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FT Timber Frame Wall Tie
FT–100
Tested Values
Compression
Y m
Tension
Y m
Nail end (as received) (24mm movement)
522 504
756 (nail withdrawal)
1.3
1.15 (buckling of tie)
840
Masonry end
1417
1.15 (buckling of tie – steel failure)
943 (masonry withdrawal)
3
Based on the following criteria the following calculations have been done:
In the following examples a factored windload of 1.65kN/m 2 is suggested
Partial factor for variable action Combined pressure coefficient
1.5 1.1
Peak velocity pressure
= 1.0 kN/m 2 = 1.65 kN/m 2
Applied wind load on gable panel
= 1.5 x 1.1 x 1.0
Failure
Test Result (kN)
Y m
kmod
Result x kmod / Y m (kN)
Compression
0.504 0.756 0.943 1.417
1.15
0.9 0.9 0.9 0.9
0.3944 0.5234 0.2829 1.1090 0.2829
Tension Tension
1.3
3
Compression
1.15
*A short term action (kmod value – 0.9) has been used. An instantaneous action (kmod value – 1.1) may be used.
Maximum net surface wind pressure for the FT–100
Product Code
Vertical Tie Spacing (mm)
225
300
375
450
Stud Centres (mm)
600
600
600
600
Maximum Net Surface Wind Pressure
kN/m 2
ties/m 2
kN/m 2
ties/m 2
kN/m 2
ties/m 2
kN/m 2
ties/m 2
FT–100
2.09
7.4
1.56
5.5
1.24
4.4
1.05
3.7
1000/225 = 4.4444 4.4444x(1000/600) = 7.4 ties/m 2
1000/300 = 3.3333 3.3333x(1000/600) = 5.5 ties/m 2
1000/375 = 2.6666 2.6666x(1000/600) = 4.4 ties/m 2
1000/450 = 2.2222 2.2222x(1000/600) = 3.7ties/m 2
Lowest failure (with Ym & kmod applied)
0.2829 x 7.4 = 2.09kN/m 2
0.2829 x 5.5 = 1.56kN/m 2
0.2829 x 4.4 = 1.24kN/m 2
0.2829 x 3.7 = 1.05kN/m 2
Peak velocity pressure (kN/m 2 )
1.27
0.94
0.75
0.63
Based on the above values this could be worked backwards Provide a maximum wind load for 3.7 ties/m 2 = (1.05/1.1/1.5) = 0.63kN/m 2 peak velocity pressure
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