lifting lug
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5/27/2018 Lifting Lug
1/9
JOB/ITEM NO. :
CLIENT :
PLANT LOCATION :
ENGINEER : pr Checked : 1. STRESSES BASED ON AISC-ASD
Date : 06/22/09 Revision : A 2. DESIGN LOADS HA VE BEEN
INCREASED BY DESIGN FACTOR.
TOTAL LIFTED LOAD 55 kips Cons idered a LIGHT Package!
PLATE THICK t= 1.000 inches
PLATE WIDTH b= 5.313 inches HOLE DIAM DIA= 2.125 inches
PLATE RADIUS 2.657 inches
BOTTOM OF PLATE TO TOP OF FRAME d= 2.50 inches 1.25 Dynamic Impact factor (Fh)
TOP OF FRAME TO CENTER OF RADIUS h= 2.75 inches 1.05 Consequence factor
FY 50.00 ksi 1.03 Weight factor
SLING ANGLE W/ HORIZONTAL 45 deg 1.03 Tilt & Yaw factor
FILLET WELD SIZE 0.438 of an inch 1.00 Skew Load factor (Heavy li f ts o nly!)
DESIGN FACTOR 1.40 1.40 Generally Accep ted Min Design Factor
ASSUME OUT OF PLANE LOADING 5 %
DO YOU INTEND TO USE A SPREADER BAR? YES Loads Proport ioned for 0.6 x Tota l L i f t Load per pair of lugs
DESIGN LOAD PER LIFTING LUG Pvert = 23.10 kips
DESIGN LOAD PER LIFTING LUG Ph = 23.10 kips these are factored SWL
Sl ing Load = Shack le SWL = 32.67 kips
CHECK STRESS IN HORZ. PLANE AT PIN ASD cl ref
NET AREA An=(b-DIA)*t 3.19 in2
NET SECTION Sxn=t*b2/6-t*DIA
2/6 3.95 in
3
Syn=(b-DIA)*(t2)/6 0.53 in
3
SHEAR fv = Ph/An 7.25 ksi
SHEAR RESULTANT fvr =(fv2+(PER/100*fv)
2)
0.5 7.25 ksi
SHEAR ALLOWABLE Fv = 0.4Fy 20.00 ksi (EQU, F4-1)
SHEAR STRESS RATIO 0.36
TENSION ft = Pvert/An 7.25 ksi
IN PLANE BENDING STRESS = 0
OUT OF PLANE fbo = PER/100*b*Pvert/Syn 11.55 ksi
RESULTANT AXIAL STRESS far = ft + fbo 18.80 ksi
TENSION ALLOWABLE Ft = 0.6Fy 30.00 ksi (EQU, D1)
TENSION STRESS RATIO 0.63
COMBINED STRESS f = (far2+3*fvr2) 0.5 22.61 ksi # COMBINED STRESS ALLOW Fa = 0.66Fy 33.00 ksi
COMBINED STRESS RATIO @ PIN 0.69
CHECK BEARING ON PLATE AT PIN
SHACKLE PIN DIAMETER from Crosby Tab below 1.5 inches PIN SWL = 34 kips, Shackle Pin Dia OK!
SHACKLE PIN DIAMETER = DIA1, User Input 1.5 inches
BEARING AREA Ap = DIA1*t 1.500 in2
Note: In General FPBW are required
BEARING STRESS fp = SL/Ap 21.78 ksi for all but light lifts!! & recommended
BEARING STRESS ALLOW = 0.9FY 45.00 ksi (EQU, J8-1) min safety factor of 2.0 applied.
BEARING STRESS RATIO 0.48 DESIGN WELD SIZE BASED ON 0.33Fu = 21.5 ksi
AND ELASTIC METHOD
CHECK STRESS IN PLANE BELOW PIN e = 4.190 e=((d/2)*2*d+2*b+d*b)/(2*d+3*b)+h
AREA A=b*t 5.31 in2 Lw = 20.94 Lw=2*(b+d)+b
SECTION Sx=t*b2/6 4.70 in
3 Ix = 30.61 Ix=2*b*(e-h)2+b*(d-(e-h))
2+2*d
3/12
Sy=b*(t2)/6 0.89 in3 Iy = 72.78 Iy=2*d*(b/2) 2+3*b 3/12 SHEAR fv = Ph/A 4.35 ksi Ip = 103.39 Ip=Ix+Iy
SHEAR RESULTANT fvr = (fv2+(PER/100*fv) 2) 0.5 4.35 ksi fx = .28 fx=Pvert*PER/100*e*d/2/Ix, (see ##)
SHEAR ALLOWABLE Fv = 0.4Fy 20.00 ksi f'x = 1.58 f'x=Ph/Lw, (see ##)
SHEAR STRESS RATIO 0.22 f"x = 0.99 f"x=(Ph*e*(d-(e-h)))/Ip, (see ##)
f'y = 1.58 f'x=Pvert/Lw, (see ##)
TENSION ft = Pvert/A 4.35 ksi f"y = 3.56 f"y=(Ph*e*b/2)/Ip, (see ##)
IN PLANE BENDING STRESS = Ph*h/Sx 13.50 ksi f = 5.75 f=SQRT((f'x+f"x)2+(f'y+f"y)
2+fx
2)
OUT OF PLANE fbo = PER/100*b*Pvert/Sy 10.52 ksi 0.378 Weld Size=f/(21.5*SIN(45*PI()/180))
RESULTANT AXIAL STRESS far = ft + fbo 28.37 ksi 0.4375
TENSION ALLOWABLE Ft = 0.6Fy 30.00 ksi Weld Size = 7/16 INCHES
TENSION STRESS RATIO 0.95 S.R. = 0.86 ## (des ign fac to r o f 2 used)
COMBINED STRESS f = (far2+3*fvr
2)
0.5 29.35 ksi # Weld f.o .s = 2.47
COMBINED STRESS ALLOW Fa = 0.66Fy 33.00 ksi
COMBINED STRESS RATIO BELOW PIN 0.89
Additional Notes # - the formula used to combine these stresses is equ (3-37) from ASME BTH-1-2005 with fy =0
INPUT IN SHADED GREEN & RED AREAS
FRAME LIFTING LUG (ASSUMES 4 LIFT LUGS)
DESIGN FACTOR made up from
LUG LAYOUT
NOTE : this is for a welded side plate, for top welded
lugs d = the plate thickness!!
Warning, tmax 1.904 inches AND, tmin 1.428 inches
DESIGN VALID! Confirm with ASME min F.O.S Req'd
The min Factor of Safety for the design as noted F.O.S = 2.23Must Comp ly with the requirements of ASME
BTH-1-2005 Chapt er 3-1.2
NOTE: for Category A lifts, Min F.O.S is 2.0 - 2.5 for lug and for Category B lifts, Min F.O.S is 3.0 - 3.6 for the lug.
d
b
h
SL
ANGLE
Ph
Pv
Weld
Weld
Welds
Equipment
t
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5/27/2018 Lifting Lug
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JOB/ITEM NO. :
CLIENT :
PLANT LOCATION :
ENGINEER : pr Checked : 1. STRESSES BASED ON A ISC-ASD
Date : 06/22/09 Revision : A 2. DESIGN LOADS HA VE BEEN
INCREASED B Y DESIGN FACTOR.
Li f t ing lug Info
TOTAL LIFTED LOAD 55 kips Considered a LIGHT Package!
PLATE THICK t= 1.000 inches
HOLE DIAM DIA= 2.125 inches
PLATE WIDTH b= 5.31 inches
SLING ANGLE W/ HORIZONTAL 45 deg
DESIGN FACTOR 1.40
ASSUME OUT OF PLANE LOADING 5 %
DO YOU INTEND TO USE A SPREADER BAR? YES Loads Proport ioned for 0.6 x Total Li f t Load per pair of lugs
DESIGN LOAD PER LIFTING LUG Pvert = 23.10 kips
DESIGN LOAD PER LIFTING LUG Ph = 23.10 kips these are factored SWL
Sl ing Load = Shackle SWL = 32.67 kips
YES Use!
Min Shackle Dia size based on SWL = 1.50 inches SWL = 34.00 kips, (for the Users Info).
User Req ues ted Shac kle Dia = 1.5 inch es SWL = 34.00 k ips, (th is row 's in fo is u sed)
by User by SWL Possible Warnings!!
A 2.38 2.38 Packing plates req'd to make up gap
B 1.63 1.63
C 5.75 5.75
D 1.5 1.5
E 3.88 3.88
F 3.63 3.63
H 10 10
L 6.88 6.88
N 1.62 1.62P 7.73 7.73
Weight(lbs)
NOT USED!
Min Shackle Dia size based on SWL = 1.50 inches SWL = 60.00 kips, (for the Users Info).
User Reques ted Shackle Dia = 1.5 inches SWL = 60.00 k ips
by User by SWL
A 2.38 2.38
B 3.62 3.62
C 1.62 1.62D 1.63 1.63
E 5.75 5.75
F 1.39 1.39
G 6.88 6.88
H 7.75 7.75
J 10 10
K 3.88 3.88
L 1.54 1.54
Weight
(lbs)
20.820.8
Crosby Fo rged A ncho r Shackles , G-2130 S-2130
Crosby A lloy Ancho r Shackles, G-2140 S-2140
tmax 1.904 inches AND, tmin 1.428 inches
bmax 13.13 inches AND, bmin 5.313 inches
FRAME LIFTING LUG SHACKLE Type & Size
0
0
0
20.820.8
INPUT IN SHADED GREEN & RED AREAS
The information on this sheet is based on Crosby Shackles both Forged and Alloy, Confirm with Vendor Type being USED!
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5/27/2018 Lifting Lug
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reference EM/039 Rev 3 1991
1.25
Offshore LIFT
Recommended
2.5 2.0 1.3
Dynamic A mp li f ication Factors (Fh) for MEDIUM Packages
Dynamic Amp li f ication Factors (Fh) for LIGHT Packages
Offshore lift lower
BoundOnShore Lift
Bound
Offshore lift Upper
(165kips)
(1100kips)
(2200kips)
2200
110
22
4400
1100
220
(KIPS)
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5/27/2018 Lifting Lug
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reference EM/039 Rev 3 1991
On Shore
ALL 22,000 5,500 2,200
DAF for module weights between the values given above, should be calculated by a
linear interpolation.
ALLLift Weight (kips)
Table form of the Graph above
1.05 1.1 1.2 1.25 SEE Graph aboveSLING DAF
Dynamic Amp li f ication Factors (Fh) for HEAVY Packages
DESIGN COMPLETION
Off Shore
4,400 8,800 17,60013,200 22,000
(Kips)
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5/27/2018 Lifting Lug
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reference EM/039 Rev 3 1991
Angle 65 for single and dual lifts for differing L/B ratio's
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5/27/2018 Lifting Lug
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reference EM/039 Rev 3 1991
Angle 70 for single and dual lifts for differing L/B ratio's
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5/27/2018 Lifting Lug
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reference EM/039 Rev 3 1991
Angle 75 for single and dual lifts for differing L/B ratio's
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5/27/2018 Lifting Lug
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reference EM/039 Rev 3 1991
Angle 80 for single and dual lifts for differing L/B ratio's
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5/27/2018 Lifting Lug
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reference EM/039 Rev 3 1991
HEEREMA DnV MICOPERI SHELL OXY BP AMOCO CHEVERON
(1983) (1985) (1985) SOLE PIPER BRUCE CATS ALBA
PIT (1990) (1990) (1990) (1990)
(1988)
NOTES: 1. Factor not quoted, but assumed for this comparison table.
2. Factor used, but not quoted and assumed for this comparison table.
3. Skew load factor can be reduced to 1.25min by use of curves, depending upon measured sling lengths.
4. Factor based on average of factors for structural and equipment.
5. Sling DAF varies linearly with the module weight, from 1.2at 5,500kips to 1.15at 13,200kips .
7. Tilt factor assumed if tilt is 1% or less.
8. Factor can be reduced to 1.02after weighing.
BP LOC AMOCO CHEVERON HEEREMA NOBLE
BRUCE (1991) CATS ALBA (1990) DENTON
(1990) (1990) (1990) (1990)
NOTES: 1. Based upon average of factors for structural and equipment/outfitting.
4. Factor assumed for this comparison table. Factor should be calculated by static's based upon C.G position and
5. Sling DAF varies linearly with the module weight, from 1.15at 13,200kips to 1.10at 22,000kips
6. Yaw included in DAF and Skew factors.
Range of Module
Weights (kips)
Weight Factor
(PRE-AFC)(4)
C.G Shift
B
C
DFactor
1.25 1.50
1.00
A
D.A.F
(Slings)
Skew loads
Factor
1.101.15 1.15
1.50 1.50
F
1.001.00 1.00 1.00 Tilt
1.10
Range of Module
Weights (kips)
AWeight Factor
(PRE-AFC)(1)
B
1.15 1.125
E
1.05 1.03
1.10/1.15
Factor
22,000/13,200
1.08 10.50 1.05 1.05
1.10 1.10 1.10
AxBxCxD
1.10 1.10 1.10 1.10 1.10
1.50 1.25 1.50 1.50
1.05 1.05
1.151.15
1.00 1.00 1.00 1.05(2) 1.00
1.66
1.00 1.00 1.00
1.175
1.10 1.10 1.10 1.10
1.15 1.15 1.15 1.25
1.10
BRV JIP (1991)
Lift Criteria Comparison- Dual Lifts, HEAVY LIFTS
1.991.90 1.51 1.90 1.99
>5,500>17,600 >2,200 >5,500 >5,500 >5,500
>5,500
1.90 1.90
Lift Criteria Comparison- Single Crane Lifts, HEAVY LIFTS
>5,500 >,2200 >5,500>5,500 >5,500
1.08 1.03 1.03 1.03
1.00
1.15(1)1.15(1)1.15(1)
1.00(6)
1.00
1.03
1.03 1.03
1.05
1.03(4)
1.44 1.38 1.44/1.51 1.50 1.58 1.58 1.64
Tilt
Factor
Yaw
Factor1.05 1.05 1.00 1.05 1.05 1.00
1.10
1.00
D.A.F
(Slings)
C
Skew loads
D
C.G Shift
Factor
E
1.001.00 1.00 1.10 1.00
1.00 1.00 1.10 1.10 1.00
H AxBxCxDxExFxG
FTorsion
Factor
GFactor
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