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Design of Lifting Lugs
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Reference:
Design and Construction of Lifting Beams
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David T. Ricker, PE, AISC Engineering Journal
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Fourth Quarter/1991
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Updated to 2005 AISC Manual of Steel Construction
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Designed By:
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P =5.5
kips. Unfactored Lifting Load
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S.F. =5
Safety Factor
For lifting lug design, it is common to use a safety factor of 5. For fall protection systems a safety factor of 2 is common.
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dp =0.75
in. Diameter of pin in shackle
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dh =1.5
in. Diameter of hole in lug.
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a =1.5in
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e =1.5in
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t =0.5
in. Plate Thickness, 1/2" min.
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Fy =36
ksi. Plate yield stress.
Normal Values: 36 for A36, 50 for A572 Gr 50
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Fu =58
ksi. Plate ultimate stress.
Normal Values: 58 for A36, 65 for A572 Gr 50
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Geometry Checks:
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dh>dp+1/16?Yes
Hole is large enough for pin.
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a>=2t?Yes
Plate proportions are correct.
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a<=2t+.63"Yes
Use full value of a.
Design and Construction of Lifting Beams limits a to 4t for calculation purposes. The 2005 code limits a to 2t+.63". Updated to new code.
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a>=dh/2?Yes
Plate proportions are correct.
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t>=1/2"?Yes
Plate proportions are correct.
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e>=0.67dh?Yes
Plate proportions are correct.
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Capacity Checks:
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Pf (kips) =17.40
Tensile Rupture of Lug.
O.K.
2*MIN(a,2t+.63)*t*Fu/S.F.
Pg. 151 of Reference. Equation (D5-1) of Manual.
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Pp (kips) =N/A
Bearing Capacity of Pin on Hole.
O.K.
1.8*Fy*dp*t/S.F.
Pg. 152 of Reference. Equation (J7-1) of Manual.
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Pe (kips) =9.02
Tension Tear Out to Edge of Plate
O.K.
1.67*Fy*t*e^2/dh/S.F.
Pg. 152 of Reference, except used Fy/S.F. instead of Fb.
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Ps (kips) =6.48
Shear Yielding to Edge of Plate
O.K.
2*0.6*Fy*e*t/S.F.
Pg. 152 of Reference. Equation (G2-1) of Manual.
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