rothoblaas.wrt.technical data sheets.en

7/27/2019 Rothoblaas.wrt.Technical Data Sheets.en

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FasteningSystems Timber Work

Design Tables WR-T 2010

Basic Values

Sawn Timber C 24 30

Glulam GL 24c 28c 32c 36c

Glulam GL 24h 28h 32h 36h

rk (kg/m3) 350 380 410 430 450

Tension joint, half thread length per member Table 1

WR-T-9xL Rt,u,k

Fastener l lef h at lef

mm mm kN mm rk 350 380 410 430 450

WR-T-9x250 250 125 125 12.4 14.6 17.0 18.7 20.5

WR-T-9x300 300 150 150 14.9 17.5 20.4 22.5 24.6

WR-T-9x350 350 175 175 17.4 20.5 23.8 26.2 28.7

WR-T-9x400 400 200 200 19.8 23.4 27.2 30.0 32.8

WR-T-9x450 450 225 225 22.3 26.3 30.6 33.7 36.9

WR-T-9x500 500 250 250 24.8 29.2 34.0 37.4 41.0

WR-T-13xL Rt,u,k

Fastener l l

ef h at l

ef

mm mm kN mm rk 350 380 410 430 450

WR-T-13x400 400 200 200 25.5 30.0 35.0 38.5 42.1

WR-T-13x500 500 250 250 31.9 37.5 43.7 48.1 52.7R-T-13x600 600 300 300 38.2 45.1 52.4 57.7 63.2 Rax,k x kmod / gM1

R-T-13x700 700 350 350 44.6 52.6 61.2 67.3 73.7 Rt,u,k / gM2

WR-T-13x800 800 400 400 51.0 60.1 69.9 76.9 84.2R-T-13x900 900 450 450 57.3 67.6 78.7 86.5 94.8 gM1 = 1,3

R-T-13x1000 1000 500 500 63.7 75.1 87.4 96.1 105.3 gM2 = 1,25

Shearing connection, half thread length per member Table 2

WR-T-9xL l lef Rt,V,k h at lef

Fastener mm mm kN mm rk 350 380 410 430 450

WR-T-9x250 250 125 95 8.8 10.3 12.0 13.2 14.5WR-T-9x300 300 150 113 10.5 12.4 14.4 15.9 17.4

WR-T-9x350 350 175 131 12.3 14.5 16.8 18.5 20.3

WR-T-9x400 400 200 148 14.0 16.5 19.3 21.2 23.2

WR-T-9x450 450 225 166 15.8 18.6 21.7 23.8 26.1

WR-T-9x500 500 250 184 17.5 20.7 24.1 26.5 29.0

WR-T-13xL l lef Rt,V,k h at lef


WR-T-13x400 400 200 152 18.0 21.2 24.7 27.2 29.8

WR-T-13x500 500 250 188 22.5 26.5 30.9 34.0 37.2R-T-13x600 600 300 223 27.0 31.9 37.1 40.8 44.7 Rax,V,k x kmod / gM1

R-T-13x700 700 350 258 31.5 37.2 43.3 47.6 52.1 Rt,V,k / gM2

WR-T-13x800 800 400 294 36.0 42.5 49.4 54.4 59.6R-T-13x900 900 450 329 40.5 47.8 55.6 61.2 67.0 gM1 = 1,3

R-T-13x1000 1000 500 365 45.0 53.1 61.8 68.0 74.5 gM2 = 1,25

Remarks - Values based on "gutachtlichen Stellungnahme"

670_WT_T_WR_T of Univ.-Prof. Dr.-Ing. H. J. Blass dd 30.06.2009.

- Values valid for connections when fasteren is placed

half-half at each timber member.

- Geometry of connection must comply with according scetch.

- Calculation of design values according to info boxes next to the tables.

- Each connection must contain at least two shear planes.- Capacity of fastener is limited by steel tensile strength.

- All calculations must be verified and signed off by the engineer

in charge of the project before the work is performed.

Technical changes reserved.

for angle to fibre of 45-90°

Rax,k (kN)

Rax,V,k (kN)

for angle to fibre of 45-90°

Rax,k (kN)

Rax,V,k (kN)

Rax,d = min

RV,d = min

25.0

50.0

17.7

35.4

sdo, 25.11.2010 Values WR June 2010_engl.xls; General data sheet 1/5





Basic Values

Sawn Timber C 24 30

Glulam GL 24c 28c 32c 36c

Glulam GL 24h 28h 32h 36h

rk (kg/m3) 350 380 410 430 450

Shearing connection with steel plate dp= 20 mm Table 3

WR-T-9xL l lef Rt,V,k hmin


WR-T-9x250 250 230 170 16.1 19.0 22.1 24.4 26.7

WR-T-9x300 300 280 210 19.6 23.2 27.0 29.7 32.5

WR-T-9x350 350 330 240 23.2 27.3 31.8 34.9 38.3

WR-T-9x400 400 380 280 26.7 31.4 36.6 40.2 44.1

WR-T-9x450 450 430 310 30.2 35.6 41.4 45.5 49.9

WR-T-9x500 500 480 350 33.7 39.7 46.2 50.8 55.7

WR-T-13xL l lef Rt,V,k hmin


WR-T-13x400 400 385 280 34.7 40.9 47.6 52.3 57.3

WR-T-13x500 500 485 350 43.7 51.5 60.0 65.9 72.2R-T-13x600 600 585 420 52.7 62.1 72.3 79.5 87.1 Rax,V,k x kmod / gM1

R-T-13x700 700 685 490 61.7 72.7 84.7 93.1 102.0 Rt,V,k / gM2

WR-T-13x800 800 785 570 70.7 83.4 97.0 106.7 116.9R-T-13x900 900 885 640 79.7 94.0 109.4 120.3 131.8 gM1 = 1,3

R-T-13x1000 1000 985 710 88.7 104.6 121.8 133.9 146.7 gM2 = 1,25

Joining main/secondary purlins, half thread length per member Table 4

WR-T-9xL l lef Rt,V,k h at lef m

Fastener mm mm kN mm mm 350 380 410 430 450

WR-T-9x250 250 125 191 95 17.5 20.7 24.1 26.5 29.0

WR-T-9x300 300 150 226 113 21.0 24.8 28.9 31.8 34.8

WR-T-9x350 350 175 261 131 24.6 28.9 33.7 37.1 40.6

WR-T-9x400 400 200 297 148 28.1 33.1 38.5 42.4 46.4WR-T-9x450 450 225 332 166 31.6 37.2 43.3 47.7 52.2

WR-T-9x500 500 250 368 184 35.1 41.4 48.1 53.0 58.0

18.7 19.1 19.4 19.7 19.9 Minimum spacing (mm)

WR-T-13xL l lef Rt,V,k h at lef m

Fastener mm mm kN mm mm 350 380 410 430 450 a2,c 27 39

WR-T-13x400 400 200 297 148 36.0 42.5 49.4 54.4 59.6 a90 23 33

WR-T-13x500 500 250 368 184 45.0 53.1 61.8 68.0 74.5

WR-T-13x600 600 300 438 219 54.1 63.7 74.2 81.6 89.3 Rax,V,k x kmod / gM1

WR-T-13x700 700 350 509 254 63.1 74.3 86.5 95.2 104.2 Rt,V,k / gM2

WR-T-13x800 800 400 580 290 72.1 85.0 98.9 108.8 119.1 Rki,V,k / gM3

WR-T-13x900 900 450 650 325 81.1 95.6 111.3 122.4 134.0

WR-T-13x1000 1000 500 721 361 90.1 106.2 123.6 136.0 148.9 gM1 = 1,3

48.1 49.0 49.8 50.3 50.8 gM2 = ,

-The main beam must have adequate fork support and be able to withstand torsion. gM3 = 1,1

Shearing connection, half thread length per member Table 5

Fastener

kN kN kN kN kN

WR-T-9xL 6.86 7.57 8.13 8.33 8.52

WR-T-13xL 13.6 15.0 15.6 16.0 16.3


670_WT_T_WR_T of Univ.-Prof. Dr.-Ing. H. J. Blass dd 30.06.2009. RV,k x kmod / gM1

- Values valid for connections when fasteren is placed

half-half at each timber member. gM1 = 1,1

- Geometry of connection must comply with according scetch.

- Calculation of design values according to info boxes next to the tables.- Each connection must contain at least two shear planes.

- Capacity of fastener is limited by steel tensile strength.




Rki,V,k

Rki,V,k

WR-T-

9xL

WR-T-

13xL

Rax,V,k (kN)

RV,k

Rax,V,k (kN)

Rax,V,k (kN)

Rax,V,k (kN)

RV,d =

RV,d = min

RV,d = min

17.7

35.4

35.4

70.7

Setting position:

Fastener head level

with steel plate

sdo, 25.11.2010 Values WR June 2010_engl.xls; General data sheet 2/5





Axial resistance (Tension/Compression) depending on anchoring lengt and fibre angle Table 6

C 24, GL 24c rk = 350 kg/m3

0° 15° 30° 45° 60° 75° 90°

Fastener lef Rt,u,k 0.300 0.533 0.767 1.0 1.0 1.0 1.0

mm kN kN kN kN kN kN kN kN

50 1.49 2.65 3.80100 2.98 5.29 7.61

150 4.47 7.94 11.4

200 5.95 10.6 15.2

250 7.44 13.2 19.0

300 8.93 15.9 22.8

350 10.4 18.5 26.6

400 11.9 21.2 30.4

450 13.4 23.8 34.2

500 14.9 26.5 38.011.9 12.4 12.9 13.3 13.6 13.9 14.2

100 3.82 6.79 9.77

150 5.73 10.2 14.7

200 7.64 13.6 19.5

250 9.56 17.0 24.4

300 11.5 20.4 29.3

350 13.4 23.8 34.2

400 15.3 27.2 39.1450 17.2 30.6 44.0

500 19.1 34.0 48.8

550 21.0 37.4 53.7

600 22.9 40.8 58.6

650 24.8 44.2 63.5

700 26.8 47.6 68.4

750 28.7 51.0 73.3 Resistance on tension:

800 30.6 54.4 78.1 Rax,d = min Rax,k x kmod / gM1

850 32.5 57.8 83.0 Rt,u,k / gM2

900 34.4 61.2 87.9

950 36.3 64.5 92.8 Resistance on compression:

1000 38.2 67.9 97.7 Rax,d = min Rax,k x kmod / gM1

30.7 32.0 33.1 34.0 34.8 35.6 36.2 Rki,k / gM3

C 30, GL 24h, GL 28c rk = 380 kg/m3

gM1 = 1,3

gM2 = 1,25

0° 15° 30° 45° 60° 75° 90° gM3 = 1,1

Fastener lef Rt,u,k 0.300 0.533 0.767 1.0 1.0 1.0 1.0

mm kN kN kN kN kN kN kN kN

50 1.75 3.12 4.48

100 3.51 6.24 8.97

150 5.26 9.36 13.5

200 7.02 12.5 17.9

250 8.77 15.6 22.4

300 10.5 18.7 26.9

350 12.3 21.8 31.4

400 14.0 25.0 35.9

450 15.8 28.1 40.4

500 17.5 31.2 44.8

12.2 12.7 13.1 13.5 13.9 14.1 14.4

100 4.51 8.01 11.5

150 6.76 12.0 17.3

200 9.01 16.0 23.0

250 11.3 20.0 28.8300 13.5 24.0 34.5

350 15.8 28.0 40.3

400 18.0 32.0 46.1

450 20.3 36.0 51.8

500 22.5 40.0 57.6

550 24.8 44.1 63.3

600 27.0 48.1 69.1

650 29.3 52.1 74.8

700 31.5 56.1 80.6

750 33.8 60.1 86.4

800 36.0 64.1 92.1

850 38.3 68.1 97.9

900 40.5 72.1 103.6

950 42.8 76.1 109.4

1000 45.1 80.1 115.1

31.4 32.7 33.7 34.7 35.5 36.2 36.8

Remarks - Values based on "gutachtlichen Stellungnahme" 670_WT_T_WR_T of Univ.-Prof. Dr.-Ing. H. J. Blass dd 30.06.2009.

- Values Rax,k are valid for the relevant anchoring length of the thread.

- Values for other anchoring length and fibre angle may be derived by linear interpolation.

- Calculation of design values according to info boxes next to the tables.

- Each connection must contain at least two shear planes.

- Capacity of fastener is limited by steel tensile strength.

- All calculations must be verified and signed off by the engineer in charge of the project before the work is performed.


105.1

112.6

120.1

Rki,k

127.6

135.2

142.7

150.2

75.1

82.6

90.1

97.6

WR-T-13xL 50.0

15.0

22.5

30.0

37.545.1

52.6

60.1

67.6

46.8

52.6

58.5

Rki,k

Rax,k for fibre angle a

WR-T-9xL 25.0

5.85

11.7

17.5

23.4

29.2

35.1

40.9

114.7

121.0

127.4

Rki,k

89.2

95.6

101.9

108.3

63.7

70.1

76.4

82.8

WR-T-13xL 50.0

12.7

19.1

25.5

31.9

38.2

44.6

51.057.3

39.7

44.7

49.6Rki,k

Rax,k for fibre angle a

WR-T-9xL 25.0

4.969.92

14.9

19.8

24.8

29.8

34.7

0°-90°

0°-90°

Value per Fibre Angle

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0° 15° 30° 45° 60° 75° 90°Fibre Angle

k a x

sdo, 25.11.2010 Values WR June 2010_engl.xls, Rax dep on lef 3/5





Lateral compression reinforcements Table 7

kmod = 0,6 kmod = 0,7 kmod ≥ 0,8

Core-Ø a1 a1,c a2 1) a2,c Rd Rd Rd[mm] [mm] [mm] [mm] [mm] [kN] [kN] [kN]

WR-T-9x250 - 500 5.4 45 45 45 27

WR-T-13x400 27.7 32.3 33.5

WR-T-13x500 - 1000

1) can be reduced by factor f = min a1/vorh a1 , but always a2 ≥ 2.5 · d1

2) load-bearing capacity of thread is decisive (design resistances calculated with gM = 1,3)

buckling resistance is decisive

End supports

Central supports

S235 steel plate Proposed size

min d [mm] = 2,7 Rd [kN]

Rd = design load-bearing capacity of a fastener



- Geometry of reinforcement must comply with according scetch.

- Table is valid for fibre angles α of 90°.

- The fastener heads must all be smoothly flush with the timber surface.

- The fasteners must be inserted exactly perpendicular to the contact surface.

- No intermediate layer may be inserted between the fastener head and the steel plate.

- The load-bearing capacity of the connection is the sum of fastener load-bearing capacities

and the pressure force of the seating which can be absorbed according to DIN 1052: 2004-08.

- Proof of the shearing pressure stress in the plane of the fastener point must always be provided

with lef,2 as shown in the drawing.




13.1

8.5 65 65 65 3933.5

Fastener Fastener arrangement Limit loading for one fastener 2)

minimum spacings and

distancesGL24h, GL28c

steel plate

steel plate

sdo, 25.11.2010 Values WR June 2010_engl.xls; Comp perp grain 4/5




Design Tables WR-T

General Spacing Table 8

WR-T-9xLd

mm no pilot drilling < 420 kg/m3

9 d mm d 0 45 90 d 0 45 90

II to fibre a1 5 45 (3+2cos) 45 40 27 (5+7cos) 108 90 45

L to fibre a2 5 45 3 27 27 27 5 45 45 45

a2, red. 2.5 23

loaded end a1,t (7+5cos) 108 95 63 (10+5cos) 135 122 90

unloaded end a1,c 5 45 7 63 63 63 10 90 90 90

loaded edge a2,t (3+4sin) 27 52 63 (5+5sin) 45 77 90

unloaded edge a2,c 3 27 3 27 27 27 5 45 45 45

WR-T-13xLd

mm no pilot drilling < 420 kg/m3

13 d mm d 0 45 90 d 0 45 90

II to fibre a1 5 65 (3+2cos) 65 57 39 (5+7cos) 156 129 65L to fibre a2 5 65 3 39 39 39 5 65 65 65

a2, red. 2.5 33

loaded end a1,t (7+5cos) 156 137 91 (10+5cos) 195 176 130

unloaded end a1,c 5 65 7 91 91 91 10 130 130 130

loaded edge a2,t (3+4sin) 39 76 91 (5+5sin) 65 111 130

unloaded edge a2,c 3 39 3 39 39 39 5 65 65 65

Spacing for crossed fasteners Table 9

d mm 90 75 60 45 30 15 0

WR-T-9xL a1 5 45 23 26 30 34 38 41 45

9 a2,red 2.5 23 14 14 15 17 19 21 23

a2 5.0 45 23 26 30 34 38 41 45

WR-T-13xL a1 5 65 33 38 43 49 54 60 65

13 a2,red 2.5 33 20 20 22 24 27 30 33

a2 5.0 65 33 38 43 49 54 60 65



- Required minimum thicknesses for each timber member to consider.

- All calculations must be verified and signed off by the engineer in charge

of the project before the work is performed.


2010

Axial a = crossing angle

mm

Shear connections

with pilot drilling

Axial

Shear connections

with pilot drilling

Axial

sdo, 25.11.2010 Values WR June 2010_engl.xls; Spacing 5/5

rothoblaas.wrt.technical data sheets.en

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