33.1 23.5 34.6 24.5

190 28.5 20.2 29.8 21.1 31.2 22.1 32.4 22.9 34.7 24.6 35.6 25.2 37.1 26.3

200 30.7 21.7 32.0 22.7 33.5 23.7 34.7 24.6 37.2 26.4 38.1 27.0 39.7 28.1

250 42.1 29.8 43.8 31.0 45.6 32.3 47.2 33.4 50.3 35.6 51.4 36.4 53.4 37.8

300 54.5 38.6 56.6 40.1 58.8 41.6 60.7 43.0 64.4 45.6 65.7 46.5 68.1 48.2

350 67.9 48.1 70.3 49.8 72.9 51.6 75.1 53.2 79.5 56.3 81.1 57.4 83.8 59.4

400 82.2 58.2 85.0 60.2 88.0 62.3 90.5 64.1 95.6 67.7 97.3 68.9 100.5 71.2

450 97.3 68.9 100.5 71.2 103.8 73.6 106.8 75.6 112.4 79.7 114.4 81.0 118.0 83.6

500 113.2 80.2 116.7 82.7 120.5 85.4 123.8 87.7 130.1 92.2 132.3 93.7 136.3 96.5

550 133.7 94.7 137.9 97.7 141.5 100.2 148.6 105.2 151.0 106.9 155.3 110.0

600 151.4 107.3 156.0 110.5 160.0 113.3 167.7 118.8 170.3 120.6 175.1 124.0

650 174.8 123.8 179.1 126.9 187.5 132.8 190.4 134.9 195.6 138.5

700 194.3 137.6 198.9 140.9 208.0 147.4 211.1 149.5 216.7 153.5

750 219.4 155.4 229.2 162.3 232.5 164.7 238.5 168.9

800 240.4 170.3 250.9 177.7 254.4 180.2 260.9 184.8

850 273.2 193.5 277.0 196.2 283.8 201.1

900 296.1 209.8 300.1 212.6 307.4 217.7

950 319.6 226.4 323.8 229.4 331.5 234.8

1000 343.6 243.4 348.1 246.5 356.2 252.3

1100 398.1 282.0 407.1 288.3

1200 460.0 325.8


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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„Characteristicvalues,require-ments and tests for masonry drill bits 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 into the drill hole. Anchorinstallationensuringthespecifiedembedment depth.

Thethicknessoffixtureshouldnotbegreater than the maximum useful fixturethicknessmarkedontheanchor or given on the label of each package.

Applicationoftherequiredtorquemomentusingacalibratedtorquewrench.(see table anchor characteristics for the torquemoment).

If it is not possible to apply thenecessarytorquemomenttheanchorcan not be used.



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Anchor characteristics



Effective anchorage depth

hef [mm] 50 60 71 80 100 115 125

Nominal drill hole diameter d0 [mm] 10 12 15 18 24 24 28

Drill depth h0 / h1 [mm] 65 80 95 105 130 145 160

Drill hole depth forthroughfixing td [mm] td = h1 + tfix

Clearance-hole infixturetobeattached

df [mm] 12 14 17 20 26 26 31

Wrench size B and S SW [mm] 10 13 17 19 24 24 30

Internal Hex size SK SWHEX [mm] 4 5 6 8

RequiredtorqueB and S

Tinst [Nm]15 30 50 80 160 160 280

SK 10 25 55 70

Thickness of fixture

B and Smin tfix [mm] 0 0 0 0 0 0 0

max tfix [mm] 200 200 200 250 300 300 300

SKmin tfix [mm] 8/4

1) 10/51) 14/61) 18/71)

max tfix [mm] 200 200 200 250

Thickness of Countersunk washer

SK tsk [mm] 4 5 6 7

Min. thickness of concrete member hmin [mm] 100 120 140 160 200 230 250

Minimum spacing smin [mm] 50 60 70 80 100 100 125

for c > [mm] 80 100 120 160 180 180 300

Minimum edge distances cmin [mm] 50 60 70 80 100 100 180

for s > [mm] 100 120 175 200 220 220 5401) Depending on the existing shear load: full shear load/no shear load

tfix

tsk

∅d0

hhef tfix

Marking ofsetting depth

d f

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Mechanical characteristics



Effective anchorage depth

hef [mm] 50 60 71 80 100 115 125

Governing cross section (bolt and screw)

Stressed cross section As [mm²] 20.1 36.6 58 84.3 157 157 244.8

Section Modulus W [mm³] 12.7 31.2 62.3 109 277 277 541

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

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

Design bending moment M0Rd,s [Nm] 9.6 24.0 48.0 84.0 212.8 212.8 415.2

Designation Material

Steel, zinc plated ≥ 5μm, EN ISO 4042

Threaded bolt Steel, Strenght class 8.8,EN ISO 898-1

Washer Steel,EN 10139

Distance sleeve Precision steel tubes,DIN 2394 / 2393

Ring Polyethylene

Expansion sleeve Steel,DIN 10139

Threaded cone Steel, Strenght class 8,EN ISO 898-2

Hexagon nut Steel, Strenght class 8,EN ISO 898-2

Hexagon head screw Steel, Strenght class 8.8,EN ISO 898-1

Countersunk screw Steel, Strenght class 8.8,EN ISO 898-1

Countersunk washer Steel,EN 10083-2

Material specification of W-HAZ/S


high-performance anchor w-haz/s(en 206:2000) c12/15 c16/20 c20/25 c25/30 c30/37 c35/45 c40/50 c45/55...

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