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FT-125-150 Timber Frame Wall Tie
FT–125-150
Tested Values
Compression (kN)
Y m
Tension (kN)
Y m
Nail end (as received)
0.551 0.589
1.15 (3) (buckling of tie – steel failure) 1.15 (3) (buckling of tie – steel failure) 1.15 (3) (buckling of tie – steel failure)
0.78 (nail withdrawal) 0.79 (nail withdrawal)
1.3 (1) 1.3 (1)
(6mm movement)
Masonry end
0.51
2.66 (masonry withdrawal)
3 (2)
(1) from BS EN1995-1-1 table 2.3 connections (fixing withdrawal of tie) (2) from NA to BS EN1996-1-1 table NA.1 (mortar failure of tie) (3) from NA to BS EN1995-1-1 table NA.3 (steel buckling of tie)
Based on the criteria listed below, the following calculations have been performed:
In the included examples, a factored wind load of 1.65kN/m2 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
0.551
1.15
1.1 1.1 1.1 1.1
0.527
Tension Tension
0.78 2.66 0.51
1.3
0.66
3
0.975 0.487
Compression
1.15
*An instantaneous action (kmod value – 1.1) has been used.
Maximum net surface wind pressure for the FT–125-150
Product Code
Vertical Tie Spacing (mm)
225
300
375
450
Stud Centres (mm)
600
600
600
600
Maximum Net Surface Wind Pressure
ties/m 2
kN/m 2
ties/m 2
kN/m 2
ties/m 2
kN/m 2
ties/m 2
kN/m 2
FT–125-150
2.55
7.4
1.89
5.5
1.51
4.4
1.27
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)
0.487 x 7.4 = 3.6kN/m 2
0.487 x 5.5 = 2.67kN/m 2
0.487 x 4.4 = 2.14kN/m 2
0.487 x 3.7 = 3.7kN/m 2
Peak velocity pressure (kN/m 2 )
2.18
1.61
1.29
1.09
Based on the above values this could be worked backwards Provide a maximum wind load for 3.7 ties/m 2 = (1.8/1.1/1.5) = 1.09kN/m 2 peak velocity pressure
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