wit-pe 500 with rebar - wurth.fi · simplified version of the design method according etag 001, tr...

WIT-PE 500 WITH REBAR

Benefits:• Europ

94

WIT-PE 500 R

Description Authority/ Laboratory

Guideline for Assessment

No./date of issue

European Technical Approval DIBt, Berlin ETAG 001-T5 ETA-09/0040 / 2013-06-14European Technical Approval DIBt, Berlin TR 023 / EC 2 ETA-07/0313 / 2013-05-30ICC-ES Evaluation Report ICC AC 308 ESR-2538 / 2012-05-01Fire resistance MPA Braunschweig TR 020 3302/252/08-N13/2009-01-07Test Report LEED eurofins Leed 2009 EQ c4.1 G15982K / 2012-10-30VOC Emissions Test report eurofins DEVL 1101903D, DEVL 1104875A 2013-03-13NSF International NSF International NSF/ANSI Standard61 2013-11-13

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

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

Approvals and Certificates

WIT-PE 500

Applications

∅8 - ∅40

Benefits: • The prolonged gelling/working time allows convenient adjustment at higher temperature and with large embedment depth.• Its many approvals guarantees optimized load capacities for threaded rods and rebar.• Its specially developed chemical composition allows a reliable installation in underwater conditions and when filled in diamond cored drill holes.• The low shrinkage of the mortar broadens the application spectrum in addition for big diameter fastener elements.

385 mlArt.no.:

0903480001

585 mlArt.no.:

0903480003

1400 mlArt.no.:

0903480002

95

WIT

-PE 5

00 R

Basic loading data (for a single anchor)

All data in this section applies to: • Correct setting (See setting instruction).• No edge distance and spacing influence.• Base material thickness, as specified in the table.• Embedment depth, as specified in the table.• Anchor material, as specified in the tables, steel grade BST 500 S, B500B.

• Concrete C 20/25, fck,cube = 25 N/mm², Concrete C 50/60, fck,cube = 60 N/mm². • Temperate range I (min. base material temperature -40°C, max. long term/short term base material temperature: +24°C/40°C).• Dry or wet conditions of drill hole, hammer drilling.• Installation temperature range +5°C to +40°C.

Characteristic resistance

Anchor type: WIT-PE 500 R

Rebar size Ø8 Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø32 Ø40

Effective anchorage depth hef,typ [mm] 80 90 110 125 125 170 210 270 300 360

Non-cracked concrete

Tensile C20/25 NRk [kN] 28.1 39.6 53.9 70.6 70.6 111.9 153.7 224.0 262.4 344.9

C50/60 NRk [kN] 31.0 43.5 59.3 77.6 77.6 123.1 169.0 246.5 288.6 379.4

Shear ≥ C20/25 VRk [kN] 13.8 21.6 31.1 42.3 55.3 86.4 135.0 169.3 221.2 345.6

Cracked concrete

Tensile C20/25 NRk [kN] 31.1 38.5 40.8 64.1 87.1 126.0 165.9

C50/60 NRk [kN] 34.2 42.3 44.9 70.5 95.8 138.6 182.5

Shear ≥ C20/25 VRk [kN] 31.1 42.3 55.3 86.4 135.0 169.3 221.2

Design resistance





Tensile C20/25 NRd [kN] 15.6 22.0 29.9 39.2 39.2 53.3 73.2 106.7 125.0 164.3

C50/60 NRd [kN] 17.2 24.2 32.9 43.1 43.1 58.6 80.5 117.4 137.5 180.7

Shear ≥ C20/25 VRd [kN] 9.2 14.4 20.7 28.2 36.9 57.6 90.0 112.9 147.4 230.4

Cracked concrete

Tensile C20/25 NRd [kN] 17.3 21.4 22.7 30.5 41.5 60.0 79.0

C50/60 NRd [kN] 19.0 23.5 25.0 33.6 45.6 66.0 86.9

Shear ≥ C20/25 VRd [kN] 20.7 28.2 36.9 57.6 90.0 112.9 147.4


Benefits:• Europ

96

WIT-PE 500 R

Recommended / Allowable loads1)





Tensile C20/25 Nrec [kN] 11.2 15.7 21.4 28.0 28.0 38.1 52.3 76.2 89.3 117.3

C50/60 Nrec [kN] 12.3 17.3 23.5 30.8 30.8 41.9 57.5 83.8 98.2 129.1

Shear ≥ C20/25 Vrec [kN] 6.6 10.3 14.8 20.2 26.3 41.1 64.3 80.6 105.3 164.6

Cracked concrete

Tensile C20/25 Nrec [kN] 12.3 15.3 16.2 21.8 29.6 42.8 56.4

C50/60 Nrec [kN] 13.6 16.8 17.8 24.0 32.6 47.1 62.1

Shear ≥ C20/25 Vrec [kN] 14.8 20.2 26.3 41.1 64.3 80.6 105.31) Material safety factor yM and safety factor for action y L = 1.4 are included. The material safety factor depends on the failure mode.

97

WIT

-PE 5

00 R

Design Method (simplified)

Simplified version of the design method according ETAG 001, TR 029. Design resistance according data given in ETA-09/0040, issue 2013-06-14:• Influence of concrete strength.• Influence of edge distance.• Influence of spacing.• Valid for a group of anchors. (The influencing factors must then be considered for each edge distance and spacing. 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).• The design method is based on the following simplification: No different loads are acting on individual anchors (no eccentricity). • Temperate range I (min. base material temperature -40°C, max. long term/short term base material temperature: +24°C/40°C).• Dry or wet conditions of drill hole, hammer drilling.• Installation temperature range +5°C to +40°C.• ∅40 not part of ETA, data based on in-house testing according to guideline.

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

Steel failure:

Combined Pull out and concrete cone failure:

Concrete cone failure:

Concrete splitting failure:

Tension loading

Design steel resistance of a single anchor


Code Rebar grade

Rebar size

Ø8 Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø32 Ø40

BS4449:1997460A NRd,s [kN] 17.4 27.1 39.0 53.1 69.4 108.4 169.4 212.4 277.4 433.7

460B NRd,s [kN] 17.8 27.9 40.1 54.6 71.3 111.5 174.2 218.5 285.4 445.9

DIN1045-1:2008:08/ DIN 488-1:2009:08 /DIN EN 1992-1-1: 2011-01

BST 500 S,B500B

NRd,s [kN] 19.7 30.9 44.4 60.5 79.0 123.4 192.8 241.9 316.0 493.7


Benefits:• Europ

98

WIT-PE 500 R

Design combined pull-out and concrete cone resistance of a single anchor



hef,typ [mm] 80 90 110 125 125 170 210 270 300 360


N0Rd,p [kN] 15.6 22.0 29.9 39.7 41.9 61.0 82.9 120.0 158.0 172.3

Cracked concrete

N0Rd,p [kN] 17.3 21.4 22.7 30.5 41.5 60.0 79.0

Basic design combined pull-out and 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

Influencing factor fb,N[-] 0.77 0.89 1.00 1.02 1.04 1.06 1.08 1.09 1.10

Influence of embedment depth

Consider the approved range of embedment according to the table “anchor characteristics”.

99

WIT

-PE 5

00 R

Characteristic edge distance ccr,p and spacing scr,p



hef,typ [mm] 80 90 110 125 125 170 210 270 300 360

scr,p [mm] 194 242 277 323 360 438 526 575 681 826

ccr,p [mm] 97 121 139 162 180 219 263 287 341 413

Concrete cone failure - Influence of spacing

Number of

fixing per

direction

s/scr,p1) 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,p, fsy,p0.55 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,p, fsy,p0.40 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,p, fsy,p0.33 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,p, fsy,p0.28 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) Choose always the lowest value of the spacing s, when there are different spacings in one row.

Concrete cone failure - Influence of edge distance

c/ccr,p0.10 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,p0.73 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,p 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,p

Design concrete cone resistance and splitting resistance of a single anchor

Concrete cone failure:

Concrete splitting failure:

No verification of splitting is required if at least one of the conditions is fulfilled: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 .

;


Benefits:• Europ

100

WIT-PE 500 R

Basic design concrete cone resistance of a single anchor



hef,typ [mm] 80 90 110 125 125 170 210 270 300 360


N0Rd,c [kN] 20.1 24.0 32.4 39.2 39.2 53.3 73.2 106.7 125.0 164.3

Cracked concrete

N0Rd,c [kN] 14.3 17.1 23.1 28.0 28.0 38.1 52.3 76.2 89.3 117.3



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


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


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

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



Consider the approved range of embedment depth according to the table “anchor characteristics”.

101

WIT

-PE 5

00 R

Characteristic edge distance ccr,N and spacing scr,N


Concrete cone failure


hef,typ [mm] 80 90 110 125 125 170 210 270 300 360

scr,N [mm] 240 270 330 375 375 510 630 810 900 1080

ccr,N [mm] 120 135 165 188 188 255 315 405 450 540

Above characteristic spacing and edge distances are given for the typical effective anchorage depth. Calculating for smaller depths is leading to conservative load capacities. For calculation with bigger depths use the following: and .

Concrete cone failure - Influence of spacing

Number of

fixing per

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

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,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


Benefits:• Europ

102

WIT-PE 500 R

Concrete splitting failure

Characteristic edge distance ccr,sp and spacing scr,sp


hef,typ [mm] 80 90 110 125 125 170 210 270 300 360

scr,sp [mm] 360 420 528 600 600 816 1008 1296 1440 1728

ccr,sp [mm] 180 210 264 300 300 408 504 648 720 864

hmin [mm] 110 120 134 153 157 210 258 324 364 440

Above characteristic spacing and edge distances are given for the typical effective anchorage depth. Calculating for smaller depths is leading to conservative load capacities. For calculation with bigger depths use the following:

and

and according to the table „anchor characteristics“.

Concrete splitting failure - Influence of spacing

Number of

fixing per

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


Concrete splitting failure - Influence of edge distance

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


103

WIT

-PE 5

00 R

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

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

Code Rebar grade

Rebar size

Ø8 Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø32 Ø40

BS4449:1997460A VRd,s [kN] 8.1 12.6 18.2 24.8 32.4 50.6 79.0 99.1 129.5 202.3

460B VRd,s [kN] 8.3 13.0 18.7 25.5 33.3 52.0 81.3 102.0 133.2 208.1

DIN1045-1:2008:08 /DIN 488-1:2009:08 /DIN EN 1992-1-1: 2011-01

BST 500 S,B500B

VRd,s [kN] 9.2 14.4 20.7 28.2 36.9 57.6 90.0 112.9 147.4 230.4

Design concrete pry-out resistance of a single anchor


hef,typ [mm] 80 90 110 125 125 170 210 270 300 360

k [-] 2 2 2 2 2 2 2 2 2 2




Benefits:• Europ

104

WIT-PE 500 R

Design concrete edge resistance

Verification of concrete edge failure may be omitted for single fasteners and groups with an edge distance in all directions . For anchorages with more than one edge, the resistance for all edges shall be calculated. The smallest value should be used in the verification.

Basic design concrete edge resistance of a single anchor




V0Rd,c [kN] 5.2 7.5 10.1 13.1 16.4 24.3 36.3 42.3 50.5 68.0

Cracked concrete

V0Rd,c [kN] 3.7 5.3 7.1 9.2 11.6 17.1 25.6 29.7 35.5 47.8



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


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


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

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



hef /d 4 5 6 7 8 9 10 11 ≥ 12

fhef,V 0.87 0.91 0.94 0.97 1.00 1.02 1.05 1.07 1.08

Influence of edge distance c1

c1 /d 4 8 12 15 20 30 40 50 60 100 150 200

fc1,V 0.47 1.19 2.05 2.76 4.05 6.96 10.22 13.76 17.54 34.66 59.52 87.35

105

WIT

-PE 5

00 R

Influence of load direction

α1) 0 10 20 30 40 50 60 70 80 90

fα,V 1.00 1.01 1.05 1.11 1.20 1.34 1.51 1.72 1.92 2.00

1) For α ≥ 90° the component of the shear load acting away from the edge may be neglected and the verification may 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. The smallest spacing should be used for the verification.

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) Choose always the lowest value of the spacing s, when there are different spacings in the row closest to the edge.

Influence of second 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.

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


Benefits:• Europ

106

WIT-PE 500 R

Tension

Shear

Combined tension and shear

Structural Verification

107

WIT

-PE 5

00 R

Service temperature

Temperature range Base material temperature

Maximum long term base material temperature

Maximum short term base material temperature

Temperature range I -40 °C to +40 °C +24 °C +40 °C

Temperature range II -40 °C to +60 °C +43 °C +60 °C

Temperature range III -40 °C to +72 °C +43 °C +72 ° C


Design bond strength according to ETA-09/0040 / dry and wet concrete / hammer drilling

Temperature range I τRd,ucr [N/mm2] 7.8 7.8 7.2 7.2 6.7 5.7 5.2 5.2 5.2 3.8

Temperature range II τRd,ucr [N/mm2] 4.7 4.7 4.4 4.4 4.2 3.3 3.3 3.1 3.1 2.1

Temperature range III τRd,ucr [N/mm2] 4.2 4.2 4.2 3.9 3.9 3.1 2.9 2.9 2.9 1.9

Design bond strength according to ETA-09/0040 / flooded concrete / hammer drilling

Temperature range I τRd,ucr [N/mm2] 6.7 6.2 5.2 4.8 4.5 4.0 3.6 3.3 2.9

Temperature range II τRd,ucr [N/mm2] 4.0 4.0 3.8 3.8 3.6 3.3 2.9 2.6 2.4

Temperature range III τRd,ucr [N/mm2] 3.6 3.6 3.6 3.3 3.3 2.9 2.6 2.4 2.1

Design bond strength according to ETA-11/0398 / dry and wet concrete / diamond drilling

Temperature range I τRd,ucr [N/mm2] 7.3 5.6 5.6 5.6 5.3 5.0

Temperature range II τRd,ucr [N/mm2] 4.7 3.6 3.6 3.3 3.3 3.1

Temperature range III τRd,ucr [N/mm2] 4.0 3.3 3.3 3.1 2.8 2.8

Design bond strength according to ETA-11/0398 / flooded concrete / diamond drilling

Temperature range I τRd,ucr [N/mm2] 6.0 5.6 5.6 5.3 5.3 4.7

Temperature range II τRd,ucr [N/mm2] 3.7 3.6 3.6 3.3 3.3 3.1

Temperature range III τRd,ucr [N/mm2] 3.3 3.3 3.1 3.1 2.8 2.8



Design bond strength for different use categories


Design bond strength according to ETA-09/0040 / dry and wet concrete / hammer drilling

Temperature range I τRd,cr [N/mm2] 4.2 3.9 3.6 2.9 2.6 2.6 2.6

Temperature range II τRd,cr [N/mm2] 2.5 2.2 2.2 1.7 1.7 1.7 1.7

Temperature range III τRd,cr [N/mm2] 2.2 1.9 1.9 1.4 1.4 1.4 1.4

Design bond strength according to ETA-09/0040 / flooded concrete / hammer drilling

Temperature range I τRd,cr [N/mm2] 3.6 3.1 2.9 2.4 2.1 1.9 1.9

Temperature range II τRd,cr [N/mm2] 2.1 1.9 1.9 1.7 1.7 1.7 1.4

Temperature range III τRd,cr [N/mm2] 1.9 1.9 1.9 1.4 1.4 1.4 1.4

Cracked concrete


Benefits:• Europ

108

WIT-PE 500 R


Reduction factor strength according to ETA-09/0040 / dry and wet concrete / hammer drilling

Temperature range I fτ.red 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Temperature range II fτ.red 0.61 0.61 0.62 0.62 0.63 0.58 0.64 0.59 0.59 0.56

Temperature range III fτ.red 0.54 0.54 0.58 0.54 0.58 0.54 0.55 0.55 0.55 0.50

Reduction factor according to ETA-09/0040 / flooded concrete / hammer drilling

Temperature range I fτ.red 0.86 0.80 0.73 0.66 0.68 0.71 0.68 0.64 0.55

Temperature range II fτ.red 0.52 0.52 0.53 0.53 0.54 0.58 0.55 0.50 0.45

Temperature range III fτ.red 0.46 0.46 0.49 0.46 0.50 0.50 0.50 0.45 0.41

Reduction factor according to ETA-11/0398 / dry and wet concrete / diamond drilling

Temperature range I fτ.red 1.20 1.00 1.00 1.05 1.23 1.17

Temperature range II fτ.red 0.76 0.65 0.65 0.63 0.78 0.71

Temperature range III fτ.red 0.65 0.60 0.60 0.58 0.65 0.65

Reduction factor according to ETA-11/0398 / flooded concrete / diamond drilling

Temperature range I fτ.red 0.98 1.00 1.00 1.00 1.23 1.10

Temperature range II fτ.red 0.60 0.65 0.65 0.63 0.78 0.71

Temperature range III fτ.red 0.55 0.60 0.55 0.58 0.65 0.65



Reduction factor for different use categories


Reduction factor according to ETA-09/0040 / dry and wet concrete / hammer drilling

Temperature range I fτ.red 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Temperature range II fτ.red 0.60 0.57 0.62 0.58 0.64 0.64 0.64

Temperature range III fτ.red 0.53 0.50 0.54 0.50 0.55 0.55 0.55

Reduction factor according to ETA-09/0040 / flooded concrete / hammer drilling

Temperature range I fτ.red 0.86 0.80 0.79 0.83 0.82 0.73 0.73

Temperature range II fτ.red 0.51 0.49 0.53 0.58 0.64 0.64 0.55

Temperature range III fτ.red 0.46 0.49 0.53 0.50 0.55 0.55 0.55

Cracked concrete

109

WIT

-PE 5

00 R

Anchor characteristics



Effective anchorage depthhef,min [mm] 60 60 70 75 80 90 100 112 128 160

hef,max [mm] 96 120 144 168 192 240 300 336 384 480

Nominal drill hole diameter d0 [mm] 12 14 16 18 20 24 32 35 40 50

Drill depth h0 / h1 [mm] = hef

Min. thickness of concrete member

hmin [mm] = hef + 30mm ≥ 100mm = hef + 2d0

Minimum spacing smin [mm] 40 50 60 70 80 100 125 140 160 200

Minimum edge distances cmin [mm] 40 50 60 70 80 100 125 140 160 200

hmin

h0

hef

d 0


Benefits:• Europ

110

WIT-PE 500 R

Mechanical characteristics


rebar grade Rebar size Ø8 Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø32 Ø40

Stressed cross section

As [mm²] 50 79 113 154 201 314 491 616 804 1257

Section Modulus W [mm³] 50 98 170 269 402 785 1534 2155 3217 6283

BS4449: 1997

460A

Yield strength fy [N/mm2] 460 460 460 460 460 460 460 460 460 460

Tensile strength fu [N/mm2] 483 483 483 483 483 483 483 483 483 483

Design bending moment

M0Rd,s [Nm] 19 38 66 104 155 303 593 833 1243 2428

460B




M0Rd,s [Nm] 20 39 67 107 160 312 610 857 1279 2497

DIN1045-1: 2008:08 /DIN 488-1: 2009:08 /DIN EN 1992-1-1: 2011-01

BST 500 S,B500B




M0Rd,s [Nm] 22 43 75 119 177 346 675 948 1415 2765

111

WIT

-PE 5

00 R

Material specification of rebar

Abstract of EN 1992-1-1 Annex C, Table C.1, Properties of reinforcement

Product form Bars and de-coild rods

Class B C

Characteristic yield strenght fyk or f0,2k (N/mm2) 400 to 600

Minimum value of k=(ft /fy)k

≥1,08

≥1,15 <1,35

Characteristic strain at maximum force εuk (%) ≥5,0 ≥7,5

Bendability Bend / Rebend test

Maximum deviation from nominal mass (individual bar) (%)

Nominal bar size (mm) ≤8 >8

±6,0 ±4,5

Abstact of EN 1992-1-1 Annex C, Table C.2N, Properties of reinforcement

Product form Bars and de-coild rods

Class B C

Min. value of related rip area fRmin

Nominal diameter of the rebar (mm)

8 to 12 >12

0,040 0,056

Rlb height of the bar shall be in the range: 0,05d ≤ h ≤ 0,07d(d: Nominal diameter of the bar; h: Rlp height of the bar)


Benefits:• Europ

112

WIT-PE 500 R

Properties of adhesive

Property Testing method Results

Stability

UV-resistance (sunlight) resistant

Temperature resistance 72 °C

Water resistancy resistant

Water absorption ASTM D 570 0.109 %

Cleaning agents 1% tenside solution: no effects

Physical properties

Flexural Properties

Flexural strength DIN EN 196-1 after 24 hours: 42 N/mm2

Modulus of Elasticity (Young's Modulus)

UNI EN ISO 178 after 24 hours: 4.11 GPa

Flexural stress at break UNI EN ISO 178 after 24 hours: 86 MPa

Flexural strain at break UNI EN ISO 178 after 24 hours: 2.0 %

Compressive Properties

Compressive strength DIN EN 196-1 after 24 hours: ≥ 120 N/mm2

Compressive strength UNI EN ISO 604after 7 days: 169 MPa

after 2 days: 166 MPa

Modulus of Elasticity ASTM D 695 after 24 hours: 5.97 GPa

Yield stress ASTM D 695 after 24 hours: 5129 GPa

Deformation beyond yield point ASTM D 695 3.6 %

Tensile propertiesTensile strength ASTM D 638 41.7 N/mm2

Elongation at break ASTM D 638 0.74 %

Dynamic Modulus of Elasticity DIN EN 12504-4 after 24 hours: 10.85 GPa

Shrinkage unidirectional UNI 4285 0.0035 mm/mm

Hardness Shore D /15 ISO 868 after 48 hours: 80

Thermal conductivity Modified transient plane source method 0.48 / 0.41 / 0.54 W/mK

Specific contact resistance IEC 93 4.1 x 1015 Ωcm

DC Resistance or Conductance Volume resistance ASTM D 257 1.2 x 1012 Ωm

Density DIN 53479 1.41 ± 0.1 g/cm3

Workability features

Watertightness / Impermeability DIN EN 12390-8 after 72 hours at 5bar: 0mm

Open time (10-20°C) 30 min

Curing time (10-20°C) 10 hours

Shelf life 24 months

For information use only. Values are not to be considered as a specification and do not reflect the performance of the system. The given values are typical values and are subject to change without notice.

113

WIT

-PE 5

00 R

Filling Quantity


Assumed wastage of 15% included.




Filling volume per 10mm embedment depth [ml] 0.80 0.96 1.11 1.27 1.45 2.21 2.70 4.30 5.64 8.77

Working time and curing time

Temperature of Concrete

Gelling - working time Minimum Curing time in dry concrete

Minimum Curing time in wet concrete

5°C bis 9°C 60 min 72 h 142 h

10°C bis 19°C 45 min 45 h 90 h

20°C bis 29°C 30 min 10 h 20 h

30°C bis 39°C 20 min 6 h 12 h

≥ 40°C 12 min 4 h 8 h


Benefits:• Europ

114

WIT-PE 500 R

Installation Control

Choose the right tools. There is a clearly defined set of tools for producing a safe fixture: drilling machine, drill bit, hand-pump, brush, brush diameter gauge. (See table „Accessories“)Check availability of those system tools before starting.

Drill hole to the required embedment depth with a hammer drill set in rotation-hammer mode using an appropriately sized carbide drill bit.(for drill bit diameter and drill hole depth (see table „Anchor characteristics“)

Working length of drill bit must be bigger than the given drill hole depth.

Blow out at least 2x from the back of the bore hole until return air stream is free of noticeable dust. If the back of the bore hole is not reached an extension shall be used. The hand-pump can be used for anchor sizes up to bore hole diameter 20 mm. For bore holes larger than 20 mm or deeper 240 mm, compressed air (min. 6 bar) must be used.

The compressed air without oil.

Brush 2x with the specified brush size by inserting the brush to the back of the hole in a twisting motion and removing it.If the back of the hole is not reached with the brush, a brush extension shall be used.

The brush must produce natural resistance as it enters the drill hole - if not, the brush is too small and must be replaced with the proper brush diameter (use the brush diameter gauge).

or Blow out at least 2x from the back of the bore hole until return air stream is free of noticeable dust. If the back of the bore hole is not reached an extension shall be used. The hand-pump can be used for anchor sizes up to bore hole diameter 20 mm. For bore holes larger than 20 mm or deeper 240 mm, compressed air (min. 6 bar) must be used.

Prior to inserting the anchor rod into the filled bore hole, the position of the embedment depth shall be marked on the anchor rods.

Before use, verify that the anchor element is dry and free of oil and other contaminants.

Installation instruction


115

WIT

-PE 5

00 R

Installation Control

Tightly attach mixing nozzle to cartridge. Place the cartridge into dispensing gun.Do not modify the mixing nozzle.

Only use mixing nozzle and dispensing gun of the system.

Discard initial adhesive. An initial amount of 10cm adhesive has to be discarded.Visual check if resin is evenly in colour.For every working interruption longer than the recommended working time as well as for new cartridges, a new mixing nozzle shall be used.(see table „Working and cure times“)

Inject the adhesive starting at the back of the hole, slowly withdrawing the mixer with each trigger pull.Fill holes approximately 2/3 full, or as required to ensure that the annular gap between the anchor and the concrete is completely filled with adhesive along the embedment length.For embedment larger than 190mm an extension nozzle shall be used. For overhead and horizontal installation in bore holes larger than ∅ 20mm a injection adapter and extension nozzle shall be used.

Marking the mixing nozzle makes it easier to fill every hole with the same volume.

Press the marked anchor element down to the bottom of the hole, turning it slightly while doing so. After inserting the anchor element, excess mortar must emerge from the annular gap.

If these requirements (excess mortar and the embedment depth) are not maintained, the application has to be renewed. For overhead installation fix embedded part (e.g.wedges).

Do not move or load the anchor until the mortar is fully cured. (see table „Working and cure times“)

After required curing time, the anchor element can be loaded.The applied installation torque shall not exceed. (see table „Anchor characteristic“)

Check the max. torque by using a calibrated torque wrench.


Benefits:• Europ

116

WIT-PE 500 R

Accessoires


Hammer Drills

H 36-MAS / H24-MLS (SDS-plus)

BMH 32-XE (SDS-Plus)

BMH 40-XES (SDS-Max)

BMH 45-XE (SDS-Max)

Drill Bits

LONGLIFE QUADRO-L (0648 xxx yyy)

LONGLIFE QUADRO-L (0647 0xx yyy)

QUADRO-S (0647 7xx yyy)




0903 489 099Brush diameter gauge

Brush

0903 489 111

0903 489 101

Brush 0905 489 ...

Brush extension

SDS adapter for machine cleaning


Brush diameter db [mm] 14 16 18 20 22 26 34 37 41.5 52

...008 ...010 ...012 ...014 ...016 ...020 ...025 ... 028

Blow-out (manual)

0903 990 001Blow-out pump (manual)


Brush length lb [mm] 170 200 200 300 300 300 300 300

on demand

117

WIT

-PE 5

00 R

Compressed-air cleaning

Jet nozzle 0903 489 ...

Thread adapter


... 210 ... 214 ... 217 ... 227

0903 489 291 0903 489 292

Hose 0699 903 7 0699 903 13

Injecting

0891 009

0891 017

0891 015

0903 488 101

0903 488 123

0903 488 122

Dispensing gun

Pneumatic dispenser 385 + 585

Pneumatic dispenser 1400

Mixer nozzle

Mixer extension ∅ 10

Mixer extension ∅ 16

Injection adapter (repulsion piston) 0903 488 ...


...008 ...010 ...012 ...014 ...016 ...020 ...025 ...028


Benefits:• Europ

118

WIT-PE 500 R

Chemical resistance

Chemical Agent Concentration Resistant Not ResistantAcetic acid 40 ●Laitance ●Acetone 10 ●Ammonia, aqueous solution 5 ●Aniline 100 ●Beer 100 ●Chlorine all ●Benzol 100 ●Boric Acid, aqueous solution ●Calcium carbonate, suspended in water all ●Calcium chloride, suspended in water ●Calcium hydroxide, suspended in water ●Carbon tetrachloride 100 ●Caustic soda solution 40 ●Citric acid all ●Diesel oil 100 ●Ethyl alcohol, aqueous solution 50 ●Formic acid 100 ●Formaldehyde, aqueous solution 30 ●Freon ●Fuel Oil ●Gasoline (premium grade) 100 ●Glycol (Ethylene glycol) ●Hydrochloric acid (Muriatic Acid) conc. ●Hydrogen peroxide 30 ●Isopropyl alcohol 100 ●Lactic acid all ●Linseed oil 100 ●Lubricating oil 100 ●Magnesium chloride, aqueous solution all ●Methanol 100 ●Motor oil (SAE 20 W-50) 100 ●Nitric acid 10 ●Oleic acid 100 ● ●Perchloroethylene 100 ●Petroleum 100 ●Phenol, aqueous solution 8 ●Phosphoric acid 85 ●Phosphoric acid 10 ●Potash lye (Potassium hydroxide, 10% and 40% solution) ●Potassium carbonate, aqueous solution all ●Potassium chlorite, aqueous solution all ●Potassium nitrate, aqueous solution all ●Sodium carbonate all ●Sodium Chloride, aqueous solution all ●Sodium phosphate, aqueous solution all ●Sodium silicate all ●Sulfuric acid 30 ●Tartaric acid all ●Tetrachloroethylene 100 ●Toluene ●Trichloroethylene 100 ●Turpentine 100 ●

119

WIT

-PE 5

00 R

wit-pe 500 with rebar - wurth.fi · simplified version of the design method according etag 001, tr...

Documents