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HMT High Movement Timber Frame Wall Tie
Product code
Minimum cavity (mm)
Maximum cavity (mm)
HMT–50
45
65
HMT–50
Tested Values
Compression
Y m
Tension
Y m
Nail end (as received)
1705
895 (nail withdrawal)
1.3
Masonry end
2376
1.15 (buckling of tie – steel failure)
2176 (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
1.5
Combined pressure coefficient
1.1
Peak velocity pressure
= 1.0 kN/m 2
Applied wind load on gable panel
= 1.5 x 1.1 x 1.0
= 1.65 kN/m 2
Failure
Test Result (kN)
Y m
kmod
Result x kmod / Y m (kN)
Compression
1.705
1.15
0.9
1.3343
Tension
0.895
1.3
0.9
0.6196
Tension
2.176
3
0.9
0.6528
Compression
2.376
1.15
0.9
1.8595 0.6196
*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 HMT–50
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
HMT–50
4.59
7.4
3.41
5.5
2.73
4.4
2.29
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)
0.6196 x 7.4 = 4.59kN/m 2
0.6196 x 5.5 = 3.41kN/m 2
0.6196 x 4.4 = 2.73kN/m 2
0.6196 x 3.7 = 2.29kN/m 2
Peak velocity pressure (kN/m 2 )
2.78
2.07
1.65
1.39
Based on the above values this could be worked backwards Provide a maximum wind load for 3.7 ties/m 2 = (2.29/1.1/1.5) = 1.39kN/m 2 peak velocity pressure
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