.pdf of the calculations for designing the strength of the lifting lug.
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Lifting Lug Calculation.PDF
Lifting Lug Stress
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PROJECT: TITLE:
Rev.: Design Calculation For Lifting Lug For Plate Flipping In Panel Line Shop
Date:
Worst Case: Material of Lifting Lug
= High Tensile Steel (AH36)
Yield Stress (σ) (σ)
= 36 36
(kg/mm2)
SWL of Gantry Crane in Panel Line Shop
= 20 20
(tonnes)
Safety Factor
= 2.11
Design Load (DL)
= 42.2
(tonnes)
Load on Each End (F1 = DL / 2)
= 21.1
(tonnes)
Note: 2-point lifting
Wire Sling Angle (θ)
= 73
(°)
Note: Min. 70° to prevent lifting lug bending
Load along Wire Sling (F2 = F1 / sin θ)
= 22.07
(tonnes)
Load along X-Axis (F3 = F1 x cos θ)
= 6.46
(tonnes)
Height (H)
= 56 56
(mm)
Width (W)
= 30
(mm) (mm2)
Check for Shear
Shear Area (A)
= 16 1 680
Allowable Allowable Shear Stress (σs) (σs)
= 14.4
(kg/mm2)
Allowable Allowable Shear Force Force (Fas)
= 24192
(kg)
= 24.2 > 22.07
(tonnes) (tonnes)
Weld Leg Size (Hw)
= 18
(mm)
Weld Length (Lw)
= 75
(mm)
Weld Shear Area (Aw)
= 3818.377
(mm2)
Yield Stress Of Weld (σw) (σw)
= 36 36
(kg/mm2)
Allowable Allowable Shear Stress Of Weld (σsw) (σsw)
= 14.4
(kg/mm2)
Allowable Allowable Shear Force Force (Fas)
= 54984.62
(kg)
= 54.99
(tonnes)
> 21.1
(tonnes)
= 10.55
(tonnes)
Note: Hole Dia = 54 mm
Note: Shear Stress = 40% of Yield Stress
Check for Weld Note: Fillet weld
Note: Shear Stress = 40% of Yield Stress
Check for Bending i) Lifting while Panel is Horizontal Bending load considered (F1 /2)
Note: Since one edge of the plate is supported on the ground, the total load F1 is considered to be acting equally at lug and the ground support Distance from Lifting Eye to Plate (D1)
Hence, SWL 25T shackles and wire slings shall be suitable for plate flipping Hence, design load of 16T lifting lugs shall be suitable for plate flipping
Note: Load considered is the horizontal load
Note: Bending Stress = 60% of Yield Stress
Actual Case 1 (B1-SP2 & SP4): Material of Lifting Lug
= Mild Steel Grade A (A36)
Actual Weight of Load to be Lifted (Fa)
= 13.71
(tonnes)
Factored Weight (Ff = Fa x 1.25)
= 17.14
(tonnes)
Load on Each End (F1 = Ff / 2)
= 8.57
(tonnes)
Wire Sling Angle (θ)
= 73
(°)
Load along Wire Sling (F2 = F1 / sin θ)
= 8.97
(tonnes)
Load along X-Axis (F3 = F1 x cos θ)
= 2.63
(tonnes)
Height (H)
= 46.5
(mm)
Width (W)
= 30
(mm)
Shear Area (A)
= 1395
(mm2)
Yield Strength Of Mild Steel (σ)
= 24
(kg/mm2)
Shear Strength Of Mild Steel (σs)
= 9.6
(kg/mm2)
Allowable Shear Force (Fas)
= 13392
(kg)
= 13.4 > 8.97
(tonnes) (tonnes)
Weld Leg Size (Hw)
= 18
(mm)
Weld Length (Lw)
= 150
(mm)
Weld Shear Area (Aw)
= 3818.377
(mm2)
Yield Strength Of Weld (σw)
= 24
(kg/mm2)
Shear Strength Of Weld (σsw)
= 9.6
(kg/mm2)
Allowable Shear Force (Fas)
= 36656.42
(kg)
= 36.66
(tonnes)
> 17.14
(tonnes)
Width (W)
= 30
(mm)
Depth (D)
= 130
(mm)
Section Modulus of Lifting Lug in Y-axis (Z)
= 19500
(mm3)
= 19.5
(cm3)
= 100
(mm)
= 0.1
(m)
Distance from Lifting Eye to Plate (D1) Yield Strength Of Mild Steel (σ)
= 36
(kg/mm2)
Bending Strength Of Mild Steel (σb )
= 21.6
(kg/mm2)
Bending Moment (Mb)
= 0.567
(Tm)
Section Modulus Required (Zr)
= 26.25 < 19.5
(cm3) (cm3)
Note: 2-point lifting
Note: Hole size = 37mm
Note: Shear Strength = 40% of Yield Strength
Note: Fillet weld
Note: Shear Strength = 40% of Yield Strength
Note: Bending Stress = 60% of Yield Stress
Hence, SWL 12T shackles and wire slings shall be suitable for plate flipping Hence, design load of 16T lifting lugs shall be suitable for plate flipping Actual Case 2 (B1-SP5, SP6 & SP7): Material of Lifting Lug
= Mild Steel Grade A (A36)
Actual Weight of Load to be Lifted (Fa)
= 15.76
(tonnes)
Factored Weight (Ff = Fa x 1.25)
= 19.7
(tonnes)
Load on Each End (F1 = Ff / 2)
= 9.85
(tonnes)
Wire Sling Angle (θ)
= 73
(°)
Load along Wire Sling (F2 = F1 / sin θ)
= 10.31
(tonnes)
Load along X-Axis (F3 = F1 x cos θ)
= 3.02
(tonnes)
Height (H)
= 46.5
(mm)
Width (W)
= 30
(mm)
Shear Area (A)
= 1395
(mm2)
Yield Strength Of Mild Steel (σ)
= 24
(kg/mm2)
Shear Strength Of Mild Steel (σs)
= 9.6
(kg/mm2)
Allowable Shear Force (Fas)
= 13392
(kg)
= 13.4 > 10.31
(tonnes) (tonnes)
Weld Leg Size (Hw)
= 18
(mm)
Weld Length (Lw)
= 150
(mm)
Weld Shear Area (Aw)
= 3818.377
(mm2)
Yield Strength Of Weld (σw)
= 24
(kg/mm2)
Shear Strength Of Weld (σsw)
= 9.6
(kg/mm2)
Allowable Shear Force (Fas)
= 36656.42
(kg)
= 36.66
(tonnes)
> 19.7
(tonnes)
Width (W)
= 30
(mm)
Depth (D)
= 130
(mm)
Section Modulus of Lifting Lug in Y-axis (Z)
= 19500
(mm3)
= 19.5
(cm3)
Note: 2-point lifting
Note: Hole size = 37mm
Note: Shear Strength = 40% of Yield Strength
Note: Fillet weld
Note: Shear Strength = 40% of Yield Strength
Distance from Lifting Eye to Plate (D1)
= 75
(mm)
= 0.075
(m)
Yield Strength Of Mild Steel (σ)
= 24
(kg/mm2)
Bending Strength Of Mild Steel (σb )
= 14.4
(kg/mm2)
Bending Moment (Mb)
= 0.23
(Tm)
Section Modulus Required (Zr)
= 15.98 < 19.7
(cm3) (cm3)
Note: Bending Stress = 60% of Yield Stress
Hence, SWL 12T shackles and wire slings shall be suitable for plate flipping Hence, design load of 16T lifting lugs shall be suitable for plate flipping Actual Case 3 (B1-SP8, SP9 & SP10): Material of Lifting Lug
= Mild Steel Grade A (A36)
Actual Weight of Load to be Lifted (Fa)
= 16.82
(tonnes)
Factored Weight (Ff = Fa x 1.25)
= 21.025
(tonnes)
Load on Each End (F1 = Ff / 2)
= 10.52
(tonnes)
Wire Sling Angle (θ)
= 73
(°)
Load along Wire Sling (F2 = F1 / sin θ)
= 11.01
(tonnes)
Load along X-Axis (F3 = F1 x cos θ)
= 3.22
(tonnes)
Height (H)
= 46.5
(mm)
Width (W)
= 30
(mm)
Shear Area (A)
= 1395
(mm2)
Yield Strength Of Mild Steel (σ)
= 24
(kg/mm2)
Shear Strength Of Mild Steel (σs)
= 9.6
(kg/mm2)
Allowable Shear Force (Fas)
= 13392
(kg)
= 13.4
(tonnes)
> 11.01
(tonnes)
Weld Leg Size (Hw)
= 18
(mm)
Weld Length (Lw)
= 150
(mm)
Weld Shear Area (Aw)
= 3818.377
(mm2)
Yield Strength Of Weld (σw)
= 24
(kg/mm2)
Shear Strength Of Weld (σsw)
= 9.6
(kg/mm2)
Allowable Shear Force (Fas)
= 36656.42
(kg)
= 36.66
(tonnes)
> 21.025
(tonnes)
Width (W)
= 30
(mm)
Depth (D)
= 130
(mm)
Section Modulus of Lifting Lug in Y-axis (Z)
= 19500
(mm3)
= 19.5
(cm3)
Distance from Lifting Eye to Plate (D1)
= 75
(mm)
= 0.075
(m)
Yield Strength Of Mild Steel (σ)
= 24
(kg/mm2)
Bending Strength Of Mild Steel (σb )
= 14.4
(kg/mm2)
Bending Moment (Mb)
= 0.25
(Tm)
Section Modulus Required (Zr)
= 17.37 < 19.5
(cm3) (cm3)
Hence, SWL 12T shackles and wire slings shall be suitable for plate flipping Hence, design load of 16T lifting lugs shall be suitable for plate flipping
Note: 2-point lifting
Note: Hole size = 37mm
Note: Shear Strength = 40% of Yield Strength
Note: Fillet weld
Note: Shear Strength = 40% of Yield Strength
Note: Bending Stress = 60% of Yield Stress
PROJECT: TITLE:
Rev.: Design Calculation For Lifting Lug For Plate Flipping In Panel Line Shop
Date:
Worst Case: Material of Lifting Lug
= High Tensile Steel (AH36)
Yield Stress (σ)
= 36
(kg/mm2)
SWL of Gantry Crane in Panel Line Shop
= 20
(tonnes)
Safety Factor
= 1.5
Design Load (DL)
= 30
(tonnes)
Load on Each End (F1 = DL / 2)
= 15
(tonnes)
Note: 2-point lifting
Wire Sling Angle (θ)
= 73
(°)
Note: Min. 70° to prevent lifting lug bending
Load along Wire Sling (F2 = F1 / sin θ)
= 15.69
(tonnes)
Load along X-Axis (F3 = F1 x cos θ)
= 4.59
(tonnes)
Height (H)
= 50
(mm)
Width (W)
= 30
(mm) (mm2)
Check for Shear
Shear Area (A)
= 1500
Allowable Shear Stress (σs)
= 14.4
(kg/mm2)
Allowable Shear Force (Fas)
= 21600
(kg)
= 21.6 > 15.69
(tonnes) (tonnes)
Weld Leg Size (Hw)
= 18
(mm)
Weld Length (Lw)
= 75
(mm)
Weld Shear Area (Aw)
= 3818.377
(mm2)
Yield Stress Of Weld (σw)
= 36
(kg/mm2)
Allowable Shear Stress Of Weld (σsw)
= 14.4
(kg/mm2)
Allowable Shear Force (Fas)
= 54984.62
(kg)
= 54.99 > 15
(tonnes) (tonnes)
Bending load considered (F1 /2)
= 7.5
(tonnes)
Distance from Lifting Eye to Plate (D1)
= 135
(mm)
= 0.135
(m)
Width (W)
= 230
(mm)
Depth (D)
= 30
(mm)
Section Modulus of Lifting Lug in X-axis (Zx)
= 264500
(mm3)
= 264.5
(cm3)
Allowable Bending Stress (σb)
= 21.6
(kg/mm2)
Bending Moment (Mb)
= 1.02
(Tm)
Section Modulus Required (Zr)
= 47.23 < 264.5
(cm3) (cm3)
Bending load considered
= 4.59
(tonnes)
Distance from Lifting Eye to Plate (D1)
= 150
(mm)
= 0.15
(m)
Note: Hole Dia = 44 mm
Note: Shear Stress = 40% of Yield Stress
Check for Weld Note: Fillet weld
Note: Shear Stress = 40% of Yield Stress
Check for Bending i) Lifting while Panel is Horizontal Note: Since one edge of the plate is supported on the ground, the total load F1 is considered to be acting equally at lug and the ground support
Note: Bending Stress = 60% of Yield Stress
ii) Lifting while Panel is Vertical
Note: Load considered is the horizontal load
Width (W)
= 30
(mm)
Depth (D)
= 230
(mm)
Section Modulus of Lifting Lug in Y-axis (Zy)
= 34500
(mm3)
= 34.5
(cm3)
Allowable Bending Stress (σb)
= 21.6
(kg/mm2)
Bending Moment (Mb)
= 0.69
(Tm)
Section Modulus Required (Zr)
= 31.95 < 34.5
(cm3) (cm3)
Hence, SWL 17T s hackles and wire slings s hall be suitable for plate flipping
Note: Bending Stress = 60% of Yield Stress
Hence, design load of 16T lifting lugs shall be suitable for plate flipping
