LIFTING LUG DESIGN
DATE 7-Sep-13 12:00 AM JOB No. 8403 Version 9 Updated on 5 June 2003
PROJECT Jilalian LOAD FACTOR = 5
ITEM Lug
REFERENCE
LIFTING (WORKING) LOAD(KN) = 15 TENSION FAILURE CHECK AS4100 American
1998 Inst of Steel Construction
ANGLE OF LIFT (DEG) (FROM HORIZ.)= 45 PHI Put (KN) = 242 .9*Ag*fy .9*An*Fu
PHI Vu (KN) = 145.44 .9*.85*Kt*An*fu
DIA. OF HOLE ( MM) d = 20 O.K. Pt* (KN) = 53.03
O.K. Pv*(KN)= 53.03 COMBINED SHEAR & TENSION CHECK
SUGGESTED SHACKLE DIA (mm) df = 16 (Pt*/Phi Put)^2+(Pv*/Phi Vu)^2 <=1.0 O.K.
ADOPTED SHACKLE DIA (mm) df = 15 WARNING ADOPTED SHACKLE TOO SMALL
EDGE DISTANCE (MM) e = 50 PLATE CRUSHING FAILURE CHECK
WIDTH OF LUG AT BASE (MM) w = 75 P allow (KN) = 257
DIST FROM CL HOLE TO BASE OF LUG (MM) 50 PHI Pu (KN) = 190 .9*3.2*df*t*fup 1.67*Fb*t*e^2/d
SIDE DISTANCE (MM) a = 52.1 P (KN) = 15 e=width of plate from edge of hole
LUG PLATE THICK. (MM) t = 10 O.K. P* (KN) = 75 d = dia of hole to edge of plate
PLATE SHEARING / TEAR OUT STRENGTH CHECK
LUG STEEL ULT. STRENGTH (MPA) fu= 440 P allow (KN) = 102
PHI Pu (KN) = 158 .9*a*t*fup 2*.4*fy*e*t
LUG STEEL YIELD STRENGTH (MPA) fy= 320 P (KN) = 15
O.K. P* (KN) = 75 a = dist from edge of hole to edge of plate
15
52.1 52.1 PLATE FLEXURE CHECK
PHI Ms (kNm) = 4.05
45 M* (kNm) = 2.65 O.K.
50
COMBINED TENSION & SHEAR & FLEXURE CHECK.
50
.75 Phi Ms = 2.37 AS 4100 Clause 8.3.2
20 Phi Vv (kN) = 167.61 O.K AS 4100 Clause 5.12.3
75
PLATE THICKNESS PLATE GEOMETRY CHECK
10 MM AS4100-1998 Clause 7.5
t<.25*(e-b/2) n.g. (prevents dishing)
Net area past pin>=Net area for member o.k. (prevents tearing on reaction side)
Net area perp to axis of member>=1.33*Net area of member o.k
(allows for stress concentration effects)
ALPHA = 53.13
Shackle capacities listed are those for Alloy Bow shackles American Institute of Steel Construction P= 62.50
Quality Grade S (ref: AS 2741 -1192 Table 6) a clear >=d/2 o.k. (Tension failure at side of hole) gamma = 36.87
a clear>=2*t o.k. (Tension failure at side of hole) beta = -16.26
Min ult tensile strength = 630 MPa for shackle body e clear>=.67*d o.k (Tearing failure of plate above pin)
Min ult tensile strength = 800 MPa for pin t>=0.25 hole dia or 12 mm o.k. (Prevents dishing)
Shackles are proof tested to 5 times WLL
NOTE:
PHI Pu >= Load Factor * P(working)
Ref: Design &Const. of lifting beams (David T. Ricker)
(American Inst. of Steel Construction)
DATE 7-Sep-13 12:00 AM JOB No. 8403 Version 9 Updated on 5 June 2003
PROJECT Jilalian LOAD FACTOR = 5
ITEM Lug
REFERENCE
LIFTING (WORKING) LOAD(KN) = 15 TENSION FAILURE CHECK AS4100 American
1998 Inst of Steel Construction
ANGLE OF LIFT (DEG) (FROM HORIZ.)= 45 PHI Put (KN) = 242 .9*Ag*fy .9*An*Fu
PHI Vu (KN) = 145.44 .9*.85*Kt*An*fu
DIA. OF HOLE ( MM) d = 20 O.K. Pt* (KN) = 53.03
O.K. Pv*(KN)= 53.03 COMBINED SHEAR & TENSION CHECK
SUGGESTED SHACKLE DIA (mm) df = 16 (Pt*/Phi Put)^2+(Pv*/Phi Vu)^2 <=1.0 O.K.
ADOPTED SHACKLE DIA (mm) df = 15 WARNING ADOPTED SHACKLE TOO SMALL
EDGE DISTANCE (MM) e = 50 PLATE CRUSHING FAILURE CHECK
WIDTH OF LUG AT BASE (MM) w = 75 P allow (KN) = 257
DIST FROM CL HOLE TO BASE OF LUG (MM) 50 PHI Pu (KN) = 190 .9*3.2*df*t*fup 1.67*Fb*t*e^2/d
SIDE DISTANCE (MM) a = 52.1 P (KN) = 15 e=width of plate from edge of hole
LUG PLATE THICK. (MM) t = 10 O.K. P* (KN) = 75 d = dia of hole to edge of plate
PLATE SHEARING / TEAR OUT STRENGTH CHECK
LUG STEEL ULT. STRENGTH (MPA) fu= 440 P allow (KN) = 102
PHI Pu (KN) = 158 .9*a*t*fup 2*.4*fy*e*t
LUG STEEL YIELD STRENGTH (MPA) fy= 320 P (KN) = 15
O.K. P* (KN) = 75 a = dist from edge of hole to edge of plate
15
52.1 52.1 PLATE FLEXURE CHECK
PHI Ms (kNm) = 4.05
45 M* (kNm) = 2.65 O.K.
50
COMBINED TENSION & SHEAR & FLEXURE CHECK.
50
.75 Phi Ms = 2.37 AS 4100 Clause 8.3.2
20 Phi Vv (kN) = 167.61 O.K AS 4100 Clause 5.12.3
75
PLATE THICKNESS PLATE GEOMETRY CHECK
10 MM AS4100-1998 Clause 7.5
t<.25*(e-b/2) n.g. (prevents dishing)
Net area past pin>=Net area for member o.k. (prevents tearing on reaction side)
Net area perp to axis of member>=1.33*Net area of member o.k
(allows for stress concentration effects)
ALPHA = 53.13
Shackle capacities listed are those for Alloy Bow shackles American Institute of Steel Construction P= 62.50
Quality Grade S (ref: AS 2741 -1192 Table 6) a clear >=d/2 o.k. (Tension failure at side of hole) gamma = 36.87
a clear>=2*t o.k. (Tension failure at side of hole) beta = -16.26
Min ult tensile strength = 630 MPa for shackle body e clear>=.67*d o.k (Tearing failure of plate above pin)
Min ult tensile strength = 800 MPa for pin t>=0.25 hole dia or 12 mm o.k. (Prevents dishing)
Shackles are proof tested to 5 times WLL
NOTE:
PHI Pu >= Load Factor * P(working)
Ref: Design &Const. of lifting beams (David T. Ricker)
(American Inst. of Steel Construction)
