Lifting Lug Design

Lifting LugBearing on Plate @ Pin@ Pinbelow PinDESIGN VALID!0.48Shear, 0.36Shear, 0.22Welds for Lug LayoutTension, 0.63Tension, 0.95F.O.S0.86Comb, 0.69Comb, 0.892.23The User is to Please note this Lifting Lug Design Spreadsheet uses and references the DESIGN FACTORS given inRev 1.5Grade0.33Fuweld sizeENGINEERING REFERENCE DOCUMENT, Manual: Guidelines for Lifting Points and Heavy Lift Criteria, (Doc : EM/039 Rev 3)User Input33161/4by Shell UK Exploration and Production Dated 1991.365/16the user is directed to read this document for anything other than for LIGHT Packages.503/8FRAME LIFTING LUG (ASSUMES 4 LIFT LUGS)YES7/16NO1/2JOB/ITEM NO. :CLIENT :PLANT LOCATION :ENGINEER :prChecked :1. STRESSES BASED ON AISC-ASDDate :06/21/05Revision :A2. DESIGN LOADS HAVE BEENINPUT IN SHADED GREEN & RED AREASINCREASED BY DESIGN FACTOR.TOTAL LIFTED LOAD55kipsConsidered a LIGHT Package!PLATE THICK t=1.000inchesWarning, tmax 1.904 inches AND, tmin 1.428 inchesPLATE WIDTH b=5.313inches0HOLE DIAM DIA=2.125inches01PLATE RADIUS2.657inchesDESIGN FACTOR made up fromBOTTOM OF PLATE TO TOP OF FRAME d=2.50inches1.25Dynamic Impact factor (Fh)TOP OF FRAME TO CENTER OF RADIUS h=2.75inches1.05Consequence factorFY50.00ksi1.03Weight factor21.5SLING ANGLE W/ HORIZONTAL45deg01.03Tilt & Yaw factor1FILLET WELD SIZE0.438of an inch1.00Skew Load factor (Heavy lifts only!)factor for weldsDESIGN FACTOR1.401.40Generally Accepted Min Design Factor1.43ASSUME OUT OF PLANE LOADING5%1DO YOU INTEND TO USE A SPREADER BAR?YESLoads Proportioned for 0.6 x Total Lift Load per pair of lugs1.2DESIGN LOAD PER LIFTING LUG Pvert =23.10kipsDESIGN LOAD PER LIFTING LUG Ph =23.10kipsthese are factored SWLSling Load = Shackle SWL =32.67kipsLUG LAYOUTCHECK STRESS IN HORZ. PLANE AT PINASD cl refNET AREA An=(b-DIA)*t3.19in2NET SECTION Sxn=t*b2/6-t*DIA2/63.95in3Syn=(b-DIA)*(t2)/60.53in3SHEAR fv = Ph/An7.25ksiSHEAR RESULTANT fvr =(fv2+(PER/100*fv)2)0.57.25ksiSHEAR ALLOWABLE Fv = 0.4Fy20.00ksi(EQU, F4-1)SHEAR STRESS RATIO0.361TENSION ft = Pvert/An7.25ksiIN PLANE BENDING STRESS = 0OUT OF PLANE fbo = PER/100*b*Pvert/Syn11.55ksiRESULTANT AXIAL STRESS far = ft + fbo18.80ksiTENSION ALLOWABLE Ft = 0.6Fy30.00ksi(EQU, D1)TENSION STRESS RATIO0.631COMBINED STRESS f = (far2+3*fvr2)0.522.61ksi #COMBINED STRESS ALLOW Fa = 0.66Fy33.00ksiNOTE : this is for a welded side plate, for top weldedCOMBINED STRESS RATIO @ PIN0.69lugs d = the plate thickness!!1CHECK BEARING ON PLATE AT PINSHACKLE PIN DIAMETER from Crosby Tab below1.5inchesPIN SWL =34kips, Shackle Pin Dia OK!SHACKLE PIN DIAMETER = DIA1, User Input1.5inches0BEARING AREA Ap = DIA1*t1.500in2Note: In General FPBW are requiredBEARING STRESS fp = SL/Ap21.78ksifor all but light lifts!! & recommendedBEARING STRESS ALLOW = 0.9FY45.00ksi(EQU, J8-1)min safety factor of 2.0 applied.BEARING STRESS RATIO0.48DESIGN WELD SIZE BASED ON 0.33Fu = 21.5 ksimin FW1AND ELASTIC METHODsize forCHECK STRESS IN PLANE BELOW PINe =4.190e=((d/2)*2*d+2*b+d*b)/(2*d+3*b)+hplate thk.Rev 1.5, min weld size fixed!AREA A=b*t5.31in2Lw =20.94Lw=2*(b+d)+b0.3125SECTION Sx=t*b2/64.70in3Ix =30.61Ix=2*b*(e-h)2+b*(d-(e-h))2+2*d3/12Sy=b*(t2)/60.89in3Iy =72.78Iy=2*d*(b/2)2+3*b3/12SHEAR fv = Ph/A4.35ksiIp =103.39Ip=Ix+IySHEAR RESULTANT fvr =(fv2+(PER/100*fv)2)0.54.35ksifx =.28fx=Pvert*PER/100*e*d/2/Ix, (see ##)SHEAR ALLOWABLE Fv = 0.4Fy20.00ksif'x =1.58f'x=Ph/Lw, (see ##)SHEAR STRESS RATIO0.22f"x =0.99f"x=(Ph*e*(d-(e-h)))/Ip, (see ##)1f'y =1.58f'x=Pvert/Lw, (see ##)TENSION ft = Pvert/A4.35ksif"y =3.56f"y=(Ph*e*b/2)/Ip, (see ##)IN PLANE BENDING STRESS = Ph*h/Sx13.50ksif =5.75f=SQRT((f'x+f"x)2+(f'y+f"y)2+fx2)OUT OF PLANE fbo = PER/100*b*Pvert/Sy10.52ksi0.378Weld Size=f/(21.5*SIN(45*PI()/180))RESULTANT AXIAL STRESS far = ft + fbo28.37ksi0.43750TENSION ALLOWABLE Ft = 0.6Fy30.00ksiWeld Size =7/16INCHES1TENSION STRESS RATIO0.95S.R. =0.86## (design factor of 2 used)2.001COMBINED STRESS f = (far2+3*fvr2)0.529.35ksi #Weld f.o.s =2.47COMBINED STRESS ALLOW Fa = 0.66Fy33.00ksiDESIGN VALID!Confirm with ASME min F.O.S Req'dCOMBINED STRESS RATIO BELOW PIN0.891The min Factor of Safety for the design as notedF.O.S =2.23Must Comply with the requirements of ASME11BTH-1-2005 Chapter 3-1.20.951.0526315789NOTE: 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

Use min 1.25 for onshore lifts, and min 2.0 for offshore lifts.

SEE TAB BELOW!Use 1.3 for frequently used padeyes, else use 1.0 - 1.05.Typical Weight Factors

Component Start of Design End of DesignStructural 1.15 1.05Equipment 1.20 1.10OR if based on a end of construction weighed weight USE 1.03.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.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!dbhSLANGLEPhPvWeldWeldWeldsEquipmenttUse Min Valve of 5%, this allows for some inaccuracies in fabrication.Sling Angle NOT < 45, the generally accepted recommended angle is between 55-65For use of Stainless steel design grades input the approprate grade in the Cell on row 8 to the top right!!Check type, size & SWL for proposed shackle pin size.

SEE CELL above & TAB BELOW!

Crosby ShacklesFRAME LIFTING LUG SHACKLE Type & SizeRev 1.5YES Use!NOT USED!JOB/ITEM NO. :0CLIENT :0Crosby Forged Anchor Shackles, G-2130 S-2130PLANT LOCATION :0ENGINEER :prChecked :01. STRESSES BASED ON AISC-ASDto findWorkingNominalDimensions (in.)WorkingWeightDate :06/21/05Revision :A2. DESIGN LOADS HAVE BEENmin BoltLoadShackleLoadEachINPUT IN SHADED GREEN & RED AREASINCREASED BY DESIGN FACTOR.DiaLimit *SizeLimit *The information on this sheet is based on Crosby Shackles both Forged and Alloy, Confirm with Vendor Type being USED!(kips)(in.)ABCDEFHLNP(kips)(lbs.)00.660.18750.380.250.880.190.600.561.470.980.191.290.660.06Lifting lug Infomaxmin01.000.25000.470.311.130.250.780.611.841.280.251.561.000.11TOTAL LIFTED LOAD55kipsConsidered a LIGHT Package!01.500.31250.530.381.220.310.840.752.091.470.311.821.500.22PLATE THICK t=1.000inchestmax 1.904 inches AND, tmin 1.428 inches1.9041.42802.000.37500.660.441.440.381.030.912.491.780.382.172.000.33HOLE DIAM DIA=2.125inches02.12503.000.43750.750.501.690.441.611.062.912.030.442.513.000.49PLATE WIDTH b=5.31inchesbmax 13.13 inches AND, bmin 5.313 inches13.135.31304.000.50000.810.631.880.501.311.193.282.310.502.804.000.7906.500.62501.060.752.380.631.691.504.192.940.693.536.501.68SLING ANGLE W/ HORIZONTAL45deg09.500.75001.250.882.810.752.001.814.973.500.814.079.502.72DESIGN FACTOR1.40013.000.87501.441.003.310.882.282.095.834.030.974.7113.003.95ASSUME OUT OF PLANE LOADING5%017.001.00001.691.133.751.002.692.386.564.691.065.3117.005.66DO YOU INTEND TO USE A SPREADER BAR?YESLoads Proportioned for 0.6 x Total Lift Load per pair of lugs019.001.12501.811.254.251.132.912.697.475.161.255.9019.008.27DESIGN LOAD PER LIFTING LUG Pvert =23.10kips024.001.25002.031.384.691.253.253.008.255.751.386.5124.0011.71DESIGN LOAD PER LIFTING LUG Ph =23.10kipsthese are factored SWL027.001.37502.251.505.251.383.633.319.166.381.507.2127.0015.83Sling Load = Shackle SWL =32.67kips134.001.50002.381.635.751.503.883.6310.006.881.627.7334.0020.80250.001.75002.882.007.001.755.004.1912.348.662.259.0550.0033.91Crosby Forged Anchor Shackles, G-2130 S-2130YES Use!1370.002.00003.252.257.752.005.754.8113.689.972.4010.4170.0052.254110.002.50004.132.7510.502.627.255.6917.8412.873.1313.56110.0098.25Min Shackle Dia size based on SWL =1.50inchesSWL =34.00kips, (for the Users Info).min5170.003.00005.003.2513.003.007.886.5021.5014.363.6216.50170.00154.00User Requested Shackle Dia =1.5inchesSWL =34.00kips, (this row's info is used)2.125Dia of hole6240.003.50005.253.7514.633.629.008.0024.6316.504.1219.00240.00265.007300.004.00005.504.2514.504.1010.009.0025.6918.424.5619.75300.00338.00by Userby SWLPossible Warnings!!A2.382.38Packing plates req'd to make up gap* Note: Max proof load is 2.2 times the working load limit. Min Ult Strength is 6 times the working load limit.B1.631.63C5.755.75D1.51.5E3.883.8834SWL for proposed shackle!F3.633.631.5inches diaH1010L6.886.88N1.621.62P7.737.73Weight20.820.8(lbs)Crosby Alloy Anchor Shackles, G-2140 S-2140to findWorkingNominalDimensions (in.)WeightWorkingCrosby Alloy Anchor Shackles, G-2140 S-2140NOT USED!min BoltLoadShackleEachLoadDiaLimit *SizeLimit *Min Shackle Dia size based on SWL =1.50inchesSWL =60.00kips, (for the Users Info).min(kips)(in.)ABCDEFGHJKL(lbs.)(kips)User Requested Shackle Dia =1.5inchesSWL =60.00kips2.125Dia of hole160.001.502.383.621.621.635.751.396.887.7510.003.881.5420.860.00280.001.752.884.192.252.007.001.758.869.0612.345.001.8433.980.00by Userby SWL03100.002.003.254.812.402.257.752.009.9710.4113.685.752.0852.0100.00A2.382.3804160.002.504.125.693.122.7510.502.6212.8716.5617.847.252.7196.0160.00B3.623.625220.003.005.006.503.623.2513.003.0014.3616.5021.507.883.11178.0220.00C1.621.626280.003.505.258.004.123.7514.633.7516.5019.0024.629.003.62265.0280.00D1.631.637350.004.005.509.004.564.2514.504.0018.4219.7525.6910.004.10338.0350.00E5.755.75**8400.004.757.2510.506.004.7515.623.7521.0020.5029.2511.004.50450.0400.00F1.391.39**9500.005.008.5012.006.505.0020.003.8824.5021.9735.0013.004.50600.0500.00G6.886.88**10600.006.008.3812.006.756.0019.504.7525.0024.3535.2513.005.00775.0600.00H7.757.75**11800.007.008.2514.007.257.0022.506.5026.0027.9740.2513.006.001102.0800.00J1010**121000.007.508.3115.007.507.5025.256.3428.0028.2244.0013.007.501552.01000.00K3.883.88**131200.008.009.2517.008.508.2531.886.5031.0029.9753.0014.008.501900.01200.00L1.541.54Weight20.820.8* Note: Max proof load is 2.2 times the working load limit. Min Ult Strength is 4 times the working load limit on 400 kips thru 1200kips(lbs)For the sizes 60kips thru 350kips , min ult load is 6 times the Working load limit.** Cast Alloy Steel.

Dynamic Impact Factorreference EM/039 Rev 3 1991Dynamic Amplification Factors (Fh) for LIGHT PackagesOnShore LiftOffshore lift UpperOffshore LIFTOffshore lift lowerBoundRecommendedBound1.252.52.01.3Dynamic Amplification Factors (Fh) for MEDIUM Packagesreference EM/039 Rev 3 1991Dynamic Amplification Factors (Fh) for HEAVY PackagesTable form of the Graph aboveOn ShoreOff ShoreDESIGNCOMPLETIONLift Weight (kips)ALL22,0005,5002,200ALLSLING DAF1.051.11.21.25SEE Graph aboveDAF for module weights between the values given above, should be calculated by alinear interpolation.

(165kips)(1100kips)(2200kips)22001102244001100220(KIPS)4,4008,80017,60013,20022,000(Kips)

Skew Load Factorreference EM/039 Rev 3 1991Angle 65 for single and dual lifts for differing L/B ratio'sreference EM/039 Rev 3 1991Angle 70 for single and dual lifts for differing L/B ratio'sreference EM/039 Rev 3 1991Angle 75 for single and dual lifts for differing L/B ratio'sreference EM/039 Rev 3 1991Angle 80 for single and dual lifts for differing L/B ratio's

Typ factors used in liftsreference EM/039 Rev 3 1991Lift Criteria Comparison- Single Crane Lifts, HEAVY LIFTSJIP, Joint Industry ProjectHEEREMADnVMICOPERISHELLOXYBPAMOCOCHEVERONNOBLEBRV JIP (1991)(1983)(1985)(1985)SOLEPIPERBRUCECATSALBADENTONPIT(1990)(1990)(1990)(1990)(1990)A(5)B(3)(1988)Range of Module>5,500>,2200>5,500>5,500>5,500>5,500>5,50013,200/5,50013,200/5,500Weights (kips)AWeight Factor1.151.101.151.15(1)1.15(1)1.15(1)1.151.151.131.1751.175(PRE-AFC)(4)BD.A.F1.101.101.101.101.101.101.101.101.101.15/1.201.15/1.20(Slings)CSkew loads1.501.251.501.501.501.501.251.501.251.501.25FactorDC.G Shift1.001.001.001.05(2)1.001.001.051.051.05(2)1.051.02(8)FactorETilt1.001.001.001.001.001.001.001.001.001.051.03(7)FactorFAxBxCxD1.901.511.901.991.901.901.661.991.622.23/2.331.77/1.85NOTES: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 LIFTSBPLOCAMOCOCHEVERONHEEREMANOBLEBRV JIP (1991)BRUCE(1991)CATSALBA(1990)DENTON(1990)(1990)(1990)(1990)Range of Module>17,600>2,200>5,500>5,500>5,500>5,50022,000/13,200Weights (kips)AWeight Factor1.151.151.151.251.151.1251.175(PRE-AFC)(1)BD.A.F1.101.101.101.101.101.101.10/1.15(Slings)CC.G Shift1.0810.501.051.051.051.031.05FactorDTilt1.081.031.031.031.031.031.03(4)FactorEYaw1.001.051.051.001.051.051.00(6)FactorFTorsion1.001.001.101.001.001.001.00FactorGSkew loads1.101.101.001.101.001.001.03FactorHAxBxCxDxExFxG1.501.581.581.641.441.381.44/1.51NOTES: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 22,000kips6. Yaw included in DAF and Skew factors.