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WIND LOADING ON LIGHTING STEEL COLUMN - EN 40-3-1:2013
This document contains calculations for wind loading on a steel lighting column according to EN 40-3-1:2013. It provides geometric data for 8 sections of the column and calculates the wind pressure, speed, and horizontal force on each section. The calculations are based on assumptions about topography, material properties, and the mass of the structure. Key parameters like exposure coefficient, characteristic wind pressure, and shape coefficient are determined for wind load analysis.
WIND LOADING ON LIGHTING STEEL COLUMN - EN 40-3-1:2013
- 1. CALCULATION SHEET WINDLOADING 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 WINDLOADING 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 WINDLOADING 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 WINDLOADING 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 WINDLOADING 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 WINDLOADING 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 WINDLOADING 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 WINDLOADING 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 WINDLOADING 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 WINDLOADING 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 WINDLOADING 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 WINDLOADING 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