WIND LOADING ON LIGHTING STEEL COLUMN - EN 40-3-1:2013

1. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
WIND LOADING ON LIGHTING STEEL COLUMN - EN 40-3-1:2013
Assumptions
1. Topography effect is not significant.
Geometrical data of the lighting column
Figure 1: Steel floodlight
FLOODLIGHT Page: 1 of 12

2. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
Geometrical detail of steel column
Height of the column: h 16.5m:=
Thickness of section: t 6mm:=
Length of each section: Ls 2m:=
Section 1:
D1.T 105mm:=
Diameter at top:
Diameter at bottom: D1.B 123mm:=
Mean diameter:
D1
D1.T D1.B+
2
114 mm=:=
Mean radius:
R1 0.5 D1 57 mm=:=
Section 2:
D2.T 123mm:=
Diameter at top:
Diameter at bottom: D2.B 158mm:=
Mean diameter:
D2
D2.T D2.B+
2
140.5 mm=:=
Mean radius:
R2 0.5 D2 70.25 mm=:=
Section 3:
Diameter at top: D3.T 140mm:=
Diameter at bottom: D3.B 193mm:=
Mean diameter: D3
D3.T D3.B+
2
166.5 mm=:=
Mean radius: R3 0.5 D3 83.25 mm=:=
Section 4:
Diameter at top: D4.T 175mm:=
Diameter at bottom: D4.B 228mm:=
Mean diameter: D4
D4.T D4.B+
2
201.5 mm=:=
Mean radius: R4 0.5 D4 100.75 mm=:=
FLOODLIGHT Page: 2 of 12

3. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
Section 5:
Diameter at top: D5.T 210mm:=
Diameter at bottom: D5.B 263mm:=
Mean diameter: D5
D5.T D5.B+
2
236.5 mm=:=
Mean radius: R5 0.5 D5 118.25 mm=:=
Section 6:
Diameter at top: D6.T 245mm:=
Diameter at bottom: D6.B 298mm:=
Mean diameter: D6
D6.T D6.B+
2
271.5 mm=:=
Mean radius: R6 0.5 D6 135.75 mm=:=
Section 7:
Diameter at top: D7.T 290mm:=
Diameter at bottom: D7.B 333mm:=
Mean diameter: D7
D7.T D7.B+
2
311.5 mm=:=
Mean radius: R7 0.5 D7 155.75 mm=:=
Section 8:
Diameter at top: D8.T 313mm:=
Diameter at bottom: D8.B 350mm:=
Mean diameter: D8
D8.T D8.B+
2
331.5 mm=:=
Mean radius: R8 0.5 D8 165.75 mm=:=
Material properties
Modulus of elasticity: Es 210kN mm
2-
:=
Loading
Mass of structure: mass 200kg:=
FLOODLIGHT Page: 3 of 12

4. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
WIND PRESSURE (EN 40-3-1,cl.5.2) FOR SECTION 01
First foundamental period of
steel pole (ETABS OUTPUT): T 0.6sec:=
Factor dependent on the dynamic
behavior of the column
(EN 40-3-1,cl.5.2.4):
1.00240 0.00500
T
s






4
- 0.05144
T
s






3
+ 0.22793
T
s






2
- 0.67262
T
s
+ 1.334=:=
Factor related to topography
(Topography effects in not significant)
(EN 40-3-1,cl.5.2.5):
f 1.0:=
Figure 1: Isotach contours of the foundamental calue of he basic wind velocity
Air density
(EN 40-3-1,cl.5.2.2): 1.25kg m
3-
:=
Altitude factor
(EN 40-3-1,cl.5.2.2): CALT 1.0:=
Basic value of the eference wind
velocity at 10m above sea level
(CYS EN 1991-1-4,NA 2.4 or cl.4.2)
Vref.o 24m s
1-
:=
Is the 10 minute mean wind velocity at
10 m above ground level for terrain
category II
(EN 40-3-1,cl.5.2.2):
Vref CALT Vref.o 24 m s
1-
=:=
Factor to convert Vref from an annual
probability of exceedence of 0.02 to
other probabilities
(EN 40-3-1,cl.5.2.2):
Cs 0.92 0.959=:=
FLOODLIGHT Page: 4 of 12

5. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
Reference wind pressure
(EN 40-3-1,Eq.2): q10
1
2
 Cs( )2
 Vref
2
 331.2 N m
2-
=:=
WIND PRESSURE AND FORCE ON SECTION 1 OF STEEL COLUMN
Exposure coefficient
(for height m and terrain category II)
(EN 40-3-1,cl.5.2.5):
cez 2.66:=
Height at section 01: h 16.0m:=
Factor related to the column size
(EN 40-3-1,cl.5.2.3): 1 0.01
h
m
- 0.84=:=
Characteristic wind pressure: qz  f cez q10 987.486 N m
2-
=:=
Shape coefficient for columns and
brackets with regular octagonal
cross-sections
(EN 40-3-,Figure 3)
Curve "Curve 1"
R1
D1
0.075<if
"Curve 2"
R1
D1
0.075>if
"Curve 2"=:=
Wind speed
(EN 40-3-1,cl.5.3):
V
1
Cs
qz
0.5  
 39.143 m s
1-
=:=
Kinematic viscosity of air
at 20 oC
(EN 40-3-1,cl.5.3):
v 15.1 10
6-
 m
2
 s
1-
:=
Reynolds number
(EN 40-3-1,cl.5.3): Re
V D1
v
2.955 10
5
=:=
Shape coefficient for colmns with
octagonal cross section
(EN 40-3-1,cl.5.3.2):
c 1.25:=
Horizontal force/meter
(EN 40-3-1,Eq.3): Fc1 D1 c qz 0.141 kN m
1-
=:=
Horizontal force
(EN 40-3-1,Eq.3): F1 D1 Ls c qz 281.433 N=:=
WIND PRESSURE AND FORCE ON SECTION 2 OF STEEL COLUMN
Exposure coefficient
(for height m and terrain category II)
(EN 40-3-1,cl.5.2.5):
cez 2.57:=
Height at section 01: h 14m:=
Factor related to the column size
(EN 40-3-1,cl.5.2.3): 1 0.01
h
m
- 0.86=:=
Characteristic wind pressure: qz  f cez q10 976.791 N m
2-
=:=
FLOODLIGHT Page: 5 of 12

6. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
Shape coefficient for columns and
brackets with regular octagonal
cross-sections
(EN 40-3-,Figure 3)
Curve "Curve 1"
R2
D2
0.075<if
"Curve 2"
R2
D2
0.075>if
"Curve 2"=:=
Wind speed
(EN 40-3-1,cl.5.3):
V
1
Cs
qz
0.5  
 38.475 m s
1-
=:=
Kinematic viscosity of air
at 20 oC
(EN 40-3-1,cl.5.3):
v 15.1 10
6-
 m
2
 s
1-
:=
Reynolds number
(EN 40-3-1,cl.5.3): Re
V D2
v
3.58 10
5
=:=
Shape coefficient for colmns with
octagonal cross section
(EN 40-3-1,cl.5.3.2):
c 1.24:=
Horizontal force/meter
(EN 40-3-1,Eq.3): Fc2 D2 c qz 0.17 kN m
1-
=:=
Horizontal force
(EN 40-3-1,Eq.3): F2 D2 Ls c qz 340.353 N=:=
WIND PRESSURE AND FORCE ON SECTION 3 OF STEEL COLUMN
Exposure coefficient
(for height m and terrain category II)
(EN 40-3-1,cl.5.2.5):
cez 2.47:=
Height at section 01: h 12m:=
Factor related to the column size
(EN 40-3-1,cl.5.2.3): 1 0.01
h
m
- 0.88=:=
Characteristic wind pressure: qz  f cez q10 960.615 N m
2-
=:=
Shape coefficient for columns and
brackets with regular octagonal
cross-sections
(EN 40-3-,Figure 3)
Curve "Curve 1"
R3
D3
0.075<if
"Curve 2"
R3
D3
0.075>if
"Curve 2"=:=
Wind speed
(EN 40-3-1,cl.5.3):
V
1
Cs
qz
0.5  
 37.719 m s
1-
=:=
Kinematic viscosity of air
at 20 oC
(EN 40-3-1,cl.5.3):
v 15.1 10
6-
 m
2
 s
1-
:=
FLOODLIGHT Page: 6 of 12

7. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
Reynolds number
(EN 40-3-1,cl.5.3): Re
V D3
v
4.159 10
5
=:=
Shape coefficient for colmns with
octagonal cross section
(EN 40-3-1,cl.5.3.2):
c 1.21:=
Horizontal force/meter
(EN 40-3-1,Eq.3): Fc3 D3 c qz 0.194 kN m
1-
=:=
Horizontal force
(EN 40-3-1,Eq.3): F3 D3 Ls c qz 387.061 N=:=
WIND PRESSURE AND FORCE ON SECTION 4 OF STEEL COLUMN
Exposure coefficient
(for height m and terrain category II)
(EN 40-3-1,cl.5.2.5):
cez 2.35:=
Height at section 01: h 10m:=
Factor related to the column size
(EN 40-3-1,cl.5.2.3): 1 0.01
h
m
- 0.9=:=
Characteristic wind pressure: qz  f cez q10 934.717 N m
2-
=:=
Shape coefficient for columns and
brackets with regular octagonal
cross-sections
(EN 40-3-,Figure 3)
Curve "Curve 1"
R4
D4
0.075<if
"Curve 2"
R4
D4
0.075>if
"Curve 2"=:=
Wind speed
(EN 40-3-1,cl.5.3):
V
1
Cs
qz
0.5  
 36.791 m s
1-
=:=
Kinematic viscosity of air
at 20 oC
(EN 40-3-1,cl.5.3):
v 15.1 10
6-
 m
2
 s
1-
:=
Reynolds number
(EN 40-3-1,cl.5.3): Re
V D4
v
4.91 10
5
=:=
Shape coefficient for colmns with
octagonal cross section
(EN 40-3-1,cl.5.3.2):
c 1.18:=
Horizontal force/meter
(EN 40-3-1,Eq.3): Fc4 D4 c qz 0.222 kN m
1-
=:=
Horizontal force
(EN 40-3-1,Eq.3): F4 D4 Ls c qz 444.495 N=:=
FLOODLIGHT Page: 7 of 12

8. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
WIND PRESSURE AND FORCE ON SECTION 5 OF STEEL COLUMN
Exposure coefficient
(for height m and terrain category II)
(EN 40-3-1,cl.5.2.5):
cez 2.21:=
Height at section 01: h 8m:=
Factor related to the column size
(EN 40-3-1,cl.5.2.3): 1 0.01
h
m
- 0.92=:=
Characteristic wind pressure: qz  f cez q10 898.566 N m
2-
=:=
Shape coefficient for columns and
brackets with regular octagonal
cross-sections
(EN 40-3-,Figure 3)
Curve "Curve 1"
R5
D5
0.075<if
"Curve 2"
R5
D5
0.075>if
"Curve 2"=:=
Wind speed
(EN 40-3-1,cl.5.3):
V
1
Cs
qz
0.5  
 35.679 m s
1-
=:=
Kinematic viscosity of air
at 20 oC
(EN 40-3-1,cl.5.3):
v 15.1 10
6-
 m
2
 s
1-
:=
Reynolds number
(EN 40-3-1,cl.5.3): Re
V D5
v
5.588 10
5
=:=
Shape coefficient for colmns with
octagonal cross section
(EN 40-3-1,cl.5.3.2):
c 1.15:=
Horizontal force/meter
(EN 40-3-1,Eq.3): Fc5 D5 c qz 0.244 kN m
1-
=:=
Horizontal force
(EN 40-3-1,Eq.3): F5 D5 Ls c qz 488.775 N=:=
WIND PRESSURE AND FORCE ON SECTION 6 OF STEEL COLUMN
Exposure coefficient
(for height m and terrain category II)
(EN 40-3-1,cl.5.2.5):
cez 2.04:=
Height at section 01: h 6m:=
Factor related to the column size
(EN 40-3-1,cl.5.2.3): 1 0.01
h
m
- 0.94=:=
Characteristic wind pressure: qz  f cez q10 847.477 N m
2-
=:=
FLOODLIGHT Page: 8 of 12

9. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
Shape coefficient for columns and
brackets with regular octagonal
cross-sections
(EN 40-3-,Figure 3)
Curve "Curve 1"
R6
D6
0.075<if
"Curve 2"
R6
D6
0.075>if
"Curve 2"=:=
Wind speed
(EN 40-3-1,cl.5.3):
V
1
Cs
qz
0.5  
 34.279 m s
1-
=:=
Kinematic viscosity of air
at 20 oC
(EN 40-3-1,cl.5.3):
v 15.1 10
6-
 m
2
 s
1-
:=
Reynolds number
(EN 40-3-1,cl.5.3): Re
V D6
v
6.163 10
5
=:=
Shape coefficient for colmns with
octagonal cross section
(EN 40-3-1,cl.5.3.2):
c 1.13:=
Horizontal force/meter
(EN 40-3-1,Eq.3): Fc6 D6 c qz 0.26 kN m
1-
=:=
Horizontal force
(EN 40-3-1,Eq.3): F6 D6 Ls c qz 520.003 N=:=
WIND PRESSURE AND FORCE ON SECTION 7 OF STEEL COLUMN
Exposure coefficient
(for height m and terrain category II)
(EN 40-3-1,cl.5.2.5):
cez 1.8:=
Height at section 01: h 4m:=
Factor related to the column size
(EN 40-3-1,cl.5.2.3): 1 0.01
h
m
- 0.96=:=
Characteristic wind pressure: qz  f cez q10 763.684 N m
2-
=:=
Shape coefficient for columns and
brackets with regular octagonal
cross-sections
(EN 40-3-,Figure 3)
Curve "Curve 1"
R7
D7
0.075<if
"Curve 2"
R7
D7
0.075>if
"Curve 2"=:=
Wind speed
(EN 40-3-1,cl.5.3):
V
1
Cs
qz
0.5  
 32.199 m s
1-
=:=
Kinematic viscosity of air
at 20 oC
(EN 40-3-1,cl.5.3):
v 15.1 10
6-
 m
2
 s
1-
:=
Reynolds number
(EN 40-3-1,cl.5.3): Re
V D7
v
6.642 10
5
=:=
FLOODLIGHT Page: 9 of 12

10. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
Shape coefficient for colmns with
octagonal cross section
(EN 40-3-1,cl.5.3.2):
c 1.11:=
Horizontal force/meter
(EN 40-3-1,Eq.3): Fc7 D7 c qz 0.264 kN m
1-
=:=
Horizontal force
(EN 40-3-1,Eq.3): F7 D7 Ls c qz 528.11 N=:=
WIND PRESSURE AND FORCE ON SECTION 8 OF STEEL COLUMN
Exposure coefficient
(for height m and terrain category II)
(EN 40-3-1,cl.5.2.5):
cez 1.8:=
Height at section 01: h 2m:=
Factor related to the column size
(EN 40-3-1,cl.5.2.3): 1 0.01
h
m
- 0.98=:=
Characteristic wind pressure: qz  f cez q10 779.594 N m
2-
=:=
Shape coefficient for columns and
brackets with regular octagonal
cross-sections
(EN 40-3-,Figure 3)
Curve "Curve 1"
R8
D8
0.075<if
"Curve 2"
R8
D8
0.075>if
"Curve 2"=:=
Wind speed
(EN 40-3-1,cl.5.3):
V
1
Cs
qz
0.5  
 32.199 m s
1-
=:=
Kinematic viscosity of air
at 20 oC
(EN 40-3-1,cl.5.3):
v 15.1 10
6-
 m
2
 s
1-
:=
Reynolds number
(EN 40-3-1,cl.5.3): Re
V D8
v
7.069 10
5
=:=
Shape coefficient for colmns with
octagonal cross section
(EN 40-3-1,cl.5.3.2):
c 1.10:=
Horizontal force/meter
(EN 40-3-1,Eq.3): Fc8 D8 c qz 0.284 kN m
1-
=:=
Horizontal force
(EN 40-3-1,Eq.3): F8 D8 Ls c qz 568.558 N=:=
FLOODLIGHT Page: 10 of 12

11. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
SUMMARY OF WIND LOAD PER UNIT LENGTH PER SECTION ON YAND X AXIS
Horizontal uniform
force of section 1: Fc1 0.141 kN m
1-
=
Horizontal uniform
force of section 2: Fc2 0.17 kN m
1-
=
Horizontal uniform
force of section 3: Fc3 0.194 kN m
1-
=
Horizontal uniform
force of section 4: Fc4 0.222 kN m
1-
=
Horizontal uniform
force of section 5: Fc5 0.244 kN m
1-
=
Horizontal uniform
force of section 6: Fc6 0.26 kN m
1-
=
Horizontal uniform
force of section 7: Fc7 0.264 kN m
1-
=
Horizontal uniform
force of section 8: Fc8 0.284 kN m
1-
=
FLOODLIGHT Page: 11 of 12

12. CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C
Calculated by:VN Date:04/2014
Checked by:VN Date:04/2014
SUMMARY OF WIND POINT LOAD PER SECTION ON YAND X AXIS
Horizontal force
of section 1:
F1 0.281 kN=
Horizontal force
of section 2:
F2 0.34 kN=
Horizontal force
of section 3:
F3 0.387 kN=
Horizontal force
of section 4:
F4 0.444 kN=
Horizontal force
of section 5:
F5 0.489 kN=
Horizontal force
of section 6:
F6 0.52 kN=
Horizontal force
of section 7:
F7 0.528 kN=
Horizontal force
of section 8:
F8 0.569 kN=
FLOODLIGHT Page: 12 of 12