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ATTACHMENT 4(C-10103) |
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TAILING LUG CALCULATION |
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1. CALCULATION OF LIFTING FORCE |
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(1) DESIGN DATA |
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Wo |
= |
85000 |
kg |
(ERECTION WEGHT OF VESSEL) |
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Df |
= |
1.35 |
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(FACTOT) |
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Y |
= |
7389 |
mm |
(FROM CENTER LINE OF TALING LUG TO C.O.G) |
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X |
= |
2824 |
mm |
(FROM C.O.G TO LUG CENTERLING) |
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R |
= |
2102 |
mm |
(OUTSIDE RADIUS OF C.L TO TAILING LUG) |
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** FORMULAS ** |
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LL |
= |
Df*Wo*(Y*cosθ+Rsinθ)/((X+Y)*cosθ+R*sinθ) |
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TL |
= |
Df*Wo*(X*cosθ)/((X+Y)*cosθ+R*sinθ) |
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LV |
= |
LL*cosθ |
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LH |
= |
LL*sinθ |
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TV |
= |
TL*cosθ |
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TH |
= |
TL*sinθ |
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PV |
= |
0.5*LH |
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PH |
= |
PV*tan15 |
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2. RESULT OF LIFTING FORCE (θ = 0°to 90°) |
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DEG. |
LL |
LV |
LH |
TL |
TV |
TH |
PV |
PH |
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0 |
83020.4396 |
83020.4396 |
0 |
31729.5604 |
31729.5604 |
0 |
0 |
0 |
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5 |
83581.6745 |
83263.621 |
7284.62292 |
31168.3255 |
31049.7206 |
2716.49856 |
3642.31146 |
975.954414 |
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10 |
84131.6096 |
82853.4614 |
14609.3007 |
30618.3904 |
30153.2282 |
5316.82769 |
7304.65035 |
1957.27516 |
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15 |
84678.8133 |
81793.4527 |
21916.4896 |
30071.1867 |
29046.5358 |
7782.99582 |
10958.2448 |
2936.25285 |
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20 |
85231.6844 |
80091.5849 |
29150.9529 |
29518.3156 |
27738.1433 |
10095.8585 |
14575.4765 |
3905.48715 |
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25 |
85798.9747 |
77760.2789 |
36260.2135 |
28951.0253 |
26238.5397 |
12235.232 |
18130.1068 |
4857.94747 |
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30 |
86390.3588 |
74816.2454 |
43195.1794 |
28359.6412 |
24560.1697 |
14179.8206 |
21597.5897 |
5787.05672 |
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35 |
87017.1338 |
71280.2631 |
49910.9775 |
27732.8662 |
22717.434 |
15906.9186 |
24955.4888 |
6686.80306 |
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40 |
87693.1618 |
67176.8593 |
56368.0778 |
27056.8382 |
20726.7406 |
17391.8004 |
28184.0389 |
7551.89047 |
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45 |
88436.2363 |
62533.8624 |
62533.8624 |
26313.7637 |
18606.6408 |
18606.6408 |
31266.9312 |
8377.94896 |
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50 |
89270.1827 |
57381.7673 |
68384.9274 |
25479.8173 |
16378.1109 |
19518.6725 |
34192.4637 |
9161.84303 |
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55 |
90228.2591 |
51752.8033 |
73910.6629 |
24521.7409 |
14065.0928 |
20087.0342 |
36955.3314 |
9902.15121 |
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60 |
91358.9677 |
45679.4839 |
79119.1869 |
23391.0323 |
11695.5161 |
20257.2282 |
39559.5935 |
10599.9611 |
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65 |
92736.5889 |
39192.176 |
84047.8926 |
22013.4111 |
9303.26955 |
19950.9259 |
42023.9463 |
11260.2825 |
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70 |
94481.674 |
32314.6357 |
88783.7318 |
20268.326 |
6932.17577 |
19045.9964 |
44391.8659 |
11894.7646 |
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75 |
96804.5956 |
25054.873 |
93506.059 |
17945.4044 |
4644.61244 |
17333.9296 |
46753.0295 |
12527.4365 |
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80 |
100109.47 |
17383.827 |
98588.582 |
14640.5303 |
2542.3014 |
14418.1077 |
49294.291 |
13208.3655 |
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85 |
105285.521 |
9176.23781 |
104884.878 |
9464.47865 |
824.883666 |
9428.46345 |
52442.4391 |
14051.9092 |
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90 |
114750 |
0 |
114750 |
0 |
0 |
0 |
57375 |
15373.5849 |
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MAX. FORCE SUMMARY AT LIFTING AND TAILING LUG |
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LL |
114750 |
90 |
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LV |
83263.621 |
5 |
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LH |
114750 |
90 |
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TL |
31729.5604 |
0 |
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TV |
31729.5604 |
0 |
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TH |
20257.2282 |
65 |
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PV |
57375 |
90 |
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PH |
15373.5849 |
90 |
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3. STRENGTH OF TAILING LUG |
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Q245R |
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USED MATERIAL |
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Sa |
= |
14.8 |
kg/mm2 |
ALLOWABLE STRESS OF TAILING LUG |
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Sy |
= |
22.5 |
kg/mm2 |
YIELD STRESS OF TAILING LUG |
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N |
= |
1 |
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TAILING LUG QTY. |
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TV |
= |
31729.5604 |
kg |
LIFTING LOAD (MAX. AT HORIZONTAL COND.) |
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TV′ |
= TV/N |
31729.5604 |
kg |
LIFTING LOAD PER TAILING LUG (VERTICAL FORCE) |
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TH |
= |
20257.2282 |
kg |
LIFTING LOAD (MAX. AT VERTICAL COND.) AT 65 deg |
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TH′ |
= TH/N |
20257.2282 |
kg |
LIFTING LOAD PER TAILING LUG (HORIZONTAL FORCE) |
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DIMENSIONS |
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t |
= |
40 |
mm |
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R |
= |
150 |
mm |
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d |
= |
120 |
mm |
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L |
= |
260 |
mm |
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L1 |
= |
300 |
mm |
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W |
= |
14 |
mm |
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L3 |
= |
76 |
mm |
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TOTAL WELD LENGTH: |
= L4 |
904 |
mm |
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** STRENGTH CALCULATION ** |
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3-1) SHEAR STRESS AT HORIZONTAL STATE |
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S1 = 2* TV′/[(2*R-d)*t] |
= |
8.81376677 |
kg/mm2 |
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So, S1 = |
8.81376677 |
kg/mm2 |
< |
0.6Sy = |
13.5 |
kg/mm2 |
OK! |
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3-2) TENSION STRESS AT HORIZONTAL STATE |
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S2 = TV′/[(2*R-d)*t] |
= |
4.40688338 |
kg/mm2 |
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So, S2 = |
4.40688338 |
kg/mm2 |
< |
0.7Sy = |
15.75 |
kg/mm2 |
OK! |
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3-3) BENDING STRESS AT MAX. SLOPED LOAD STATE, AT 60 deg. |
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S3 = 6*TH′*L/[t*(2*R)^2] |
= |
8.77813221 |
kg/mm2 |
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So, S3 = |
8.77813221 |
kg/mm2 |
< |
0.7Sy = |
15.75 |
kg/mm2 |
OK! |
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3-4) TENSION STRESS AT MAX. SLOPED LOAD STATE, AT 60 deg. |
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S4 = TH′/[(2*R-d)*t] |
= |
2.81350391 |
kg/mm2 |
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So, S4 = |
2.81350391 |
kg/mm2 |
< |
0.7Sy = |
15.75 |
kg/mm2 |
OK! |
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3-5) COMBINE STRESS AT MAX. SLOPED STATE, AT 60 deg. |
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Scomb = S3/(0.7Sy)+S4/(0.7Sy) |
= |
0.7359769 |
< |
1 |
OK! |
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3-6) SHEAR FORCE IN WELDMENT |
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Ws = TV′/(2*L4) |
= |
17.5495356 |
kg/mm |
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FILLET WELD SIZE |
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W = Ws/(0.55*Sa) |
= |
2.1559626 |
mm |
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USED WELD LEG LENGTH |
= |
14 |
OK! |
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4. BASE BLOCK UNDER ERECTION CONDITION |
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4-1) SECTIONAL PROPERTIES OF BASE BLOCK |
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T3 = t1 |
= |
12 |
mm |
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T1 = t2 |
= |
20 |
mm |
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T2 = t3 |
= |
20 |
mm |
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J3 = L2a |
= |
75.5 |
mm |
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L2b |
= |
85 |
mm |
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J1 = L3 |
= |
100.5 |
mm |
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K1 = L |
= |
160 |
mm |
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Di |
= |
3660 |
mm |
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BASE BLOCK MATERIAL: |
Q245R |
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YIELD STRESS OF BASE BLOCK = |
22.5 |
kg/mm2 |
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4-2) EFFECTIVE LENGTH OF SKIRT |
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Rm = (Di+t1)/2 |
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= |
1836 |
mm |
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Le = Max.(0.78*(Rm*t1)^0.5,16*t1) = |
192 |
mm |
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4-3) SECTION AREA, A |
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A1 = t1*(L+Le+t3) |
= |
4464 |
mm2 |
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A2 = t2*(L2a+L2b) |
= |
3210 |
mm2 |
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A3 = t3*L3 |
= |
2010 |
mm2 |
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TOTAL AREA A |
= |
9684 |
mm2 |
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4-4) CENTROID, A |
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h1 = L2a+0.5*t1 |
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= |
81.5 |
mm |
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h2 = (L2a+L2b)/2 |
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= |
80.25 |
mm |
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h3 = 0.5*L3-(L3-L2a) |
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= |
25.25 |
mm |
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C = [(A1*h1)+(A2*h2)+(A3*h3)]/A = |
69.4104709 |
mm |
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4-5) MOMENT OF INERTIAL OF AREA, I |
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I1 = [(Le+t3+L)*t1^3]/12+A1*(h1-C)^2 = |
706011.573 |
mm4 |
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I2 = [t2*(L2a+L2b)^3]/12+A2*(h2-C)^2 = |
7268027.08 |
mm4 |
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I3 = (t3*L3^3)/12+A3*(h3-C)^2 = |
5611587.72 |
mm4 |
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I = I1+I2+I3 |
= |
13585626.4 |
mm4 |
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4-6) MIN. SECTION MODULUS, Z |
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Z = I/C |
= |
195728.774 |
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4-7) STRESS IN BASE BLOCK UEO TO TV |
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a) BENDING MOMENT & DEFLECTION OF BASE BLOCK |
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M = W*R2(1+0.5*cosα-π*sinα+αsinα) = |
Ko*W*R^2 |
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R |
= |
1897.5 |
mm |
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W = TV/(2*π*R) |
= |
2.6613525 |
kg/mm |
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Where, TV = PT = |
31729.5604 |
kg |
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α (deg.) |
0 |
30 |
45 |
60 |
90 |
120 |
150 |
180 |
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| Ko |
1.5 |
0.124 |
-0.313 |
-0.564 |
-0.571 |
-0.157 |
0.305 |
0.5 |
| M (kg-mm) |
14373324.5 |
1188194.82 |
-2999233.7 |
-5404370 |
-5471445.5 |
-1504408 |
2922575.98 |
4791108.16 |
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DEFLECTION Dx = -W*R^4/(E*I)*0.4292 = |
51.9027408 |
mm |
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Where, E = modulue of elas. = |
21000 |
kg/mm2 |
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b) STRESS IN BASE BLOCK |
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Mmax |
= |
14373324.5 |
kg-mm |
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S1 = M/Z |
= |
73.4349078 |
kg/mm2 |
> |
0.66Sy = |
14.85 |
kg/mm2 |
NOT OK! |
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THEREFORE, STIFFENER BEAM IS REQUIRED!! |
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5. STIFFENER STRUCTURE DESIGN |
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L = |
3600 |
mm |
SUPPORT BRACING LENGTH |
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N = |
3 |
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NO. OF BRACING SUPPORT |
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20 |
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BRACING MATERIAL |
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10" SCH.60 |
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BRACING USED SIZE |
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A1 = |
10385.5084 |
mm2 |
SECTION AREA OF BRACING (O.D & THK.) |
273 |
12.7 |
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k = |
92.1394188 |
mm |
RADIUS OF GYRATION OF BRACING |
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E = |
20100 |
kg/mm2 |
ELAST. MODULUS OF BRACING |
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F = |
24.5 |
kg/mm2 |
BRACING YIELD STRESS |
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TV = |
31729.5604 |
kg |
LIFTING LOAD (MAX. AT HORIZONTAL COND.) |
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Q245R |
; |
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SUPPORT MATERIAL |
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W = |
400 |
mm |
WIDTH OF SUPPORT PLATE |
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t = |
16 |
mm |
THICKNESS OF SUPPORT PLATE |
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** STRENGTH CALCULATION ** |
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* SLENDERNESS RATIO: λ = L/k |
= |
39.0712254 |
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* COLUMN SLENDERNESS RATIO DIVIDING ELASTIC AND UNELASTIC BUCKLING, Δ |
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Δ = [E*π^2/(0.6*F)]^0.5 = |
116.168728 |
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γ = (3/2)+(2/3)*(λ/Δ)^2 = |
1.57541267 |
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λ |
≤ |
Δ |
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Fc = [1-0.4*(λ/Δ)^2]*F/γ |
= |
14.8478136 |
kg/mm2 |
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MAX. ALLOW. AXIAL LOAD ON STRUCTURE, |
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P = |
A1*Fc |
= |
154202.093 |
kg |
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RECHECK ON THE BASE BLOCK, |
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Rf = TV-(N*P) = |
- |
430876.718 |
kg |
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Rf----> Negative Force; All Force on the Base Block are support |
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by the stifferner structure. |
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SUPPORT PLATE SHEAR STRESS. |
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S = TV/(2*W*t) = |
2.4788719 |
kg/mm2 |
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S |
< 0.4Sy = |
13.5 |
kg/mm2 |
OK!! |
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