FRAME LIFTING LUG (ASSUMES 4 LIFT LUGS) JOB/ITEM NO. : CLIENT : PLANT LOCATION : ENGINEER : pr Date : 06/22/09
Checked : Revision :
1. STRESSES BASED ON AISC-ASD
A
2. DESIGN LOADS HAVE BEEN
INPUT IN SHADED GREEN & RED AREAS
TOTAL LIFTED LOAD PLATE THICK t= PLATE WIDTH b= HOLE DIAM DIA= PLATE RADIUS BOTTOM OF PLATE TO TOP OF FRAME d= TOP OF FRAME TO CENTER OF RADIUS h= FY SLING ANGLE W/ HORIZONTAL FILLET WELD SIZE DESIGN FACTOR ASSUME OUT OF PLANE LOADING DO YOU INTEND TO USE A SPREADER BAR? DESIGN LOAD PER LIFTING LUG Pvert = DESIGN LOAD PER LIFTING LUG Ph = Sling Load = Shackle SWL = CHECK STRESS IN HORZ. PLANE AT PIN NET AREA An=(b-DIA)*t NET SECTION Sxn=t*b 2 /6-t*DIA 2 /6 Syn=(b-DIA)*(t 2 )/6 SHEAR fv = Ph/An SHEAR RESULTANT fvr =(fv 2 +(PER/100*fv) 2 ) 0.5 SHEAR ALLOWABLE Fv = 0.4Fy SHEAR STRESS RATIO
55 1.000 5.313 2.125 2.657 2.50 2.75 50.00 45 0.438 1.40 5 YES 23.10 23.10 32.67 3.19 3.95 0.53 7.25 7.25 20.00 0.36
7.25 ksi
TENSION ft = Pvert/An IN PLANE BENDING STRESS = 0 OUT OF PLANE fbo = PER/100*b*Pvert/Syn RESULTANT AXIAL STRESS far = ft + fbo TENSION ALLOWABLE Ft = 0.6Fy TENSION STRESS RATIO COMBINED STRESS f = (far 2 +3*fvr 2 ) 0.5 COMBINED STRESS ALLOW Fa = 0.66Fy COMBINED STRESS RATIO @ PIN CHECK BEARING ON PLATE AT PIN SHACKLE PIN DIAMETER from Crosby Tab below SHACKLE PIN DIAMETER = DIA1, User Input BEARING AREA Ap = DIA1*t BEARING STRESS fp = SL/Ap BEARING STRESS ALLOW = 0.9FY BEARING STRESS RATIO
1.5 1.5 1.500 21.78 45.00 0.48
CHECK STRESS IN PLANE BELOW PIN AREA A=b*t SECTION Sx=t*b 2 /6 Sy=b*(t 2 )/6 SHEAR fv = Ph/A SHEAR RESULTANT fvr = (fv 2 +(PER/100*fv) 2 ) 0.5 SHEAR ALLOWABLE Fv = 0.4Fy SHEAR STRESS RATIO
5.31 4.70 0.89 4.35 4.35 20.00 0.22
in2 in3 in3 ksi ksi ksi
TENSION ft = Pvert/A IN PLANE BENDING STRESS = Ph*h/Sx OUT OF PLANE fbo = PER/100*b*Pvert/Sy RESULTANT AXIAL STRESS far = ft + fbo TENSION ALLOWABLE Ft = 0.6Fy TENSION STRESS RATIO COMBINED STRESS f = (far 2 +3*fvr 2 ) 0.5 COMBINED STRESS ALLOW Fa = 0.66Fy COMBINED STRESS RATIO BELOW PIN
4.35 13.50 10.52 28.37 30.00 0.95 29.35 33.00 0.89
ksi ksi ksi ksi ksi
11.55 18.80 30.00 0.63 22.61 33.00 0.69
INCREASED BY DESIGN FACTOR.
kips Considered a LIGHT Package! inches Warning, tmax ≤ 1.904 inches AND, tmin ≥ 1.428 inches inches inches inches DESIGN FACTOR made up from Dynamic Impact factor (Fh) inches 1.25 inches 1.05 Consequence factor ksi 1.03 Weight factor deg 1.03 Tilt & Yaw factor Skew Load factor (Heavy lifts only!) of an inch 1.00 1.40 Generally Accepted Min Design Factor % Loads Proportioned for 0.6 x Total Lift Load per pair of lugs kips kips these are factored SWL kips LUG LAYOUT Pv ASD cl ref SL 2 in t in3 in3 ANGLE ksi ksi Ph (EQU, F4-1) ksi Weld h
ksi ksi ksi
Equipment
d
Welds
b (EQU, D1)
ksi # ksi
Weld
NOTE : this is for a welded side plate, for top welded lugs d = the plate thickness!!
inches inches in2 ksi ksi
ksi # ksi
PIN SWL =
34
kips, Shackle Pin Dia OK! Note: In General FPBW are required for all but light lifts!! & recommended min safety factor of 2.0 applied.
(EQU, J8-1)
DESIGN WELD SIZE BASED ON 0.33Fu = 21.5 ksi AND ELASTIC METHOD e = 4.190 e=((d/2)*2*d+2*b+d*b)/(2*d+3*b)+h Lw = 20.94 Lw=2*(b+d)+b Ix=2*b*(e-h) 2 +b*(d-(e-h)) 2 +2*d 3 /12 Ix = 30.61 Iy=2*d*(b/2) 2 +3*b 3 /12 Iy = 72.78 Ip = 103.39 Ip=Ix+Iy fx = .28 fx=Pvert*PER/100*e*d/2/Ix, (see ##) f'x = 1.58 f'x=Ph/Lw, (see ##) f"x = 0.99 f"x=(Ph*e*(d-(e-h)))/Ip, (see ##) f'y = 1.58 f'x=Pvert/Lw, (see ##) f"y = 3.56 f"y=(Ph*e*b/2)/Ip, (see ##) f=SQRT((f'x+f"x) 2 +(f'y+f"y) 2 +fx 2 ) f = 5.75 0.378 Weld Size=f/(21.5*SIN(45*PI()/180)) 0.4375 Weld Size =
7/16 INCHES
S.R. = Weld f.o.s =
0.86 ## (design factor of 2 used) 2.47
DESIGN VALID!
Confirm with ASME min F.O.S Req'd
Must Comply with the requirements of ASME BTH-1-2005 Chapter 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. Additional Notes # - the formula used to combine these stresses is equ (3-37) from ASME BTH-1-2005 with fy =0 The min Factor of Safety for the design as noted
F.O.S = 2.23
FRAME LIFTING LUG SHACKLE Type & Size JOB/ITEM NO. : CLIENT : PLANT LOCATION : ENGINEER : Date :
0 0 0 pr 06/22/09
Checked : Revision :
1. STRESSES BASED ON AISC-ASD
A
INPUT IN SHADED GREEN & RED AREAS
2. DESIGN LOADS HAVE BEEN INCREASED BY DESIGN FACTOR.
The information on this sheet is based on Crosby Shackles both Forged and Alloy, Confirm with Vendor Type being USED! Lifting lug Info TOTAL LIFTED LOAD PLATE THICK HOLE DIAM PLATE WIDTH
t= DIA= b=
SLING ANGLE W/ HORIZONTAL DESIGN FACTOR ASSUME OUT OF PLANE LOADING DO YOU INTEND TO USE A SPREADER BAR? DESIGN LOAD PER LIFTING LUG Pvert = DESIGN LOAD PER LIFTING LUG Ph = Sling Load = Shackle SWL =
55 1.000 2.125 5.31
kips inches inches inches
45 1.40 5 YES 23.10 23.10 32.67
deg
Considered a LIGHT Package! tmax ≤ 1.904 inches AND, tmin ≥ 1.428 inches bmax ≤ 13.13 inches AND, bmin ≥ 5.313 inches
% Loads Proportioned for 0.6 x Total Lift Load per pair of lugs kips kips these are factored SWL kips
Crosby Forged Anchor Shackles, G-2130 S-2130 Min Shackle Dia size based on SWL = User Requested Shackle Dia =
1.50 1.5
inches inches
A B C D E F H L N P Weight (lbs)
SWL = SWL =
34.00 34.00
by User 2.38 1.63 5.75 1.5 3.88 3.63 10 6.88 1.62 7.73
by SWL 2.38 1.63 5.75 1.5 3.88 3.63 10 6.88 1.62 7.73
20.8
20.8
Crosby Alloy Anchor Shackles, G-2140 S-2140 Min Shackle Dia size based on SWL = User Requested Shackle Dia =
1.50 1.5
inches inches
A B C D E F G H J K L Weight (lbs)
SWL = SWL =
60.00 60.00
by User 2.38 3.62 1.62 1.63 5.75 1.39 6.88 7.75 10 3.88 1.54
by SWL 2.38 3.62 1.62 1.63 5.75 1.39 6.88 7.75 10 3.88 1.54
20.8
20.8
YES Use! kips, (for the Users Info). kips, (this row's info is used) Possible Warnings!! Packing plates req'd to make up gap
NOT USED! kips, (for the Users Info). kips
reference EM/039 Rev 3 1991
Dynamic Amplification Factors (Fh) for LIGHT Packages Offshore lift Upper Offshore LIFT Offshore lift lower OnShore Lift Bound Recommended Bound 1.25
2.5
2.0
1.3
Dynamic Amplification Factors (Fh) for MEDIUM Packages
4400
(KIPS)
2200
1100
(2200kips)
(1100kips)
220
110 (165kips)
22
reference EM/039 Rev 3 1991
Dynamic Amplification Factors (Fh) for HEAVY Packages
4,400
8,800
13,200
17,600
22,000
(Kips)
Lift Weight (kips) SLING DAF
Table form of the Graph above On Shore Off Shore DESIGN COMPLETION ALL 22,000 5,500 2,200 ALL 1.05
1.1
1.2
1.25
SEE Graph above
DAF for module weights between the values given above, should be calculated by a linear interpolation.
reference EM/039 Rev 3 1991
Angle 65º for single and dual lifts for differing L/B ratio's
reference EM/039 Rev 3 1991
Angle 70º for single and dual lifts for differing L/B ratio's
reference EM/039 Rev 3 1991
Angle 75º for single and dual lifts for differing L/B ratio's
reference EM/039 Rev 3 1991
Angle 80º for single and dual lifts for differing L/B ratio's
reference EM/039 Rev 3 1991
Lift Criteria Comparison- Single Crane Lifts,
HEAVY LIFTS JIP, Joint Industry Project
HEEREMA (1983)
A B C D E F
Range of Module Weights (kips) Weight Factor (PRE-AFC)(4) D.A.F (Slings) Skew loads Factor C.G Shift Factor Tilt Factor AxBxCxD NOTES:
DnV (1985)
MICOPERI (1985)
>5,500
SHELL SOLE PIT (1988)
OXY PIPER (1990)
BP BRUCE (1990)
AMOCO CHEVERON NOBLE CATS ALBA DENTON (1990) (1990) (1990)
>,2200
>5,500
>5,500
>5,500
>5,500
BRV JIP (1991) A (5)
B (3)
>5,500
13,200/5,500
13,200/5,500
1.15
1.10
1.15
1.15 (1)
1.15 (1)
1.15 (1)
1.15
1.15
1.13
1.175
1.175
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.15/1.20
1.15/1.20
1.50
1.25
1.50
1.50
1.50
1.50
1.25
1.50
1.25
1.50
1.25
1.00
1.00
1.00
1.05 (2)
1.00
1.00
1.05
1.05
1.05 (2)
1.05
1.02 (8)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.05
1.03 (7)
1.90
1.51
1.90
1.99
1.90
1.90
1.66
1.99
1.62
2.23/2.33
1.77/1.85
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 1.25 min 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 1.2 at 5,500kips to 1.15 at 13,200kips . 7. Tilt factor assumed if tilt is 1% or less. 8. Factor can be reduced to 1.02 after weighing.
Lift Criteria Comparison- Dual Lifts, HEAVY LIFTS
A B C D E F G H
Range of Module Weights (kips) Weight Factor (PRE-AFC)(1) D.A.F (Slings) C.G Shift Factor Tilt Factor Yaw Factor Torsion Factor Skew loads Factor AxBxCxDxExFxG NOTES:
BP BRUCE (1990)
LOC (1991)
AMOCO CATS (1990)
CHEVERON HEEREMA NOBLE ALBA (1990) DENTON (1990) (1990)
>17,600
>2,200
>5,500
>5,500
>5,500
>5,500
22,000/13,200
1.15
1.15
1.15
1.25
1.15
1.125
1.175
1.10
1.10
1.10
1.10
1.10
1.10
1.10/1.15
1.08
10.50
1.05
1.05
1.05
1.03
1.05
1.08
1.03
1.03
1.03
1.03
1.03
1.03 (4)
1.00
1.05
1.05
1.00
1.05
1.05
1.00 (6)
1.00
1.00
1.10
1.00
1.00
1.00
1.00
1.10
1.10
1.00
1.10
1.00
1.00
1.03
1.50
1.58
1.58
1.64
1.44
1.38
1.44/1.51
BRV JIP (1991)
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 allowable tilt. 5. Sling DAF varies linearly with the module weight, from 1.15 at 13,200kips to 1.10 at 22,000kips 6. Yaw included in DAF and Skew factors.
