Wind Load for Rectangular Building with Duopitch Roof
───────────────────────────────────────────────────────
According to Eurocode: EN 1991-1-4
Dimensions of the building
Width -
= 12 m
Length -
= 30 m
Height at roof ridge - ℎ = 9 m
Height at roof eaves - ℎ = 8 m
Pitch angle
·
=
=
·
= 9.46 °
Spacing between:
- frames -
=6m
- wind columns -
=4m
- side beams - !" = 2 m
- purlins - !# = 1 m
(If the above distances are ≤ 0, the corresponding loads will not be calculated)
Reference area for side beams - $"% = !" ·
Reference area for purlins - $# = !# ·
= 2 · 6 = 12 m², $"& = !" ·
= 1 · 6 = 6 m²
Basic velocity pressure
Fundamental value of the basic wind velocity - '&_) = 26 kN/m²
Directional factor - *+,- = 1
Seasonal factor - *".%"/0 = 1
= 2 · 4 = 8 m²
[EN 1991-1-4 (4.1)]
Basic wind velocity - '& = *+,- · *".%"/0 · '&_) = 1 · 1 · 26 = 26 m/s
Orography factor - *) = 1
[EN 1991-1-4, Table 4.1]
Terrain category - IV: 1) = 1 m, 12,0 = 10 m, 12%3 = 200 m
Area in which at least 15 % of the surface is covered with buildings and their average height exceeds 15
m.
Reference height - 1 = ℎ = 9 m
Terrain factor - 4- = 0.19 ·
).)8
56
).)7
= 0.19 ·
).)8
).)7
[EN 1991-1-4 (4.5)]
= 0.234
[EN 1991-1-4 (4.4)]
5:;<
Roughness factor - *- = 4- · 9
= 0.234 · 9
56
)
= 0.54
Turbulence factor - 4> = 1
[EN 1991-1-4 (4.7)]
Turbulence intensity - ?@ =
AB
E
C6 ·D0 :;<
E6
=
·D0
6
= 0.434
Basic velocity pressure
[EN 1991-1-4 (4.10)]
F& =
. G
·@H
)))
=
. G
· I
)))
= 0.422 kN/m²
Exposure factor
*. = 1 + 7 · ?@ · *- · *) = 1 + 7 · 0.434 · 0.54 · 1 = 1.18
Peak velocity pressure
[EN 1991-1-4 (4.8)]
F# = *. · F& = 1.18 · 0.422 = 0.497 kN/m²
Building height - ℎ = 9 < 15 m
[EN 1991-1-4, p. 6.2(1)]
Size factor - *" = 1 , Dynamic factor - *+ = 1
Structural factor - *" · *+ = 1 · 1 = 1
Internal pressure coefficient - *#, = −0.3
[EN 1991-1-4 Fig.7.13, Note 2]
(should be taken the relevant value of -0.3 and +0.2)
Wind in transverse direction
M = NO
;2 · ℎ
= NO
30; 2 · 9 = 18 m
Walls
M = 18 m < 5 ·
.
7
ℎ
=
7
=
= 3.6 m,
= 5 · 12 = 60 m
.
− = 12 −
7
= 8.4 m
7
9
= 0.75
12
Results
External pressure coefficients
Zone A - *#._
)_Q
= −1.2 , *#._
_Q
= −1.4
Zone B - *#._
)_
= −0.8 , *#._
_
= −1.1
)_R
= 0.7 +
)_V
= −0.3 −
Zone D - *#._
Zone E - *#._
S
T
). ·
). 7
).87
). ·
S
T
= 0.7 +
). 7
).87
). ·
U
). 7
).87
= −0.3 −
). ·
U
= 0.767 , *#._
). 7
).87
_R
=1
= −0.433 , *#._
_V
= *#._
)_V
= −0.433
Surface loads
Zone D - WR = X*" · *+ · *#._
)_R
− *#, Y · F# = X1 · 1 · 0.767 − −0.3 Y · 0.497 = 0.53 kN/m²
Zone E - WV = X*#._
)_V
− *#, Y · F# = X−0.433 − −0.3 Y · 0.497 = −0.0663 kN/m²
Zone A - WQ = X*#._
)_Q
− *#, Y · F# = X−1.2 − −0.3 Y · 0.497 = −0.447 kN/m²
Zone B - W = X*#._
)_
− *#, Y · F# = X−0.8 − −0.3 Y · 0.497 = −0.248 kN/m²
Loads on main columns
Windward side - WZ_R = X*#._
Leeward side - WZ_V = X*#._
)_R
)_V
− *#, Y · F# ·
− *#, Y · F# ·
= X0.767 − −0.3 Y · 0.497 · 6 = 3.18 kN/m
= X−0.433 − −0.3 Y · 0.497 · 6 = −0.398 kN/m
Loads on wind columns
Zone A - WZ_Q = X*#._
)_Q
− *#, Y · F# ·
= X−1.2 − −0.3 Y · 0.497 · 4 = −1.79 kN/m
Zone B - WZ_ = X*#._
)_
− *#, Y · F# ·
= X−0.8 − −0.3 Y · 0.497 · 4 = −0.994 kN/m
Coefficients for side beams
Zone A - *#._Q = *#._
−1.22
Zone B - *#._ = *#._
−0.829
_Q
− X*#._
_Q
− *#._
)_Q Y
_
− X*#._
_
− *#._
)_
Zone D - *#._R = *#._
)_R
= 0.767
Zone E - *#._V = *#._
)_V
= −0.433
· 9[\ $"& = −1.4 − X−1.4 − −1.2 Y · 9[\ 8 =
Y · 9[\ $"& = −1.1 − X−1.1 − −0.8 Y · 9[\ 8 =
Loads on side beams
Zone A - W"_Q = X*#._Q − *#, Y · F# · !" = X−1.22 − −0.3 Y · 0.497 · 2 = −0.914 kN/m
Zone B - W"_ = X*#._ − *#, Y · F# · !" = X−0.829 − −0.3 Y · 0.497 · 2 = −0.526 kN/m
Zone D - W"_R = X*#._R − *#, Y · F# · !" = X0.767 − −0.3 Y · 0.497 · 2 = 1.06 kN/m
Zone E - W"_V = X*#._V − *#, Y · F# · !" = X−0.433 − −0.3 Y · 0.497 · 2 = −0.133 kN/m
Table
Zone
Pressure coefficients1)
Loading4)
Cpe_10
Cpe_1
Cpe
(for 10 m²) (for 1 m²) (side beams)
Surface loads2), Columns 3), Side beams 3),
kN/m²
kN/m
kN/m
Zone A
-1.2
-1.4
-1.22
-0.447
-1.79
-0.914
Zone B
-0.8
-1.1
-0.829
-0.248
-0.994
-0.526
Zone D
0.767
1
0.767
0.53
3.18
1.06
Zone E
-0.433
-0.433
-0.433
-0.0663
-0.398
-0.133
Roof
.
M = 18 m, =
]
]
= 4.5 m,
.
)
=
)
= 1.8 m
(Four possible combinations for minimum and maximum loads on both slopes are required: { + , + }; { + ,
– }; { – , + }; { – , – })
Minimum values (–)
External pressure coefficients
4=
15 −
10
=
15 − 9.46
= 0.554
10
Zone F - *#._ )_^ = −0.9 − 0.8 · 4 = −0.9 − 0.8 · 0.554 = −1.34 , *#._
0.554 = −2.28
Zone G - *#._ )__ = −0.8 − 0.4 · 4 = −0.8 − 0.4 · 0.554 = −1.02 , *#._
0.5 · 0.554 = −1.78
_^
= −2 − 0.5 · 4 = −2 − 0.5 ·
__
= −1.5 − 0.5 · 4 = −1.5 −
Zone H - *#._ )_` = −0.3 − 0.3 · 4 = −0.3 − 0.3 · 0.554 = −0.466 , *#._
−0.3 − 0.9 · 0.554 = −0.798
Zone I - *#._ )_> = −0.4 − 0.2 · 4 = −0.4 − 0.2 · 0.554 = −0.511 , *#._
0.2 · 0.554 = −0.511
Zone J - *#._
0.554 = −1
)_a
= −1 + 0.4 · 4 = −1 + 0.4 · 0.554 = −0.778 , *#._
_a
_>
_`
= −0.3 − 0.9 · 4 =
= −0.4 − 0.2 · 4 = −0.4 −
= −1.5 + 0.9 · 4 = −1.5 + 0.9 ·
Surface loads
Zone F - W^ = X*#._
)_^
− *#, Y · F# = X−1.34 − −0.3 Y · 0.497 = −0.518 kN/m²
Zone G - W_ = X*#._
)__
− *#, Y · F# = X−1.02 − −0.3 Y · 0.497 = −0.359 kN/m²
Zone H - W` = X*#._
)_`
− *#, Y · F# = X−0.466 − −0.3 Y · 0.497 = −0.0826 kN/m²
Zone I - W> = X*#._
)_>
− *#, Y · F# = X−0.511 − −0.3 Y · 0.497 = −0.105 kN/m²
Zone J - Wa = X*#._
)_a
− *#, Y · F# = X−0.778 − −0.3 Y · 0.497 = −0.238 kN/m²
Loads on main beams
Zone F - W&_^ = X*#._
)_^
− *#, Y · F# ·
= X−1.34 − −0.3 Y · 0.497 · 6 = −3.11 kN/m
Zone G - W&__ = X*#._
)__
− *#, Y · F# ·
= X−1.02 − −0.3 Y · 0.497 · 6 = −2.15 kN/m
Zone H - W&_` = X*#._
)_`
− *#, Y · F# ·
= X−0.466 − −0.3 Y · 0.497 · 6 = −0.495 kN/m
Zone I - W&_> = X*#._
)_>
− *#, Y · F# ·
= X−0.511 − −0.3 Y · 0.497 · 6 = −0.628 kN/m
Zone J - W&_a = X*#._
)_a
− *#, Y · F# ·
= X−0.778 − −0.3 Y · 0.497 · 6 = −1.43 kN/m
Coefficients for purlins
Zone F - *#._^ = *#._
−1.55
_^
− X*#._
_^
− *#._
)_^ Y
· 9[\X$# Y = −2.28 − X−2.28 − −1.34 Y · 9[\ 6 =
Zone G - *#.__ = *#._
−1.19
Zone H - *#._` = *#._
9[\ 6 = −0.54
Zone I - *#._> = *#._
−0.511
Zone J - *#._a = *#._
__
− X*#._
__
− *#._
)__ Y
_`
− X*#._
_`
− *#._
)_` Y
_>
− X*#._
_>
_a
− X*#._
_a
− *#._
)_> Y
− *#._
· 9[\X$# Y = −1.78 − X−1.78 − −1.02 Y · 9[\ 6 =
· 9[\X$# Y = −0.798 − X−0.798 − −0.466 Y ·
· 9[\X$# Y = −0.511 − X−0.511 − −0.511 Y · 9[\ 6 =
)_a Y
· 9[\X$# Y = −1 − X−1 − −0.778 Y · 9[\ 6 = −0.828
Loads on purlins
(use for purlins design only and not for load take-down)
Zone F - W"_^ = X*#._^ − *#, Y · F# · !# = X−1.55 − −0.3 Y · 0.497 · 1 = −0.621 kN/m
Zone G - W"__ = X*#.__ − *#, Y · F# · !# = X−1.19 − −0.3 Y · 0.497 · 1 = −0.442 kN/m
Zone H - W"_` = X*#._` − *#, Y · F# · !# = X−0.54 − −0.3 Y · 0.497 · 1 = −0.119 kN/m
Zone I - W"_> = X*#._> − *#, Y · F# · !# = X−0.511 − −0.3 Y · 0.497 · 1 = −0.105 kN/m
Zone J - W"_a = X*#._a − *#, Y · F# · !# = X−0.828 − −0.3 Y · 0.497 · 1 = −0.262 kN/m
Table
Pressure coefficients1)
Zone
Cpe_10
Cpe_1
(for 10 m²) (for 1 m²)
Cpe
(roof beams)
Loading 4)
Surface loads 2), Main beams 3),
kN/m²
kN/m
Roof beams 3),
kN/m
Zone F
-1.34
-2.28
-1.55
-0.518
-3.11
-0.621
Zone G
-1.02
-1.78
-1.19
-0.359
-2.15
-0.442
Zone H
-0.466
-0.798
-0.54
-0.0826
-0.495
-0.119
Zone I
-0.511
-0.511
-0.511
-0.105
-0.628
-0.105
Zone J
-0.778
-1
-0.828
-0.238
-1.43
-0.262
Maximum values (+)
4=
15 −
10
=
15 − 9.46
= 0.554
10
Zone F - *#._
)_^
= 0.2 − 0.2 · 4 = 0.2 − 0.2 · 0.554 = 0.0892 , *#._
Zone G - *#._
)__
= 0.2 − 0.2 · 4 = 0.2 − 0.2 · 0.554 = 0.0892 , *#._
__
= *#._
)__
= 0.0892
Zone H - *#._
)_`
= 0.2 − 0.2 · 4 = 0.2 − 0.2 · 0.554 = 0.0892 , *#._
_`
= *#._
)_`
= 0.0892
_^
= *#._
)_^
= 0.0892
Zone I - *#._
)_>
= 0 − 0.6 · 4 = 0 − 0.6 · 0.554 = −0.332 , *#._
Zone J - *#._
)_a
= 0 + 0.2 · 4 = 0 + 0.2 · 0.554 = 0.111 , *#._
_a
_>
= *#._
= *#._
)_>
)_a
= −0.332
= 0.111
Surface loads
Zone F - W^ = X*#._
)_^
Zone G - W_ = X*#._
)__
− *#, Y · F# = X0.0892 − −0.3 Y · 0.497 = 0.193 kN/m²
Zone H - W` = X*#._
)_`
− *#, Y · F# = X0.0892 − −0.3 Y · 0.497 = 0.193 kN/m²
− *#, Y · F# = X0.0892 − −0.3 Y · 0.497 = 0.193 kN/m²
Zone I - W> = X*#._
)_>
− *#, Y · F# = X−0.332 − −0.3 Y · 0.497 = −0.016 kN/m²
Zone J - Wa = X*#._
)_a
− *#, Y · F# = X0.111 − −0.3 Y · 0.497 = 0.204 kN/m²
Loads on main beams
Zone F - W&_^ = X*#._
)_^
− *#, Y · F# ·
= X0.0892 − −0.3 Y · 0.497 · 6 = 1.16 kN/m
Zone G - W&__ = X*#._
)__
− *#, Y · F# ·
= X0.0892 − −0.3 Y · 0.497 · 6 = 1.16 kN/m
Zone H - W&_` = X*#._
)_`
− *#, Y · F# ·
= X0.0892 − −0.3 Y · 0.497 · 6 = 1.16 kN/m
Zone I - W&_> = X*#._
)_>
− *#, Y · F# ·
= X−0.332 − −0.3 Y · 0.497 · 6 = −0.0962 kN/m
Zone J - W&_a = X*#._
)_a
− *#, Y · F# ·
= X0.111 − −0.3 Y · 0.497 · 6 = 1.22 kN/m
Coefficients for purlins
Zone F - *#._^ = *#._
0.0892
_^
Zone G - *#.__ = *#._
0.0892
Zone H - *#._` = *#._
0.0892
Zone I - *#._> = *#._
−0.332
Zone J - *#._a = *#._
− X*#._
_^
− *#._
)_^ Y
· 9[\X$# Y = 0.0892 − 0.0892 − 0.0892 · 9[\ 6 =
__
− X*#._
__
− *#._
)__ Y
_`
− X*#._
_`
− *#._
)_` Y
_>
− X*#._
_>
_a
− X*#._
_a
− *#._
− *#._
)_> Y
· 9[\X$# Y = 0.0892 − 0.0892 − 0.0892 · 9[\ 6 =
· 9[\X$# Y = 0.0892 − 0.0892 − 0.0892 · 9[\ 6 =
· 9[\X$# Y = −0.332 − X−0.332 − −0.332 Y · 9[\ 6 =
)_a Y
· 9[\X$# Y = 0.111 − 0.111 − 0.111 · 9[\ 6 = 0.111
Loads on purlins
Zone F - W"_^ = X*#._^ − *#, Y · F# · !# = X0.0892 − −0.3 Y · 0.497 · 1 = 0.193 kN/m
Zone G - W"__ = X*#.__ − *#, Y · F# · !# = X0.0892 − −0.3 Y · 0.497 · 1 = 0.193 kN/m
Zone H - W"_` = X*#._` − *#, Y · F# · !# = X0.0892 − −0.3 Y · 0.497 · 1 = 0.193 kN/m
Zone I - W"_> = X*#._> − *#, Y · F# · !# = X−0.332 − −0.3 Y · 0.497 · 1 = −0.016 kN/m
Zone J - W"_a = X*#._a − *#, Y · F# · !# = X0.111 − −0.3 Y · 0.497 · 1 = 0.204 kN/m
Table
Pressure coefficients1)
Zone
Loading 4)
Cpe_10
Cpe_1
Cpe
Surface loads 2), Main beams 3),
(for 10 m²) (for 1 m²) (purlins)
kN/m²
kN/m
Purlins 3),
kN/m
Zone F
0.0892
0.0892
0.0892
0.193
1.16
0.193
Zone G
0.0892
0.0892
0.0892
0.193
1.16
0.193
Zone H
0.0892
0.0892
0.0892
0.193
1.16
0.193
Zone I
-0.332
-0.332
-0.332
-0.016
-0.0962
-0.016
Zone J
0.111
0.111
0.111
0.204
1.22
0.204
Wind in longitudinal direction
M = NO
;2·ℎ
= NO 12; 2 · 9 = 12
Side walls
M = 12 m ≤
.
7
ℎ
=
7
=
= 30 m
]
]
= 2.4 m, 7 · M = 7 · 12 = 9.6 m,
− M = 30 − 12 = 18 m
9
= 0.3
30
Results
External pressure coefficients
Zone A - *#._
)_Q
= −1.2 , *#._
_Q
= −1.4
Zone B - *#._
)_
= −0.8 , *#._
_
= −1.1
Zone C - *#._
)_C
= −0.5 , *#._
_C
= −0.5
)_R
= 0.7 +
Zone D - *#._
Zone E - *#._
Surface loads
)_V
). ·
= −0.3 −
S
b
). 7
).87
). ·
S
b
). 7
).87
= 0.7 +
). ·
= −0.3 −
U
c6
). 7
).87
). ·
U
c6
= 0.707 , *#._
). 7
).87
_R
=1
= −0.313 , *#._
_V
= *#._
)_V
= −0.313
Zone A - WQ = X*#._
)_Q
− *#, Y · F# = X−1.2 − −0.3 Y · 0.497 = −0.447 kN/m²
Zone B - W = X*#._
)_
− *#, Y · F# = X−0.8 − −0.3 Y · 0.497 = −0.248 kN/m²
Zone C - WC = X*#._
)_C
− *#, Y · F# = X−0.5 − −0.3 Y · 0.497 = −0.0994 kN/m²
Zone D - WR = X*#._
)_R
− *#, Y · F# = X0.707 − −0.3 Y · 0.497 = 0.5 kN/m²
Zone E - WV = X*#._
)_V
− *#, Y · F# = X−0.313 − −0.3 Y · 0.497 = −0.00663 kN/m²
Loads on main columns
Zone A - WZ_Q = X*#._
)_Q
− *#, Y · F# ·
= X−1.2 − −0.3 Y · 0.497 · 6 = −2.68 kN/m
Zone B - WZ_ = X*#._
)_
− *#, Y · F# ·
= X−0.8 − −0.3 Y · 0.497 · 6 = −1.49 kN/m
Zone C - WZ_C = X*#._
)_C
− *#, Y · F# ·
= X−0.5 − −0.3 Y · 0.497 · 6 = −0.596 kN/m
Loads on wind columns
Windward side - WZ_R = X*#._
Leeward side - WZ_V = X*#._
)_R
)_V
− *#, Y · F# ·
− *#, Y · F# ·
= X0.707 − −0.3 Y · 0.497 · 4 = 2 kN/m
= X−0.313 − −0.3 Y · 0.497 · 4 = −0.0265 kN/m
Coefficients for side beams
Zone A - *#._Q = *#._
)_Q
= −1.2
Zone B - *#._ = *#._
)_
= −0.8
Zone C - *#._C = *#._
)_C
= −0.5
Zone D - *#._R = *#._
_R
− X*#._
_V
− X*#._
Zone E - *#._V = *#._
9[\ 8 = −0.313
_R
_V
− *#._
− *#._
)_R Y ·
)_V Y
9[\ $"& = 1 − 1 − 0.707 · 9[\ 8 = 0.735
· 9[\ $"& = −0.313 − X−0.313 − −0.313 Y ·
Loads on side beams
Zone A - W"_Q = X*#._Q − *#, Y · F# · !" = X−1.2 − −0.3 Y · 0.497 · 2 = −0.894 kN/m
Zone B - W"_ = X*#._ − *#, Y · F# · !" = X−0.8 − −0.3 Y · 0.497 · 2 = −0.497 kN/m
Zone C - W"_C = X*#._C − *#, Y · F# · !" = X−0.5 − −0.3 Y · 0.497 · 2 = −0.199 kN/m
Zone D - W"_R = X*#._R − *#, Y · F# · !" = X0.735 − −0.3 Y · 0.497 · 2 = 1.03 kN/m
Zone E - W"_V = X*#._V − *#, Y · F# · !" = X−0.313 − −0.3 Y · 0.497 · 2 = −0.0133 kN/m
Table
Pressure coefficients 1)
Zone
Cpe_10
Cpe_1
Cpe
Loading 4)
Surface loads2), Columns 3), Side beams 3),
(for 10 m²) (for 1 m²) (side beams)
kN/m²
kN/m
kN/m
Zone A
-1.2
-1.4
-1.2
-0.447
-2.68
-0.894
Zone B
-0.8
-1.1
-0.8
-0.248
-1.49
-0.497
Zone C
-0.5
-0.5
-0.5
-0.0994
-0.596
-0.199
Zone D
0.707
1
0.735
0.5
2
1.03
Zone E
-0.313
-0.313
-0.313
-0.00663
-0.0265
-0.0133
Roof
.
M = 12 m, =
]
]
= 3 m,
.
)
=
)
= 1.2 m
Results
External pressure coefficients
4=
15 −
10
=
15 − 9.46
= 0.554
10
Zone F - *#._ )_^ = −1.3 − 0.3 · 4 = −1.3 − 0.3 · 0.554 = −1.47 , *#._
0.554 = −2.11
_^
Zone G - *#._
)__
= −1.3 , *#._
Zone H - *#._
)_`
= −0.6 − 0.1 · 4 = −0.6 − 0.1 · 0.554 = −0.655 , *#._
__
= −2 − 0.2 · 4 = −2 − 0.2 ·
= −2
Zone I - *#._ )_> = −0.5 − 0.1 · 4 = −0.5 − 0.1 · 0.554 = −0.555 , *#._
0.1 · 0.554 = −0.555
_>
_`
= −1.2
= −0.5 − 0.1 · 4 = −0.5 −
Surface loads
Zone F - W^ = X*#._
)_^
− *#, Y · F# = X−1.47 − −0.3 Y · 0.497 = −0.579 kN/m²
Zone G - W_ = X*#._
)__
− *#, Y · F# = X−1.3 − −0.3 Y · 0.497 = −0.497 kN/m²
Zone H - W` = X*#._
)_`
− *#, Y · F# = X−0.655 − −0.3 Y · 0.497 = −0.177 kN/m²
Zone I - W> = X*#._
)_>
− *#, Y · F# = X−0.555 − −0.3 Y · 0.497 = −0.127 kN/m²
Loads on main beams
Zone F - W&_^ = X*#._
)_^
Zone G - W&__ = X*#._
Zone H - W&_` = X*#._
Zone I - W&_> = X*#._
− *#, Y · F# ·
= X−1.47 − −0.3 Y · 0.497 · 6 = −3.48 kN/m
)__
− *#, Y · F# ·
= X−1.3 − −0.3 Y · 0.497 · 6 = −2.98 kN/m
)_`
− *#, Y · F# ·
= X−0.655 − −0.3 Y · 0.497 · 6 = −1.06 kN/m
− *#, Y · F# ·
)_>
= X−0.555 − −0.3 Y · 0.497 · 6 = −0.761 kN/m
Coefficients for purlins
Zone F - *#._^ = *#._
−1.61
_^
Zone G - *#.__ = *#._
Zone H - *#._` = *#._
−0.776
Zone I - *#._> = *#._
−0.555
_>
− X*#._
_^
− *#._
)_^ Y
· 9[\X$# Y = −2.11 − X−2.11 − −1.47 Y · 9[\ 6 =
__
− X*#._
__
− *#._
)__ Y
· 9[\X$# Y = −2 − X−2 − −1.3 Y · 9[\ 6 = −1.46
_`
− X*#._
_`
− *#._
)_` Y
· 9[\X$# Y = −1.2 − X−1.2 − −0.655 Y · 9[\ 6 =
− X*#._
_>
− *#._
)_> Y
· 9[\X$# Y = −0.555 − X−0.555 − −0.555 Y · 9[\ 6 =
Loads on purlins
Zone F - W"_^ = X*#._^ − *#, Y · F# · !# = X−1.61 − −0.3 Y · 0.497 · 1 = −0.651 kN/m
Zone G - W"__ = X*#.__ − *#, Y · F# · !# = X−1.46 − −0.3 Y · 0.497 · 1 = −0.574 kN/m
Zone H - W"_` = X*#._` − *#, Y · F# · !# = X−0.776 − −0.3 Y · 0.497 · 1 = −0.237 kN/m
Zone I - W"_> = X*#._> − *#, Y · F# · !# = X−0.555 − −0.3 Y · 0.497 · 1 = −0.127 kN/m
Table
Pressure coefficients1)
Zone
Loading 4)
Cpe_10
Cpe_1
Cpe
Surface loads 2), Main beams 3),
(for 10 m²) (for 1 m²) (purlins)
kN/m²
kN/m
Purlins 3),
kN/m
Zone F
-1.47
-2.11
-1.61
-0.579
-3.48
-0.651
Zone G
-1.3
-2
-1.46
-0.497
-2.98
-0.574
Zone H
-0.655
-1.2
-0.776
-0.177
-1.06
-0.237
Zone I
-0.555
-0.555
-0.555
-0.127
-0.761
-0.127
Notes
1)
External pressure coefficients are determined according to
EN 1991-1-4, Table 7.1 - for vertical walls and Tables 7.4 a, b and 7.2 - for roof.
2) Surface loads are calculated with coefficient C
pe_10. These loads should be applied only for global
analysis of the structure. For design of separate structural elements, values of Cpe = Cpe_1 - (Cpe_1 Cpe_10)·log(A)) is used instead of Cpe_10 for the respective reference areaA.
3) Thus, the given loads on beams, columns, purlins and siding should be used only for design of the
respective elements. These loads cannot be used for load take-down and calculation of other elements.
4) Positive values (+) mean pressure towards the given surface and negative values (-) are in the opposite
direction. The pressure is always perpendicular to the respective surface.