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

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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: D1D1.T D1.B+

2114 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: D2D2.T D2.B+

2140.5 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: D3D3.T D3.B+

2166.5 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: D4D4.T D4.B+

2201.5 mm=:=

Mean radius: R4 0.5 D4 100.75 mm=:=

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CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C Calculated by:VN Date:04/2014

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Section 5:

Diameter at top: D5.T 210mm:=

Diameter at bottom: D5.B 263mm:=

Mean diameter: D5D5.T D5.B+

2236.5 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: D6D6.T D6.B+

2271.5 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: D7D7.T D7.B+

2311.5 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: D8D8.T D8.B+

2331.5 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:=

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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 ofsteel pole (ETABS OUTPUT): T 0.6sec:=

Factor dependent on the dynamic behavior of the column(EN 40-3-1,cl.5.2.4):

β 1.00240 0.00500Ts

4- 0.05144

Ts

3+ 0.22793

Ts

2- 0.67262

Ts

+ 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): ρ 1.25kg m 3-

:=

Altitude factor(EN 40-3-1,cl.5.2.2): CALT 1.0:=

Basic value of the eference windvelocity 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=:=

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CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C Calculated by:VN Date:04/2014

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Reference wind pressure(EN 40-3-1,Eq.2): q10

12ρ 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): δ 1 0.01

hm

- 0.84=:=

Characteristic wind pressure: qz δβ 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"R1D1

0.075<if

"Curve 2"R1D1

0.075>if

"Curve 2"=:=

Wind speed(EN 40-3-1,cl.5.3):

V1

Cs

qz0.5 ρ δ β

39.143 m s 1-=:=

Kinematic viscosity of air at 20 oC (EN 40-3-1,cl.5.3):

v 15.1 10 6- m2

s 1-:=

Reynolds number(EN 40-3-1,cl.5.3): Re

V D1

v2.955 105

=:=

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): δ 1 0.01

hm

- 0.86=:=

Characteristic wind pressure: qz δβ f cez q10 976.791 N m 2-=:=

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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"R2D2

0.075<if

"Curve 2"R2D2

0.075>if

"Curve 2"=:=

Wind speed(EN 40-3-1,cl.5.3):

V1

Cs

qz0.5 ρ δ β

38.475 m s 1-=:=

Kinematic viscosity of air at 20 oC (EN 40-3-1,cl.5.3):

v 15.1 10 6- m2

s 1-:=

Reynolds number(EN 40-3-1,cl.5.3): Re

V D2

v3.58 105

=:=

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): δ 1 0.01

hm

- 0.88=:=

Characteristic wind pressure: qz δβ 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"R3D3

0.075<if

"Curve 2"R3D3

0.075>if

"Curve 2"=:=

Wind speed(EN 40-3-1,cl.5.3):

V1

Cs

qz0.5 ρ δ β

37.719 m s 1-=:=

Kinematic viscosity of air at 20 oC (EN 40-3-1,cl.5.3):

v 15.1 10 6- m2

s 1-:=

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CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C Calculated by:VN Date:04/2014

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Reynolds number(EN 40-3-1,cl.5.3): Re

V D3

v4.159 105

=:=

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): δ 1 0.01

hm

- 0.9=:=

Characteristic wind pressure: qz δβ 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"R4D4

0.075<if

"Curve 2"R4D4

0.075>if

"Curve 2"=:=

Wind speed(EN 40-3-1,cl.5.3):

V1

Cs

qz0.5 ρ δ β

36.791 m s 1-=:=

Kinematic viscosity of air at 20 oC (EN 40-3-1,cl.5.3):

v 15.1 10 6- m2

s 1-:=

Reynolds number(EN 40-3-1,cl.5.3): Re

V D4

v4.91 105

=:=

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=:=

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CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C Calculated by:VN Date:04/2014

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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): δ 1 0.01

hm

- 0.92=:=

Characteristic wind pressure: qz δβ 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"R5D5

0.075<if

"Curve 2"R5D5

0.075>if

"Curve 2"=:=

Wind speed(EN 40-3-1,cl.5.3):

V1

Cs

qz0.5 ρ δ β

35.679 m s 1-=:=

Kinematic viscosity of air at 20 oC (EN 40-3-1,cl.5.3):

v 15.1 10 6- m2

s 1-:=

Reynolds number(EN 40-3-1,cl.5.3): Re

V D5

v5.588 105

=:=

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): δ 1 0.01

hm

- 0.94=:=

Characteristic wind pressure: qz δβ f cez q10 847.477 N m 2-=:=

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CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C Calculated by:VN Date:04/2014

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Shape coefficient for columns and brackets with regular octagonal cross-sections(EN 40-3-,Figure 3)

Curve "Curve 1"R6D6

0.075<if

"Curve 2"R6D6

0.075>if

"Curve 2"=:=

Wind speed(EN 40-3-1,cl.5.3):

V1

Cs

qz0.5 ρ δ β

34.279 m s 1-=:=

Kinematic viscosity of air at 20 oC (EN 40-3-1,cl.5.3):

v 15.1 10 6- m2

s 1-:=

Reynolds number(EN 40-3-1,cl.5.3): Re

V D6

v6.163 105

=:=

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): δ 1 0.01

hm

- 0.96=:=

Characteristic wind pressure: qz δβ 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"R7D7

0.075<if

"Curve 2"R7D7

0.075>if

"Curve 2"=:=

Wind speed(EN 40-3-1,cl.5.3):

V1

Cs

qz0.5 ρ δ β

32.199 m s 1-=:=

Kinematic viscosity of air at 20 oC (EN 40-3-1,cl.5.3):

v 15.1 10 6- m2

s 1-:=

Reynolds number(EN 40-3-1,cl.5.3): Re

V D7

v6.642 105

=:=

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CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C Calculated by:VN Date:04/2014

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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): δ 1 0.01

hm

- 0.98=:=

Characteristic wind pressure: qz δβ 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"R8D8

0.075<if

"Curve 2"R8D8

0.075>if

"Curve 2"=:=

Wind speed(EN 40-3-1,cl.5.3):

V1

Cs

qz0.5 ρ δ β

32.199 m s 1-=:=

Kinematic viscosity of air at 20 oC (EN 40-3-1,cl.5.3):

v 15.1 10 6- m2

s 1-:=

Reynolds number(EN 40-3-1,cl.5.3): Re

V D8

v7.069 105

=:=

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=:=

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CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C Calculated by:VN Date:04/2014

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SUMMARY OF WIND LOAD PER UNIT LENGTH PER SECTION ON Y AND X AXIS

Horizontal uniformforce of section 1: Fc1 0.141 kN m 1-

=

Horizontal uniformforce of section 2: Fc2 0.17 kN m 1-

=

Horizontal uniformforce of section 3: Fc3 0.194 kN m 1-

=

Horizontal uniformforce of section 4: Fc4 0.222 kN m 1-

=

Horizontal uniformforce of section 5: Fc5 0.244 kN m 1-

=

Horizontal uniformforce of section 6: Fc6 0.26 kN m 1-

=

Horizontal uniformforce of section 7: Fc7 0.264 kN m 1-

=

Horizontal uniformforce of section 8: Fc8 0.284 kN m 1-

=

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CALCULATION SHEET WIND LOADING TO EN 40-3-1 REV: C Calculated by:VN Date:04/2014

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SUMMARY OF WIND POINT LOAD PER SECTION ON Y AND X AXIS

Horizontal forceof section 1:

F1 0.281 kN=

Horizontal forceof section 2:

F2 0.34 kN=

Horizontal forceof section 3:

F3 0.387 kN=

Horizontal forceof section 4:

F4 0.444 kN=

Horizontal forceof section 5:

F5 0.489 kN=

Horizontal forceof section 6:

F6 0.52 kN=

Horizontal forceof section 7:

F7 0.528 kN=

Horizontal forceof section 8:

F8 0.569 kN=

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