5/27/2018 Lifting Lug

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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

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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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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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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reference EM/039 Rev 3 1991

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

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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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reference EM/039 Rev 3 1991

Angle 75 for single and dual lifts for differing L/B ratio's

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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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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