lifting lug

CONFIDENTIAL INFORMATIONTHIS INFORMATION IS THE PROPERTY OF KNM GROUP AND ITS ASSOCIATED COMPANIES. REPRODUCTION,DISCLOSURE AND/OR USE IN WHOLE OR PARTS

WITHOUT THE WRITTEN PERMISSION OF KNM IS FORBIDDEN.

TAILING LUG DESIGN CALCULATION Item: C-102

13.3 .0 TAILING LUG DESIGN CALCULATION13.3 .1 GEOMETRIC DATA

rLd

tL

wL

TAILING LUG FOR VERTICAL VESSEL

GEOMETRIC DATALug radius, rL = 150Lug thickness, tL = 50Lug base width, wL = 400Diameter of hole, d = 88Height from hole centre to base, Hl = 285

13.3 .2 TAILING LUG BASE PROPERTIESCross sectional area of lug, At ( = wL.tL ) = 20000Section modulus, Zz-z ( = tL.wL²/6) = 1333333Section modulus, Zx-x ( = ( wL.tL² )/6 ) = 166667

13.3 .3 MATERIAL & MECHANICAL PROPERTIESMaterial used = A36Specified yield stress, Sy = 248.21Specified tensile stress, St = 399.90Modulus of elasticity, E = 200000

13.3 .4 ALLOWABLE STRESSESAllowable tensile stress, St.all ( = 0.45Sy ) = 111.70Allowable bearing stress, Sbr.all ( = 0.9Sy ) = 223.39Allowable shear stress, Ss.all ( = 0.4Sy ) = 99.28

Pin size, Dp = 47.00



LUGS EYE THICKNESS AND SIZING CALCS.13.3 .5 STRESS CHECK AT LUG EYE

(a) Maximum combined forceMaximum combined force acting on lug eye, Fc = #DIV/0!

(b) Tensile StressCombined force, Fc = #DIV/0!Cross sectional area of lug eye, Ae = 10600Tensile stress, St = #DIV/0!Since St #DIV/0! St.all, therefore the lug size is #DIV/0!

(c) Bearing StressCombined force, Fc = #DIV/0!Cross sectional area of lug eye, Ae = 2350Bearing stress, Sbr = #DIV/0!Since Sbr #DIV/0! Sbr.all,therefore the lug size is #DIV/0!

(d) Shear StressCombined force, Fc = #DIV/0!Cross sectional area of lug eye, Ae = 10600Shear stress, Sbr = #DIV/0!Since Sbr #DIV/0! Sbr.all,therefore the lug size is #DIV/0!

LUGS BASE THICKNESS AND SIZING CALCS.13.3 .6 STRESS CHECK AT LUG BASE

(a) Component forces and momentsFy = #DIV/0! N

My = 0 Nmm

Fz = 0 NLs

Fx = #DIV/0! N

Mz = 0 Nmm

Mx = #DIV/0! Nmm

Component force, Fx = #DIV/0!Component force, Fy = #DIV/0!Component force, Fz = 0Component moment, Mx = #DIV/0!Component moment, My = 0Component moment, Mz = 0



(b) Stress due to force FxShearing stress, sx = #DIV/0!

(c) Stress due to force FyTensile stress, sy = #DIV/0!

(d) Stress due to force FzShearing stress, sz = 0.00

(e) Stress due to moment MxBending stress, sbx = #DIV/0!

(f) Stress due to moment MyTransverse shearing stress, sty = 0.00Longitudinal shearing stress, sly = 0.00

(g) Stress due to moment MzBending stress, sbz = 0.00

(h) Combined StressesCombined stresses,Sc = #DIV/0!

Allowable combined stress, Sc.all ( = 0.75Sy ) = 186.16Since Sc #DIV/0! Sc.all, therefore the lug size is #DIV/0!

WELD LEG AT LUG-TO-PAD SIZING CALCS.13.3 .7 GEOMETRIC DATA

Weld leg , wl_p = 22Weld throat thickness, tr = 15.55Lug base width, wL = 400Lug thickness, tL = 50

13.3 .8 MATERIAL & MECHANICAL PROPERTIESMaterial : A36Specified yield stress, Sy = 248.21Allowable stress, Sall ( = 0.6 Sy ) = 148.93

13.3 .9 WELD CROSS-SECTIONAL PROPERTIESArea of weld, Aw = 13999Section modulus at Z axis, Zz-z = 1140627Section modulus at X axis, Zx-x = 324042

Polar moment of inertia, Ji-I = 236226375Radius, ri-I = 202



13.3 .10 WELD LEG DESIGN

FyMy

Mz Fx

Mx

Fz

13.3 .10.1 STRESS CHECK AT WELD LEG(a) Stress due to force Fx

Component force, Fx = #DIV/0!Shear stress, Ssx = #DIV/0!

(b) Stress due to force FyComponent force, Fy = #DIV/0!Tensile stress, Sty = #DIV/0!

(c) Stress due to force FzComponent force, Fz = 0Shear stress, Ssz = 0.00

(d) Stress due to moment MxComponent moment, Mx = #DIV/0!Bending stress, Sbx = #DIV/0!

(e) Stress due to moment MyComponent moment, My = 0Torsional stress, Ssy = 0.00

(f) Stress due to moment MzComponent moment, Mz = 1.137511582E-08Bending stress, Sbz = 0.00

(g) Combined StressesCombined stresses,Sc = #DIV/0!

Since Sc #DIV/0! Sall, therefore the weld size is #DIV/0!



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1 .0 LIFTING LUG DESIGN CALCULATION

(B) SCHEMATIC DIAGRAM OF 2 NOS LUGS WITH NO TAILING LUG

C2

Cz2

Cx2

Cy2

C.O.G

Wdsg

Hcg Hll

Qu

Cy1 C1 Hl1

ß1 Cx1 SI

Cx2 C2 Hl2

Cz2

Cy2

LI

Lifting Lugs Arrangement

q g1

q

Hcg.cos qHlp.cos q

g1

1 .1 GEOMETRIC DATANumber of lifting lug, Nl = 2Distance between lifting point on spreader bar, Sl = 3403Distance between lifting lug, Ll = 3403Lifting angle of spreader, ß1 ( 0° < ß1 < 90° ) = 60

( g1° = 90° ) = 90Height of lifting, Hl1 = 2947Height of lifting, Hl2 = user lengthPercentage of out of plane loading, al = 5.00REMARK:

Distance between lifting point on spreader bar, St = 0Lifting angle of spreader, ß2 ( 0° < ß1 < 90° ) = 90Height of lifting, Ht1 = 0Height of c.o.g from Datum Line, Hcg = 550Distance from lifting point to Datum Line, Hlp = 1635

1 .2 DERIVATION OF COMPONENT FORCESEmpty weight of vessel, We ( @ 6,650 kg ) = 65,237Impact load factor, p = 2Design load, Wdsg ( = p.We ) = 130,473

as follows :-q Qu C1 Cx1 Cy1 C2 Cx2 Cy2

( ° ) (N) (N) (N) (N) (N) (N) (N)0.0 31960 18452 9226 15980 15980 15980 05.0 38678 22331 11165 19339 19339 19265 1685

10.0 44622 25763 12881 22311 22311 21972 387415.0 49997 28866 14433 24999 24999 24147 647020.0 54952 31727 15863 27476 27476 25819 939725.0 59603 34412 17206 29801 29801 27009 1259530.0 64042 36975 18487 32021 32021 27731 1601035.0 68347 39460 19730 34174 34174 27993 1960140.0 72588 41909 20954 36294 36294 27803 2332945.0 76830 44358 22179 38415 38415 27164 2716450.0 81139 46846 23423 40570 40570 26078 3107855.0 85584 49412 24706 42792 42792 24545 3505360.0 90244 52102 26051 45122 45122 22561 3907765.0 95212 54971 27485 47606 47606 20119 4314670.0 100604 58084 29042 50302 50302 17204 4726875.0 106572 61529 30765 53286 53286 13791 5147080.0 113322 65426 32713 56661 56661 9839 5580085.0 121145 69943 34972 60572 60572 5279 6034290.0 130473 75329 37664 65237 65237 0 65237

Lifting angle of lifting lug, g1

If no spreader bar, then let (SI, ß1°= 0) or (ß1°= g1°)

Component forces at lifting lugs during lifting from q = 0° to q = 90° are computed

mmmm°°mmmm%

mm°mmmmmm

N

N

Cz2(N)799967

11161250137414901601170918151921202821402256238025152664283330293262

LIFTING LUG DESIGN CALCULATION FOR VERTICAL VESSEL

2 .0 LIFTING LUG DESIGN CALCULATION2 .1 GEOMETRIC DATA

Cy2 Ls

Cz2 x d

q rL

Cx2 hL

P R

Lr tr htl T.L. H1 wL

K r hc Lw

x

tL

LIFTING LUG FOR VERTICAL VESSEL

GEOMETRIC DATA FOR VERTICAL VESSELLug radius, rL = 100 mmLug thickness, tL = 16 mmLug base width, wL = 200 mmDiameter of hole, d = 70 mmDiameter of cheek ring, dc = 0 mmCheek ring thickness, tc ( < 0.75 tL ) = 0 mmHeight from hole centre to base, Hl = 760 mm

GEOMETRIC DATA FOR VERTICAL VESSEL ONLYDistance from lug hole to base, hL = 100 mmDistance from base to T.L., htl = 480 mmDistance, hc = 180 mmLength of lug weld base, Lw = 80 mmLength of shackle acting point from lug hole, Ls = 74.50 mmCorner radius, r = 35.00 mm

Rib plate thickness, trp = 16 mmUnbraced length of rib, Lrp = 110 mmCross sectional area of rib, Ar ( = wL.trp ) = 3200 mm²Radius of gyration, Rx-x = 4.62 mm

2 .2 LIFTING LUG BASE PROPERTIESCross sectional area of lug, At ( = wL.tL ) = 3200 mm²Section modulus, Zz-z ( = tL.wL²/6) = 106667 mm³Section modulus, Zx-x ( = ( wL.tL² )/6 ) = 8533 mm³

2 .3 MATERIAL & MECHANICAL PROPERTIESMaterial used = A 516 GR. 70 or EQ.Specified yield stress, Sy = 262.01 N/mm²Specified tensile stress, St = 482.65 N/mm²Modulus of elasticity, E = 200000 N/mm²

2 .4 ALLOWABLE STRESSESAllowable tensile stress, St.all ( = 0.45Sy ) = 117.90 N/mm²Allowable bearing stress, Sbr.all ( = 0.9Sy ) = 235.81 N/mm²Allowable shear stress, Ss.all ( = 0.4Sy ) = 104.80 N/mm²Allowable compressive stress, Sc.all ( for vertical vessel rib only ) = 145.46 N/mm²

Pin size, Dp = 56.00 mm

VERTICAL VESSELLUGS EYE THICKNESS AND SIZING CALCS.

2 .1 STRESS CHECK AT LUG EYE(a) Maximum combined force

Maximum combined force acting on lug eye, Fc = 65237 N

(b) Tensile StressCombined force, Fc = 65237 NCross sectional area of lug eye, Ae ( = [2rL -d].tL + 2[dc-d].tc ) = 2080 mm²Tensile stress, St = 31 N/mm²Since St < St.all, therefore the lug size is satisfactory.

(c) Bearing StressCombined force, Fc = 65237 NCross sectional area of lug eye, Ae ( = Dp.[ tL+2.( min(tL/2 , tc) )] ) = 896 mm²Bearing stress, Sbr = 73 N/mm²Since Sbr < Sbr.all,therefore the lug size is satisfactory.

(d) Shear StressCombined force, Fc = 65237 NCross sectional area of lug eye, Ae ( = (2rL-d).tL ) = 2080 mm²Shear stress, Sbr = 31 N/mm²Since Sbr < Sbr.all,therefore the lug size is satisfactory.

VERTICAL VESSEL - ROTATIONAL LIFTINGLUGS BASE THICKNESS AND SIZING CALCS.

5 .1 COMPONENT FORCES & MOMENTS

q Cx2 Cy2 Cz2 Mx2 My2 Mz2 P R( ° ) (N) (N) (N) (N) (N) (N) (N) (N)

0 15980 0 799 1597999 59525 79900 938 187655 19265 1685 967 1926525 71763 102973 1146 22623

10 21972 3874 1116 2197216 81846 125987 1333 2580115 24147 6470 1250 2414673 89947 149094 1507 2835520 25819 9397 1374 2581908 96176 172386 1670 3031925 27009 12595 1490 2700927 100610 195922 1825 3171630 27731 16010 1601 2773092 103298 219743 1976 3256435 27993 19601 1709 2799332 104275 243882 2124 3287240 27803 23329 1815 2780285 103566 268372 2271 3264845 27164 27164 1921 2716360 101184 293260 2419 3189850 26078 31078 2028 2607758 97139 318613 2569 3062255 24545 35053 2140 2454451 91428 344533 2723 2882260 22561 39077 2256 2256097 84040 371171 2884 2649365 20119 43146 2380 2011911 74944 398747 3054 2362570 17204 47268 2515 1720430 64086 427585 3238 2020375 13791 51470 2664 1379145 51373 458157 3438 1619580 9839 55800 2833 983907 36651 491160 3662 1155485 5279 60342 3029 527923 19665 527636 3919 619990 0 65237 3262 0 0 569188 4222 0

5 .2 STRESS CHECK AT LUG BASE

q sx sy sz sbx sty sly sbz sc( ° ) (N/mm²) (N/mm²) (N/mm²) (N/mm²) (N/mm²) (N/mm²) (N/mm²)

0 4.99 0.00 0.25 14.98 3.66 3.66 9.36 29.505 6.02 0.53 0.30 18.06 4.41 4.41 12.07 36.65

10 6.87 1.21 0.35 20.60 5.03 5.03 14.76 43.1615 7.55 2.02 0.39 22.64 5.52 5.52 17.47 49.0920 8.07 2.94 0.43 24.21 5.91 5.91 20.20 54.4825 8.44 3.94 0.47 25.32 6.18 6.18 22.96 59.3630 8.67 5.00 0.50 26.00 6.34 6.34 25.75 63.7435 8.75 6.13 0.53 26.24 6.40 6.40 28.58 67.6440 8.69 7.29 0.57 26.07 6.36 6.36 31.45 71.0845 8.49 8.49 0.60 25.47 6.21 6.21 34.37 74.0750 8.15 9.71 0.63 24.45 5.96 5.96 37.34 76.6255 7.67 10.95 0.67 23.01 5.61 5.61 40.38 78.7760 7.05 12.21 0.71 21.15 5.16 5.16 43.50 80.5565 6.29 13.48 0.74 18.86 4.60 4.60 46.73 81.9970 5.38 14.77 0.79 16.13 3.94 3.94 50.11 83.1575 4.31 16.08 0.83 12.93 3.15 3.15 53.69 84.1280 3.07 17.44 0.89 9.22 2.25 2.25 57.56 84.9985 1.65 18.86 0.95 4.95 1.21 1.21 61.83 85.9290 0.00 20.39 1.02 0.00 0.00 0.00 66.70 87.11

wheresx = Shearing stress ( = Cx2 / At )sy = Tensile stress ( = Cy2 / At )sz = Shearing stress ( = Cz2 / At )

sbx = Bending stress ( = Mx2 / Zz-z )sty = Transverse shearing stress ( = ( My/(2.rL.tL²))[ 3+1.8( tL/(2.rL))] )sly = Longitudinal shearing stress ( = ( My/(2.rL.tL²))[ 3+1.8( tL/(2.rL))] )sbz = Bending stress, ( = Mz2 / Zx-x )

sc

Allowable combined stress, Sc ( = 0.75Sy ) = 196.51 N/mm²Since sc < Sc, therefore the lug size is satisfactory.

5 .3 STRESS CHECK AT RIBMaximum compressive force, Pmax = 4,222 NCompressive stress,

Pmaxsc = = 1.32 N/mm²

ArSince sc < Sc.all, therefore the rib size is satisfactory.

= Combined stress ( = ((sy+sbx+sbz)² + 3([sx + sz + sty]² + sly² ))½ )

VERTICAL VESSEL - ROTATIONAL LIFTINGWELD LEG AT LUG-TO-SHELL CALCS.

6 .1 GEOMETRIC DATAWeld leg , w = 10 mmWeld throat thickness, tr = 7.07 mm

6 .2 MATERIAL & MECHANICAL PROPERTIESMaterial : A 516 GR 70Specified yield stress, Sy = 262.01 N/mm²Allowable stress, Sall ( = 0.6 S ) = 157.21 N/mm²

6 .3 WELD CROSS-SECTIONAL PROPERTIES= 3464 mm²= 32.29 mm

Section Modulus at X axis, Zx-x = 170789 mm³Polar moment of inertia of weld at centroid, Ji-i = 19918116 mm4

= 110.80 mm

6 .4 WELD LEG DESIGN

q Cx2 Cy2 Cz2 sx stx sy sz stz( ° ) (N) (N) (N) (N/mm²) (N/mm²) (N/mm²) (N/mm²) (N/mm²)

0 15980 0 799 4.61 64.69 0.00 0.04 0.355 19265 1685 967 5.56 77.98 0.49 0.05 0.42

10 21972 3874 1116 6.34 88.94 1.12 0.06 0.4815 24147 6470 1250 6.97 97.74 1.87 0.07 0.5320 25819 9397 1374 7.45 104.51 2.71 0.08 0.5625 27009 12595 1490 7.80 109.33 3.64 0.09 0.5930 27731 16010 1601 8.01 112.25 4.62 0.10 0.6035 27993 19601 1709 8.08 113.31 5.66 0.11 0.6140 27803 23329 1815 8.03 112.54 6.73 0.12 0.6145 27164 27164 1921 7.84 109.96 7.84 0.13 0.5950 26078 31078 2028 7.53 105.56 8.97 0.15 0.5755 24545 35053 2140 7.09 99.35 10.12 0.16 0.5460 22561 39077 2256 6.51 91.33 11.28 0.17 0.4965 20119 43146 2380 5.81 81.44 12.46 0.18 0.4470 17204 47268 2515 4.97 69.64 13.65 0.20 0.3875 13791 51470 2664 3.98 55.83 14.86 0.21 0.3080 9839 55800 2833 2.84 39.83 16.11 0.23 0.2185 5279 60342 3029 1.52 21.37 17.42 0.24 0.1290 0 65237 3262 0.00 0.00 18.83 0.26 0.00

wheresx = Shearing stress ( = Cx2 / Aw )

stx = Torsional stress ( = Cx2.(hL+htl+hp+hc-CG).Ri-i / J )sy = Shearing stress ( = Cy2 / Aw )sz

stz

Since s.max < Sall, therefore the weld size is satisfactory.

Area of weld, Aw ( = 2.tr. (2Lw + rL - 2r + 0.5pr) )Centre of gravity of weld, CG ( = tr. ( 2Lw² + rLw(p-2) + (3-p)r² )/ Aw )

Radius, Ri-i ( = [ rL² + ( max (CG,(Lw-CG)))² ]½ )

= Shearing stress ( = Cz2.(Ls.sin q +hL)/((htl+hp+hc-CG).Aw) )= Torsional stress ( = Cz2.Ls.cos q.rL / Ix-x ) = ( Cz2.ls.cos q / Zxx )

lifting lug

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