ABCDEFGHIJKLMNOPQRSTUVWXYZ
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F.O.S
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Bearing on Plate @ Pin@ Pinbelow Pin
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#DIV/0!Shear, 0,05Shear, 0,04F.O.S
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Welds for Lug LayoutTension, 0,13Tension, 0,19F.O.S
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0,18Comb, 0,13Comb, 0,17#DIV/0!
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The User is to Please note this Lifting Lug Design Spreadsheet uses and references the DESIGN FACTORS given inRev 1.5Grade0.33Fu
weld size
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ENGINEERING REFERENCE DOCUMENT, Manual: Guidelines for Lifting Points and Heavy Lift Criteria, (Doc â„–: EM/039 Rev 3)User Input33161/4
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by Shell UK Exploration and Production Dated 1991.36 5/16
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the user is directed to read this document for anything other than for LIGHT Packages.503/8
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FRAME LIFTING LUG (ASSUMES 4 LIFT LUGS)YES 7/16
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NO1/2
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 JOB/ITEM NO. :1234
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 CLIENT :Siemens
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 PLANT LOCATION :PUK 3
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 ENGINEER :prCIChecked :1. STRESSES BASED ON AISC-ASD
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Date :06/22/09aRevision :A2. DESIGN LOADS HAVE BEEN
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 INPUT IN SHADED GREEN & RED AREAS INCREASED BY DESIGN FACTOR.
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 TOTAL LIFTED LOAD20kips
Considered a LIGHT Package!
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 PLATE THICK t=1,500inches
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 PLATE WIDTH b=6,000inches
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 HOLE DIAM DIA=1,700inches
Warning, Confirm Dia size for propsed Shackle, see tab below
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 PLATE RADIUS4,000inchesDESIGN FACTOR made up from
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 BOTTOM OF PLATE TO TOP OF FRAME d=2,50inches1,25Dynamic Impact factor (Fh)
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 TOP OF FRAME TO CENTER OF RADIUS h=2,75inches1,05Consequence factor
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 FY36,00ksi1,03Weight factor 19,1
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 SLING ANGLE W/ HORIZONTAL60deg1,03Tilt & Yaw factor1
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 FILLET WELD SIZE0,438
of an inch
1,00Skew Load factor (Heavy lifts only!)factor for welds
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 DESIGN FACTOR1,401,40Generally Accepted Min Design Factor1,43
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 ASSUME OUT OF PLANE LOADING5%1
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 DO YOU INTEND TO USE A SPREADER BAR?YES
Loads Proportioned for 0.6 x Total Lift Load per pair of lugs
1,2
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 DESIGN LOAD PER LIFTING LUG Pvert =8,40kips
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 DESIGN LOAD PER LIFTING LUG Ph =4,85kips
these are factored SWL
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 Sling Load = Shackle SWL =9,70kipsLUG LAYOUT
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 CHECK STRESS IN HORZ. PLANE AT PINASD cl ref
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 NET AREA An=(b-DIA)*t6,45in2
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 NET SECTION Sxn=t*b2/6-t*DIA2/68,28in3
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 Syn=(b-DIA)*(t2)/61,61in3
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 SHEAR fv = Ph/An0,75ksi
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 SHEAR RESULTANT fvr =(fv2+(PER/100*fv)2)0.50,75ksi
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 SHEAR ALLOWABLE Fv = 0.4Fy14,40ksi(EQU, F4-1)
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 SHEAR STRESS RATIO0,051
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 TENSION ft = Pvert/An1,30ksi
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 IN PLANE BENDING STRESS = 0
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 OUT OF PLANE fbo = PER/100*b*Pvert/Syn1,56ksi
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 RESULTANT AXIAL STRESS far = ft + fbo2,87ksi
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 TENSION ALLOWABLE Ft = 0.6Fy21,60ksi(EQU, D1)
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 TENSION STRESS RATIO0,131
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 COMBINED STRESS f = (far2+3*fvr2)0.53,15ksi #
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 COMBINED STRESS ALLOW Fa = 0.66Fy23,76ksiNOTE : this is for a welded side plate, for top welded
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 COMBINED STRESS RATIO @ PIN0,13lugs d = the plate thickness!!1
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 CHECK BEARING ON PLATE AT PIN
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 SHACKLE PIN DIAMETER from Crosby Tab below1,5inchesPIN SWL = 34,00kips, Shackle Pin Dia OK!
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 SHACKLE PIN DIAMETER = DIA1, User Input4inchesWarning! Ch'k & confirm Pin size for adequacy!
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 BEARING AREA Ap = DIA1*t0,000in2Note: In General FPBW are required
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 BEARING STRESS fp = SL/Ap#DIV/0!ksi
for all but light lifts!! & recommended
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 BEARING STRESS ALLOW = 0.9FY32,40ksi(EQU, J8-1)min safety factor of 2.0 applied.
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 BEARING STRESS RATIO#DIV/0!
DESIGN WELD SIZE BASED ON 0.33Fu = 19,1 ksi
min FW#DIV/0!
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AND ELASTIC METHOD
size for
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 CHECK STRESS IN PLANE BELOW PINe =4,196e=((d/2)*2*d+2*b+d*b)/(2*d+3*b)+hplate thk.
Rev 1.5, min weld size fixed!
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 AREA A=b*t9,00in2Lw =23,00Lw=2*(b+d)+b0,3125
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 SECTION Sx=t*b2/69,00in3Ix =34,35Ix=2*b*(e-h)2+b*(d-(e-h))2+2*d3/12
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 Sy=b*(t2)/62,25in3Iy =99,00Iy=2*d*(b/2)2+3*b3/12
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 SHEAR fv = Ph/A0,54ksiIp =133,35Ip=Ix+Iy
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 SHEAR RESULTANT fvr =(fv2+(PER/100*fv)2)0.50,54ksi fx =,09fx=Pvert*PER/100*e*d/2/Ix, (see ##)
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 SHEAR ALLOWABLE Fv = 0.4Fy14,40ksif'x =0,30f'x=Ph/Lw, (see ##)
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 SHEAR STRESS RATIO0,04f"x =0,16f"x=(Ph*e*(d-(e-h)))/Ip, (see ##)1
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f'y =0,52f'x=Pvert/Lw, (see ##)
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 TENSION ft = Pvert/A0,93ksif"y =0,65f"y=(Ph*e*b/2)/Ip, (see ##)
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 IN PLANE BENDING STRESS = Ph*h/Sx1,48ksif =1,27f=SQRT((f'x+f"x)2+(f'y+f"y)2+fx2)
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 OUT OF PLANE fbo = PER/100*b*Pvert/Sy1,63ksi0,077Weld Size=f/(19,1*SIN(60*PI()/180))
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 RESULTANT AXIAL STRESS far = ft + fbo4,05ksi0,438
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 TENSION ALLOWABLE Ft = 0.6Fy21,60ksiWeld Size =7/16INCHES1
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 TENSION STRESS RATIO0,19S.R. =0,18## (design factor of 2 used)2,001
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 COMBINED STRESS f = (far2+3*fvr2)0.54,15ksi #Weld f.o.s =11,78
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 COMBINED STRESS ALLOW Fa = 0.66Fy23,76ksi#DIV/0!#DIV/0!
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 COMBINED STRESS RATIO BELOW PIN0,171
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The min Factor of Safety for the design as notedF.O.S =#DIV/0!Must Comply with the requirements of ASME#DIV/0!
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BTH-1-2005 Chapter 3-1.2#DIV/0!#DIV/0!
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 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.
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Additional Notes # - the formula used to combine these stresses is equ (3-37) from ASME BTH-1-2005 with fy =0
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