Clean Copy LiftingLugStress Rev 1.5

FRAME LIFTING LUG (ASSUMES 4 LIFT LUGS) JOB/ITEM NO. :

CLIENT : PLANT LOCATION :

ENGINEER : pr Checked :Date : 06/22/09 Revision : A

INPUT IN SHADED GREEN & RED AREAS TOTAL LIFTED LOAD 55 kips Considered a LIGHT Package!

1.000 inches Warning, tmax ≤ 1.904 inches AND, tmin ≥ 1.428 inches5.313 inches2.125 inches

PLATE RADIUS 2.657 inches DESIGN FACTOR made up from2.50 inches 1.252.75 inches 1.05

FY 50.00 ksi 1.03 SLING ANGLE W/ HORIZONTAL 45 deg 1.03 FILLET WELD SIZE 0.438 of an inch 1.00 DESIGN FACTOR 1.40 1.40 ASSUME OUT OF PLANE LOADING 5 % DO YOU INTEND TO USE A SPREADER BAR? YES Loads Proportioned for 0.6 x Total Lift Load per pair of lugs

23.10 kips23.10 kips these are factored SWL

32.67 kipsLUG LAYOUT

CHECK STRESS IN HORZ. PLANE AT PIN ASD cl ref

3.193.950.537.25 ksi7.25 ksi

20.00 ksi (EQU, F4-1)

SHEAR STRESS RATIO 0.36

7.25 ksi IN PLANE BENDING STRESS = 0

11.55 ksi18.80 ksi30.00 ksi (EQU, D1)

TENSION STRESS RATIO 0.6322.61 ksi #33.00 ksi NOTE : this is for a welded side plate, for top welded

COMBINED STRESS RATIO @ PIN 0.69 lugs d = the plate thickness!!

CHECK BEARING ON PLATE AT PIN1.5 inches PIN SWL = 341.5 inches

1.50021.78 ksi45.00 ksi (EQU, J8-1)

BEARING STRESS RATIO 0.48 DESIGN WELD SIZE BASED ON 0.33Fu = 21.5 ksiAND ELASTIC METHOD

CHECK STRESS IN PLANE BELOW PIN e = 4.190

5.31 Lw = 20.94

4.70 Ix = 30.61

0.89 Iy = 72.784.35 ksi Ip = 103.394.35 ksi fx = .28

20.00 ksi f'x = 1.58 SHEAR STRESS RATIO 0.22 f"x = 0.99

f'y = 1.584.35 ksi f"y = 3.56

13.50 ksi f = 5.7510.52 ksi 0.37828.37 ksi 0.437530.00 ksi Weld Size = 7/16

TENSION STRESS RATIO 0.95 S.R. = 0.86

29.35 ksi # Weld f.o.s = 2.47

33.00 ksiDESIGN VALID! COMBINED STRESS RATIO BELOW PIN 0.89

The min Factor of Safety for the design as noted F.O.S = 2.23Must Comply with the requirements of ASMEBTH-1-2005 Chapter 3-1.2

PLATE THICK t= PLATE WIDTH b= HOLE DIAM DIA=

BOTTOM OF PLATE TO TOP OF FRAME d= TOP OF FRAME TO CENTER OF RADIUS h=

DESIGN LOAD PER LIFTING LUG Pvert = DESIGN LOAD PER LIFTING LUG Ph =

Sling Load = Shackle SWL =

NET AREA An=(b-DIA)*t in2

NET SECTION Sxn=t*b2/6-t*DIA2/6 in3

Syn=(b-DIA)*(t2)/6 in3

SHEAR fv = Ph/An SHEAR RESULTANT fvr =(fv2+(PER/100*fv)2)0.5

SHEAR ALLOWABLE Fv = 0.4Fy

TENSION ft = Pvert/An

OUT OF PLANE fbo = PER/100*b*Pvert/Syn RESULTANT AXIAL STRESS far = ft + fbo TENSION ALLOWABLE Ft = 0.6Fy

COMBINED STRESS f = (far2+3*fvr2)0.5

COMBINED STRESS ALLOW Fa = 0.66Fy

SHACKLE PIN DIAMETER from Crosby Tab below

SHACKLE PIN DIAMETER = DIA1, User Input BEARING AREA Ap = DIA1*t in2

BEARING STRESS fp = SL/Ap BEARING STRESS ALLOW = 0.9FY

AREA A=b*t in2

SECTION Sx=t*b2/6 in3

Sy=b*(t2)/6 in3

SHEAR fv = Ph/A SHEAR RESULTANT fvr =(fv2+(PER/100*fv)2)0.5

SHEAR ALLOWABLE Fv = 0.4Fy

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

COMBINED STRESS f = (far2+3*fvr2)0.5

COMBINED STRESS ALLOW Fa = 0.66Fy

Weld

Weld

Equipment

F24

Use min 1.25 for onshore lifts, and min 2.0 for offshore lifts. SEE TAB BELOW!

F25

Use 1.3 for frequently used padeyes, else use 1.0 - 1.05.

C26

For use of Stainless steel design grades input the approprate grade in the Cell on row 8 to the top right!!

F26

Typical Weight Factors Component Start of Design End of Design Structural 1.15 1.05 Equipment 1.20 1.10 OR if based on a end of construction weighed weight USE 1.03.

C27

Sling Angle NOT < 45º, the generally accepted recommended angle is between 55º-65º

F27

Use Tilt factor of 1.03 and a Yaw factor of 1.00 for Single crane lifts. And 1.03 & 1.05 for Dual lifts MIN.

F28

Skew Factor for Heavy lifts taken as 1.5 or reduced inline with graphs in Skew tab below, note general miss fit of +/- 0.25% Else USE 1.0 for LIGHT & MEDIUM. SEE TAB BELOW!

C30

Use Min Valve of 5%, this allows for some inaccuracies in fabrication.

C55

Check type, size & SWL for proposed shackle pin size. SEE CELL above & TAB BELOW!

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

FRAME LIFTING LUG (ASSUMES 4 LIFT LUGS)

1. STRESSES BASED ON AISC-ASD

2. DESIGN LOADS HAVE BEEN

INCREASED BY DESIGN FACTOR.

Considered a LIGHT Package!Warning, tmax ≤ 1.904 inches AND, tmin ≥ 1.428 inches

DESIGN FACTOR made up from

Consequence factor Weight factor Tilt & Yaw factor

Generally Accepted Min Design Factor

Loads Proportioned for 0.6 x Total Lift Load per pair of lugs

LUG LAYOUT

NOTE : this is for a welded side plate, for top welded

lugs d = the plate thickness!!

kips, Shackle Pin Dia OK!

Note: In General FPBW are required

min safety factor of 2.0 applied.DESIGN WELD SIZE BASED ON 0.33Fu = 21.5 ksi

e=((d/2)*2*d+2*b+d*b)/(2*d+3*b)+h

Lw=2*(b+d)+b

Ip=Ix+Iy

fx=Pvert*PER/100*e*d/2/Ix, (see ##)f'x=Ph/Lw, (see ##)f"x=(Ph*e*(d-(e-h)))/Ip, (see ##)f'x=Pvert/Lw, (see ##)f"y=(Ph*e*b/2)/Ip, (see ##)

Weld Size=f/(21.5*SIN(45*PI()/180))

INCHES

## (design factor of 2 used)

Confirm with ASME min F.O.S Req'd

Must Comply with the requirements of ASMEBTH-1-2005 Chapter 3-1.2

Dynamic Impact factor (Fh)

Skew Load factor (Heavy lifts only!)

for all but light lifts!! & recommended

Ix=2*b*(e-h)2+b*(d-(e-h))2+2*d3/12

Iy=2*d*(b/2)2+3*b3/12

f=SQRT((f'x+f"x)2+(f'y+f"y)2+fx2)

d

b

h

SL

ANGLE

Ph

Pv

Weld

WeldsEquipment

t

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.the formula used to combine these stresses is equ (3-37) from ASME BTH-1-2005 with fy =0

FRAME LIFTING LUG SHACKLE Type & Size JOB/ITEM NO. : 0

CLIENT : 0 PLANT LOCATION : 0

ENGINEER : pr Checked :Date : 06/22/09 Revision : A

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!

Lifting lug Info TOTAL LIFTED LOAD 55 kips Considered a LIGHT Package!

1.000 inches tmax ≤ 1.904 inches AND, tmin ≥ 1.428 inches2.125 inches5.31 inches bmax ≤ 13.13 inches AND, bmin ≥ 5.313 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 Proportioned for 0.6 x Total Lift Load per pair of lugs

23.10 kips23.10 kips these are factored SWL

32.67 kips

Crosby Forged Anchor Shackles, G-2130 S-2130

Min Shackle Dia size based on SWL = 1.50 inches SWL = 34.00User Requested Shackle Dia = 1.5 inches SWL = 34.00

by User by SWLA 2.38 2.38B 1.63 1.63C 5.75 5.75D 1.5 1.5E 3.88 3.88F 3.63 3.63H 10 10L 6.88 6.88N 1.62 1.62P 7.73 7.73

Weight20.8 20.8(lbs)

Crosby Alloy Anchor Shackles, G-2140 S-2140

Min Shackle Dia size based on SWL = 1.50 inches SWL = 60.00User Requested Shackle Dia = 1.5 inches SWL = 60.00

by User by SWLA 2.38 2.38B 3.62 3.62C 1.62 1.62D 1.63 1.63E 5.75 5.75F 1.39 1.39G 6.88 6.88H 7.75 7.75J 10 10K 3.88 3.88L 1.54 1.54

Weight20.8 20.8(lbs)

PLATE THICK t= HOLE DIAM DIA= PLATE WIDTH b=

DESIGN LOAD PER LIFTING LUG Pvert = DESIGN LOAD PER LIFTING LUG Ph =

Sling Load = Shackle SWL =

FRAME LIFTING LUG SHACKLE Type & Size000

1. STRESSES BASED ON AISC-ASD

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!

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

YES Use!

kips, (this row's info is used)

Possible Warnings!!Packing plates req'd to make up gap

NOT USED!

kips

kips, (for the Users Info).

kips, (for the Users Info).

reference EM/039 Rev 3 1991

Dynamic Amplification Factors (Fh) for LIGHT Packages

OnShore LiftOffshore lift Upper Offshore LIFT Offshore lift lower

Bound Recommended Bound

1.25 2.5 2.0 1.3

Dynamic Amplification Factors (Fh) for MEDIUM Packages

(165kips)

(1100kips)

(2200kips)

2200

110

22

4400

1100

220

(KIP

S)


Dynamic Amplification Factors (Fh) for HEAVY Packages

Table form of the Graph aboveOn Shore Off Shore

DESIGN COMPLETIONALL 22,000 5,500 2,200 ALL

SLING DAF 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.

Lift Weight (kips)

4,400 8,800 17,60013,200 22,000

(Kips)

Dynamic Amplification Factors (Fh) for LIGHT PackagesOffshore lift lower

Bound

1.3

Dynamic Amplification Factors (Fh) for MEDIUM Packages

(165kips)

Dynamic Amplification Factors (Fh) for HEAVY Packages

Table form of the Graph aboveOff Shore

COMPLETIONALL

SEE Graph above

DAF for module weights between the values given above, should be calculated by a


Angle 65º for single and dual lifts for differing L/B ratio's


JIP, Joint Industry Project

HEEREMA DnV MICOPERI SHELL OXY BP AMOCO CHEVERON NOBLEBRV JIP (1991)(1983) (1985) (1985) SOLE PIPER BRUCE CATS ALBA DENTON

PIT (1990) (1990) (1990) (1990) (1990)(1988)

Range of Module >5,500 >,2200 >5,500 >5,500 >5,500 >5,500 >5,500 13,200/5,500 13,200/5,500

AWeight Factor

1.15 1.10 1.15 1.15 1.15 1.13 1.175 1.175

BD.A.F

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(Slings)

CSkew loads

1.50 1.25 1.50 1.50 1.50 1.50 1.25 1.50 1.25 1.50 1.25Factor

DC.G Shift

1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05Factor

ETilt

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.05Factor

F AxBxCxD 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

NOTES: 1. Factor not quoted, but assumed for this comparison table.2. Factor used, but not quoted and assumed for this comparison table.

4. Factor based on average of factors for structural and equipment.

7. Tilt factor assumed if tilt is 1% or less.

BP LOC AMOCO CHEVERON HEEREMA NOBLEBRV JIP (1991)BRUCE (1991) CATS ALBA (1990) DENTON

(1990) (1990) (1990) (1990)

Range of Module >17,600 >2,200 >5,500 >5,500 >5,500 >5,500 22,000/13,200

AWeight Factor

1.15 1.15 1.15 1.25 1.15 1.125 1.175

BD.A.F

1.10 1.10 1.10 1.10 1.10 1.10 1.10/1.15(Slings)

CC.G Shift

1.08 10.50 1.05 1.05 1.05 1.03 1.05Factor

DTilt

1.08 1.03 1.03 1.03 1.03 1.03Factor

EYaw

1.00 1.05 1.05 1.00 1.05 1.05Factor

FTorsion

1.00 1.00 1.10 1.00 1.00 1.00 1.00Factor

GSkew loads

1.10 1.10 1.00 1.10 1.00 1.00 1.03Factor

H AxBxCxDxExFxG 1.50 1.58 1.58 1.64 1.44 1.38 1.44/1.51

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 allowable tilt.

6. Yaw included in DAF and Skew factors.

Lift Criteria Comparison- Single Crane Lifts, HEAVY LIFTS

A(5) B(3)

Weights (kips)

1.15(1) 1.15(1) 1.15(1)(PRE-AFC)(4)

1.05(2) 1.05(2) 1.02(8)

1.03(7)

3. Skew load factor can be reduced to 1.25 min by use of curves, depending upon measured sling lengths.

5. Sling DAF varies linearly with the module weight, from 1.2 at 5,500kips to 1.15 at 13,200kips.

8. Factor can be reduced to 1.02 after weighing.

Lift Criteria Comparison- Dual Lifts, HEAVY LIFTS

Weights (kips)

(PRE-AFC)(1)

1.03(4)

1.00(6)

5. Sling DAF varies linearly with the module weight, from 1.15 at 13,200kips to 1.10 at 22,000kips

Clean Copy LiftingLugStress Rev 1.5

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