Lifting Lug Metso.xls

FRAME LIFTING LUG JOB/ITEM NO. CLIENT PLANT LOCATION ENGINEER Date

(ASSUMES 1 LIFT LUGS)

: Eccentric Shaft Lifting tool : Metso minerals : : JOE : 03/02/18

Checked : Revision :

YL A

INPUT IN SHADED GREEN & RED AREAS

TOTAL LIVE LOAD P= 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= YIELD STRENGTH (FY) SLING ANGLE W/ HORIZONTAL FILLET WELD SIZE DESIGN FACTOR SF= ASSUME OUT OF PLANE LOADING 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*b2/6-t*DIA2/6 Syn=(b-DIA)*(t2)/6 SHEAR fv = Ph/An SHEAR RESULTANT fvr =(fv2+(PER/100*fv)2)0.5 SHEAR ALLOWABLE Fv = 0.4Fy SHEAR STRESS RATIO 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 = (far2+3*fvr2)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

22.047 1.000 5.905 2.362 2.953 1.97 4.33 36.00 45 0.438 1.40 5 YES 9.26 9.26 13.10

kips 10 ton Considered a LIGHT Package! inches 25.4 mm Warning, tmax ≤ 2.6 inches AND, tmin ≥ 1.95 inche inches 150 mm inches 60 mm Warning, Confirm Dia size for propsed Shackle, see inches 75 mm DESIGN FACTOR made up inches 50 mm 1.25 inches 110 mm 1.05 ksi 1.03 deg 1.03 of an inch 1.00 1.40 % Loads Proportioned for 0.6 x Total Lift Load per pair of lugs 4 ton kips kips 4 ton these are factored SWL kips 6 ton LUG LAYOUT ASD cl ref

3.54 4.88 0.59 2.61 2.62 14.40 0.18

in2 in3 in3 ksi ksi ksi

Weld

2.61 ksi 4.63 7.24 21.60 0.34 8.54 23.76 0.36

ksi ksi ksi

2 2 2.000 6.55 32.40 0.20

inches inches in2 ksi ksi

CHECK STRESS IN PLANE BELOW PIN AREA A=b*t SECTION Sx=t*b2/6 Sy=b*(t2)/6 SHEAR fv = Ph/A SHEAR RESULTANT fvr =(fv2+(PER/100*fv)2)0.5 SHEAR ALLOWABLE Fv = 0.4Fy SHEAR STRESS RATIO

5.91 5.81 0.98 1.57 1.57 14.40 0.11

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 = (far2+3*fvr2)0.5 COMBINED STRESS ALLOW Fa = 0.66Fy COMBINED STRESS RATIO BELOW PIN

1.57 6.90 4.81 13.28 21.60 0.61 13.56 23.76 0.57

ksi ksi ksi ksi ksi

The min Factor of Safety for the design as noted

(EQU, F4-1)

Equipment

(EQU, D1)

ksi # ksi

Weld

NOTE : this is for a welded side plate, for to lugs d = the plate thickness!!

ksi # ksi

F.O.S = 3.47

PIN SWL =

70

(EQU, J8-1)

DESIGN WELD SIZE BASED ON 0.33Fu = 19.1 k AND ELASTIC METHOD e = 5.591 Lw = 21.65 Ix = 23.01 Iy = 85.80 Ip = 108.81 fx = .16 f'x = 0.61 f"x = 0.34 f'y = 0.61 f"y = 2.01 f = 2.79 0.207 0.4375 Weld Size =

7/16

S.R. =

0.47

Weld f.o.s =

4.51

DESIGN VALID!

Must Comply with the requirement 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

T LUGS)

1. STRESSES BASED ON AISC-ASD 2. DESIGN LOADS HAVE BEEN INCREASED BY DESIGN FACTOR.

d a LIGHT Package!

max ≤ 2.6 inches AND, tmin ≥ 1.95 inches

onfirm Dia size for propsed Shackle, see tab below

DESIGN FACTOR made up from Dynamic Impact factor (Fh) Consequence factor Weight factor Tilt & Yaw factor Skew Load factor (Heavy lifts only!) Generally Accepted Min Design Factor

otal Lift Load per pair of lugs

LUG LAYOUT

Pv

SL

t ANGLE Ph Weld

Equipment

h d

Welds

b

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 for all but light lifts!! & recommended min safety factor of 2.0 applied.

ELD SIZE BASED ON 0.33Fu = 19.1 ksi e=((d/2)*2*d+2*b+d*b)/(2*d+3*b)+h Lw=2*(b+d)+b Ix=2*b*(e-h)2+b*(d-(e-h))2+2*d3/12 Iy=2*d*(b/2)2+3*b3/12 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 ##) f=SQRT((f'x+f"x)2+(f'y+f"y)2+fx2) Weld Size=f/(19.1*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 ASME BTH-1-2005 Chapter 3-1.2

or the lug. 1-2005 with fy =0

FRAME LIFTING LUG SHACKLE Type & Size JOB/ITEM NO. CLIENT PLANT LOCATION ENGINEER Date

: : : : :

Eccentric Shaft Lifting tool Metso minerals 0 JOE Checked : 03/02/18 Revision :

YL 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 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 =

22.047 1.000 2.362 5.91 45 1.40 5 YES 9.26 9.26 13.10

kips inches inches inches

Considered a LIGHT Package! tmax ≤ 2.6 inches AND, tmin ≥ 1.95 inches For Shackle Pin sized, Min Dia req'd = 3.125 inches bmax ≤ 17.75 inches AND, bmin ≥ 5.905 inches

deg % 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 =

1.00 2

inches inches

A B C D E F H L N P Weight (lbs)

SWL = SWL =

17.00 70.00

by User 3.25 2.25 7.75 2 5.75 4.81 13.68 9.97 2.4 10.41

by SWL 1.69 1.13 3.75 1 2.69 2.38 6.56 4.69 1.06 5.31

52.25

5.66

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

Type & Size

1. STRESSES BASED ON AISC-ASD 2. DESIGN LOADS HAVE BEEN INCREASED BY DESIGN FACTOR.

d Alloy, Confirm with Vendor Type being USED!

red a LIGHT Package! 2.6 inches AND, tmin ≥ 1.95 inches ckle Pin sized, Min Dia req'd = 3.125 inches 17.75 inches AND, bmin ≥ 5.905 inches

ned for 0.6 x Total Lift Load per pair of lugs

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

(KI PS )

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.

ckages Offshore lift lower Bound 1.3

ackages

(165kips)

ckages

OMPLETION ALL SEE Graph above

calculated by a

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:

1. 2. 3. 4. 5. 7. 8.

DnV (1985)

MICOPERI (1985)

>5,500

SHELL SOLE PIT (1988)

OXY PIPER (1990)

BP BRUCE (1990)

AMOCO CATS (1990)

>,2200

>5,500

>5,500

>5,500

>5,500

>5,500

B C D E F G H

AxBxCxDxExFxG 1. 4. 5. 6.

A(5)

B(3)

13,200/5,500 13,200/5,500

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

Factor not quoted, but assumed for this comparison table. Factor used, but not quoted and assumed for this comparison table. Skew load factor can be reduced to 1.25 min by use of curves, depending upon measured sling lengths. Factor based on average of factors for structural and equipment. Sling DAF varies linearly with the module weight, from 1.2 at 5,500kips to 1.15 at 13,200kips. Tilt factor assumed if tilt is 1% or less. Factor can be reduced to 1.02 after weighing.

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

NOTES:

BRV JIP (1991)

1.15

Lift Criteria Comparison- Dual Lifts,

A

CHEVERON NOBLE ALBA DENTON (1990) (1990)

HEAVY LIFTS

BP BRUCE (1990)

LOC (1991)

AMOCO CATS (1990)

CHEVERON ALBA (1990)

HEEREMA (1990)

NOBLE DENTON (1990)

BRV JIP (1991)

>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

Based upon average of factors for structural and equipment/outfitting. Factor assumed for this comparison table. Factor should be calculated by static's based upon C.G position and allowable tilt. Sling DAF varies linearly with the module weight, from 1.15 at 13,200kips to 1.10 at 22,000kips Yaw included in DAF and Skew factors.