08-1. Calculation Sheet for Lifting & Tailing Lug

DOC. NO. :PROGRAM NAME : LIFTING1 REV. NO. :VERSION : 0 PAGE :

LIFTING LUG CALCULATIONW1 ** DIMENSION (mm) **

II θ A =

t2 d R B =

U w2 W3 C =

V B D =

W4 E =

T.L. W5 C I I F =

D A H =

W.L. J =

E H M K =

t3 II M =

N =

K F P =

t3 t1 J P R =

N d =

LOAD ( KG ) MATERIAL U =

SHELL MATERIAL: V =

TOTAL W = 37170 SA516-70N t1=

PAD MATERIAL : t2=

W1 = 1.5 x W / 2 = 27877.5 SA516-70N t3=

W2 = W1 x tanθ = 7469.8 LUG MATERIAL : ANG.=

W3 = W1 / 2 = 13938.8 SA283-C NO. OF LUG =

ALLOWABLE STRESS ( KG/mm^2 )

SLs = SLt x 0.8 =

S = 11.0382 SWs = SLt x 0.49=

SY = 21.0921 SLt = smaller of 1.5S or 0.9SY =

1. CHECK OF LUG

1-1. SHEAR STRESS DUE TO, W1

2W1 2 x 27877.5

σ1 = ------------ = -----------------

(P-d)t1 170 x 55

= 5.96 KG/mm^2 < SLs = 13.246 KG/mm^2

1-2. TENSION DUE TO, W1

W1 27877.5

σ2 = ------------ = -------------------

(P-d)t1 170 x 55

= 2.982 KG/mm^2 < SLt = 16.557 KG/mm^2

2.STRESS AT GUIDE POINT (SECTION "I-I")

2-1. BENDING STRESS DUE TO, W2

6 x W2 x B 6 x 7,469.8 x 120

σ3 = ------------ = ------------------ = =

P x t1^2 260 x 3025

DOC. NO. :PROGRAM NAME : LIFTING1 REV. NO. :

VERSION : 0 PAGE :

2.2 TENSION DUE TO. W1

W1 27877.5

σ4 = ------------ = -------------- = = 1.95 KG/mm^2

P x t1 260 x 55

2.3 COMBINED STRESS

S5 = σ3 + σ4 = 6.84 + 1.95 = 8.79 KG/mm^2 < SLt =

3. SECTION "II-II"

3-1) AXIAL FORCE, W5

W2x(A-(E/2)) 5004734.92

W5 = ----------------- = ----------- = 9099.5180 KG

A-(E/2)-B 550

3-2) AXIAL STRESS DUE TO, W5

W5 9099.5

σ6 = -------- = ----------- = 1.207 KG/mm^2 < SLt =

P x t2 7540

4. CHECK OF WELDMENT

4-1) LUG TO PAD

√2 x W1 39424.4

σ7 = -------- = --------- = 3.313 KG/mm^2 < SWs =

(4H+P)xK 11900

4-2) PAD TO SHELL

√2 x W1 39424.4

σ8 = --------- = --------- = 2.347 KG/mm^2 < SWs =

2x(M+N)xJ 16796

4-3) SUPPORT LUG TO PAD

W3x(A-(E/2)) 9338962.5

W4 = -------------- = ---------- = 16979.93 KG

A-(E/2)-B 550

W4 16979.93

σ9 = ---------- = ---------- = 1.417 KG/mm^2 < SWs =

(U+V/√2)xP 11983.94

NOTE

1. DYNAMIC LOAD SHALL BE DETERMINED BY 1.5 x DEADLOAD.

2. SLt ---- ALLOWABLE TENSILE OR COMPRESSIVE STRESS OF LUG.

SLs ---- ALLOWABLE SHEAR STRESS OF LUG.

SWs ---- ALLOWABLE SHEAR STRESS OF WELDMENT.

VP-PP-V3601A-100

OF

LIFTING LUG CALCULATION** DIMENSION (mm) **

760 mm

120 mm

362 mm

98 mm

180 mm

90 mm

110 mm

17 mm

17 mm

174 mm

320 mm

260 mm

130 mm

90 mm

27 mm

27 mm

55 mm

29 mm

24 mm

15 mm

NO. OF LUG = 2

13.246

8.113

16.557

O.K!!

O.K!!

6.84 KG/mm^2

VP-PP-V3601A-100

OF

16.557 KG/mm^2

O.K!!

16.557 KG/mm^2

O.K!!

8.113 KG/mm^2

O.K!!

8.113 KG/mm^2

O.K!!

8.113 KG/mm^2

O.K!!

PROGRAM NAME : LIFT-LUG VERSION : 0

************************************************ * DESIGN OF LIFTING LUG IN PRESSURE VESSEL * ************************************************

---------------------------< DESIGN DATA >--------------------------------------WEIGHT (ERECTION) : Wi =

SHELL(OR HEAD) THICKNESS : ts =

PAD THICKNESS : tp =

LUG THICKNESS : t =

WELD THROAT AT LUG TO SHELL(OR HEAD) : w =

LENGTH OF LUG AT BOTTOM : L =

LUG HOLE RADIUS : r =

LUG OUTSIDE RADIUS : R =

SHELL(OR HEAD) INSIDE RADIUS : Rs =

HEIGHT OF LUG HOLE : h =

ANGLE OF LIFTING WIRE : α =

LUG MATERIAL :

SHELL(OR HEAD) AND PAD MATERIAL :

LIFTING LUG ALLOWABLE STRESS : Sm =

SHELL(OR HEAD) ALLOWABLE STRESS : Ss =

NO. OF LIFTING LUG = 2 EA. : = --------------------------------------------------------------------------------

R d

A

h L

V = W / 2 =

P = V / SINα =

H = V / TANα =

PROGRAM NAME : LIFT-LUG VERSION : 0

16250.0 KG

1) SHEAR STRESS AT TOP OF LUG

2250.000 MM^2

2) THE STRESS CHECK ON WELD PART

(1) BENDING STRESS DUE TO H

938194.2 KG-MM

4.3435 KG/MM^2

(2) NORMAL STRESS DUE TO V

S3 = V / (2w (L + t)) = 0.9028 KG/MM^2

(3) SHEAR STRESS DUE TO H

τ = H / (2w (L + t)) = 0.5212 KG/MM^2

3) COMBINED STRESS

S1 = W / (2A) = 3.6111 KG/MM^2

S1 = 3.61111 8.43704

2.6744

S = 2.6744 5.8005

1) LINE LOADS

F1 = 6ML / (L×L) = 173.7397 KG/MM^2

F2 = V / L = 45.1389 KG/MM^2

2) LOCAL STRESS DUE TO V & ML

S5 = 1.17 × SQRT{Rs×(ts+tp)} × (F1 + 1.5*F2) / (ts + tp)^2

= 17.4379 KG/MM^2 < 2×Ss = 24.6080

** REFERENCE : HENRY H. BEDNAR, PRESSURE VESSEL DESIGN HANDBOOK,

NOSTRAND REINHOLD, 1981

【1】CONSIDERING DYNAMIC EFFECT

W = 1.25×Wi =

【2】LUG DESIGN

A = t × (R - r ) =

ML = H × h =

S2 = 3ML / (L × L × w) =

< 0.8×Sm =

S = SQRT((S2+S3)2 / 4 +τ2) =

< 0.55×Sm =

【3】SHELL STRESS

DOC.NO. : DC-3001REV.NO. :PAGE : 53 OF

13000 KG

36 MM

18 MM

45 MM

20 MM

180 MM

30 MM

80 MM

600 MM

200 MM

60 DEG.

A516-60

A516-70

10.5463 KG/MM^2

12.3040 KG/MM^2

2 EA.

L1

t

w

8125.0 KG

9381.9 KG

4691.0 KG

DOC.NO. : DC-3001

REV.NO. :PAGE : 54 OF 54

-- O.K --

KG/MM^2 -- O.K --

KG/MM^2 -- O.K --

** REFERENCE : HENRY H. BEDNAR, PRESSURE VESSEL DESIGN HANDBOOK,

KG/MM^2 < 0.55 × Sm

DOC.NO :PROGRAM NAME : LIFTING3 REV.NO :VERSION : 0 PAGE :

CALCULATION OF LIFTING LUG W h3

h2 L *** DIMENSION ***φd L =

ℓ1 =ℓ2 =

ℓ2 ℓ3 =ℓ3 h1 =

R h2 =ℓ1 h3 =

R = t d =

t = h1 N =

F =

ALLOWABLE STRESS MATERIAL & LOADS = 14.0614 MATERIAL =Sy = 26.7167 ERECTION WEIGHT : WSLt = SMALLER OF 1.5S OR 0.9Sy W = 32119.42 = 21.092 LOAD AT LUG : WeSLs = 0.8SLt = 16.874 We = F x W / 2SWs = 0.49SLt = 10.335 = 16059.71

1 . SHEAR STRESS IN LUG

2We 32119.42S1 = =

(2R - d) x t 1760 = 18.250 ＜ SLs = 16.874

2 . TENSION STRESS IN LUG

We 16059.71S2 = =

(ℓ1 + ℓ2) x t 3740 = 4.294 ＜ SLt = 21.092

3 . REQUIRED THICKNESS : Ta

We 16059.71Ta = = = 11.897

(2R - d) x SLs 1349.8944

USED THICKNESS : 22 MM

4 . STRESS IN WELDED PART : Sw

WeSw = =

2((ℓ1 x h1) + (ℓ2 x h2) + (ℓ3 x h3)) = 2.941 ＜ SWs = 10.335

KG/MM2

KG/MM2

KG/MM2

KG/MM2

KG/MM2

KG/MM2 KG/MM2

KG/MM2 KG/MM2

KG/MM2 KG/MM2

P-V-LIFTING3

/

CALCULATION OF LIFTING LUG

*** DIMENSION ***320 MM77 MM93 MM

103 MM10 MM10 MM10 MM65 MM50 MM22 MM2 EA1

MATERIAL & LOADSA516 Gr.70

ERECTION WEIGHT : WKG

KG

NOT O.K !!

O.K !!

MM

16059.71

5460O.K !!

DOC. NO. :PROGRAM NAME : LIFTING2 REV. NO. :VERSION : 0 PAGE :

LIFTING LUG CALCULATIONW1 ** DIMENSION (mm) **

θ A = II d R B =U w2 W3 C =V B D = W5 t2 C W4 E =

I I F = II D A H =

J = E H M K =

t3 M =N =

K F P =t3 t1 J P R =

N d =

LOAD ( kg ) MATERIAL U =SHELL MATERIAL: V =

22070 A285-C t1=PAD MATERIAL : t2=

W1 = 1.25 x W / 2 = 13793.8 A285-C t3=W2 = W1 x tanθ = 3696.0 LUG MATERIAL : ANG.=W3 = W1 / 2 = 6896.9 A283-C NO. OF LUG =

ALLOWABLE STRESS ( kg/mm^2 )

SLs = SLt x 0.8 = S = 9.7026 SWs = SLt x 0.49= SY = 21.0926 , SLt = smaller of 1.5S or 0.9SY =

1. CHECK OF LUG1-1. SHEAR STRESS DUE TO, W1

2W1 2 x 13793.75σ1 = ------------ = -----------------

(P-d)t1 230 x 36 = 3.33 kg/mm^2 < SLs = 11.643 kg/mm^2

1-2. TENSION DUE TO, W1W1 13793.8

σ2 = ------------ = -------------------(P-d)t1 230 x 36

= 1.666 kg/mm^2 < SLs = 11.643 kg/mm^2 2.STRESS AT GUIDE POINT (SECTION "I-I")

2-1. BENDING STRESS DUE TO, W2

6 x W2 x B 6 x 3,696.0 x 140σ3 = ------------ = ------------------ = =

P x t1^2 320 x 1296

DOC. NO. :PROGRAM NAME : LIFTING2 REV. NO. :

TOTAL W =

VERSION : 0 PAGE :

2.2 TENSION DUE TO. W1W1 13793.8

σ4 = ------------ = -------------- = = 1.20 kg/mm^2P x t1 320 x 36

2.3 COMBINED STRESS

S5 = σ3 + σ4 = 7.49 + 1.20 = 8.69 kg/mm^2 < SLt =

3. SECTION "II-II"

3-1) AXIAL FORCE, W5W2x(A-(E/2)) 2328495

W5 = ----------------- = ----------- = 4752.0 kgA-(E/2)-B 490

3-2) AXIAL STRESS DUE TO, W5W5 4752.0

σ6 = -------- = ----------- = 0.782 kg/mm^2 < SLt =P x t2 6080

4. CHECK OF WELDMENT

4-1) LUG TO PAD√2 x W1 19507.1

σ7 = -------- = --------- = 1.069 kg/mm^2 < SWs = (4H+P)xK 18240

4-2) PAD TO SHELL √2 x W1 19507.1 σ8 = --------- = --------- = 0.869 kg/mm^2 < SWs = 2x(M+N)xJ 22440

4-3) SUPPORT LUG TO PADW3x(A-(E/2)) 4345031

W4 = -------------- = ---------- = 8867.41 kgA-(E/2)-B 490

W4 8867.41 σ9 = ---------- = ---------- = 1.159 kg/mm^2 < SWs = (U+V/√2)xP 7647.87

NOTE1. DYNAMIC LOAD SHALL BE DETERMINED BY 1.25xDEADLOAD.2. SLt ---- ALLOWABLE TENSILE OR COMPRESSIVE STRESS OF LUG. SLs ---- ALLOWABLE SHEAR STRESS OF LUG. SWs ---- ALLOWABLE SHEAR STRESS OF WELDMENT.

T-5401

OF

LIFTING LUG CALCULATION** DIMENSION (mm) **

720.000 mm140.000 mm120.000 mm280.000 mm180.000 mm110.000 mm160.000 mm

11.000 mm19.000 mm

600.000 mm420.000 mm320.000 mm160.000 mm

90.000 mm

14.000 mm14.000 mm36.000 mm19.000 mm15.000 mm15.000

NO. OF LUG = 2

ALLOWABLE STRESS ( kg/mm^2 )

11.6437.131

14.554

O.K!!

O.K!!

7.49 kg/mm^2

T-5401

OF

14.554 kg/mm^2 O.K!!

14.554 kg/mm^2 O.K!!

7.131 kg/mm^2 O.K!!

7.131 kg/mm^2 O.K!!

7.131 kg/mm^2 O.K!!

PROGRAM NAME : LIFLUG100VERSION : 0

===================================

TRUNNION LIFTING LUG CALCULATION ===================================

ⓐ e * DIMENSION (UNIT:MM) *

e : 200 t r : 125.85

rw : 157.55 Di r t : 21.4 Do Dc J : 21

tc 0 Jⓐ

1) DESIGN DATA

TRUNNION SIZE : 10" - SCH.120

TRUNNION MATERIAL : SA106 Gr.B

COVER PLATE MATERIAL : SA516 Gr.70

TRUNNION YIELD STRESS Sy : 24.6074 KG/MM^2

ERECTION WEIGHT W : 79080 KG

IMPACT FACTOR E : 1.4

2) CALCULATION

SECTION MODULUS OF TRUNNION, (Zx) Zx = π x r^2 x t = 1064807 MM^3

SECTION AREA OF TRUNNION, (A)

A = π x (Do^2-Di^2)/4 = 16921.85 MM^2

FORCE (F)

F = W / 2 = 39540 KGF

MAX. MOMENT, (M)

M = F x e = 7908000 KG-MM

PROGRAM NAME : LUG100

VERSION : 0

a) BENDING STRESS ; (Sb)

Sb = E x M / Zx = 10.4000 KG/MM^2 < 0.66*Sy = 16.2409 KG/MM^2 (O.K!!)

b) SHEAR STRESS ; (Ss)

Ss = E x F / A = 3.2700 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2 (O.K!!)

c) COMBINED MAXIMUM SHEAR ; (S's)

S's = [ (Sb / S)^2 + Ss^2 ]^0.5

= 6.1400 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2

d) COMBINED MAXIMUM TENSION ; (S)

S = (Sb / 2 ) + [ (Sb / 2 )^2 + Ss^2 ]^0.5

= 11.3400 KG/MM^2 < 0.6*Sy = 14.7644 KG/MM^2

3) STRESS OF SECT. - (AT WELDS)ⓐ ⓐ

WELD SECTION MODULUS OF SECTION,

Zw = π x (Do/2)^2 x 0.707*J = 869705.0 MM^3

WELD SECTION AREA OF SECTION

Aw = πx((Do+1.414*J)^2-Do^2)/4 = 13430.800 MM^2

a) BENDING STRESS ; (Sbw)

Sbw = E x M / Zw = 12.73 KG/MM^2 < 0.66*Sy = 14.764

b) SHEAR STRESS ; (Ssw)

Ssw = E x F / Aw = 4.12 KG/MM^2 < 0.4*Sy = 9.843

c) COMBINED MAXIMUM SHEAR ; (S'sw)

S'sw = [(Sbw/2)^2 + Ssw^2]^0.5 = 7.58 KG/MM^2 < 0.4*Sy = 9.84296 KG/MM^2 (O.K!!)


Sw = (Sbw/2) + [(Sbw/2)^2 + Ssw^2]^0.5 = 13.95 KG/MM^2 < 0.6*Sy = 14.76444 KG/MM^2 (O.K!!)

PROGRAM NAME : LUG100 DOC. NO. :VERSION : 0 REV. NO. :

PAGE :

4) SHELL AND PAD WELD CHECK


Zw = π x (Dp/2)^2 x 0.707*k = #REF! MM^3


Aw = πx((Dp+1.414*k)^2-Dp^2)/4 = #REF! MM^2


Sbw = E x M / Zw = #REF! KG/MM^2 < 0.66*Sy = 16.241


Ssw = E x F / Aw = #REF! KG/MM^2 < 0.4*Sy = 9.843


#REF!


#REF!

DOC. NO. : 6103-E-42A/BREV. NO. :PAGE :

tc : 20Do : 273.1Dc : 380Di : 230.3

DOC. NO. : 6103-E-42A/B

REV. NO. :PAGE :


(O.K!!)

(O.K!!)

KG/MM^2 (O.K!!)

KG/MM^2 (O.K!!)



6103-E-42A/B

KG/MM^2 #REF!

KG/MM^2 #REF!

PROGRAM NAME : LIFLUG100 DOC. NO. :VERSION : 0 REV. NO. :

PAGE :

===================================

TRUNNION LIFTING LUG CALCULATION ===================================

* DIMENSION (UNIT:MM) *e : 101.6r : 129rw : 146.05t : 15.1

J : 9.5tc : 13td : 13

1) DESIGN DATA

TRUNNION SIZE : 10" - SCH.80

TRUNNION MATERIAL : SA106 Gr.B

COVER PLATE MATERIAL : SA516 Gr.70

TRUNNION YIELD STRESS Sy : 24.6074 KG/MM^2

ERECTION WEIGHT W : 45223 KG

IMPACT FACTOR E : 1.5

2) CALCULATION

SECTION MODULUS OF TRUNNION, (Zx) Zx = π x r^2 x t = 789418 MM^3

SECTION AREA OF TRUNNION, (A)

A = π x (Do^2-Di^2)/4 = 12239.05 MM^2

FORCE (F)

F = W / 2 = 22611.5 KGF

MAX. MOMENT, (M)

M = F x e = 2297328.4 KG-MM

PROGRAM NAME : LUG100 DOC. NO. :

VERSION : 0 REV. NO. :PAGE :

a) BENDING STRESS ; (Sb)


b) SHEAR STRESS ; (Ss)

Ss = E x F / A = 2.7700 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2 (O.K!!)

c) COMBINED MAXIMUM SHEAR ; (S's)

S's = [ (Sb / S)^2 + Ss^2 ]^0.5

= 3.5300 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2


S = (Sb / 2 ) + [ (Sb / 2 )^2 + Ss^2 ]^0.5

= 5.7100 KG/MM^2 < 0.6*Sy = 14.7644 KG/MM^2

3) STRESS OF SECT. - (AT WELDS)ⓐ ⓐ


Zw = π x (Do/2)^2 x 0.707*J = 393438.0 MM^3


Aw = πx((Do+1.414*J)^2-Do^2)/4 = 5904.300 MM^2


Sbw = E x M / Zw = 8.76 KG/MM^2 < 0.66*Sy = 14.764


Ssw = E x F / Aw = 5.74 KG/MM^2 < 0.4*Sy = 9.843





PROGRAM NAME : LUG100 DOC. NO. :VERSION : 0 REV. NO. :

PAGE :

4) SHELL AND PAD WELD CHECK


Zw = π x (Dp/2)^2 x 0.707*k = 765742.7 MM^3


Aw = πx((Dp+1.414*k)^2-Dp^2)/4 = 8181.000 MM^2


Sbw = E x M / Zw = 4.5002 KG/MM^2 < 0.66*Sy = 16.2409


Ssw = E x F / Aw = 4.1459 KG/MM^2 < 0.4*Sy = 9.8430


S'sw = [(Sbw / 2)^2 + Ssw^2 ]^0.5 = 4.72 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2 (O.K!!)


Sw = (Sbw/2) + [(Sbw / 2)^2 + Ssw^2]^0.5 = 7 KG/MM^2 < 0.6*Sy = 14.7644 KG/MM^2 (O.K!!)

VP-GA01-14V003-100

Do : 273.1Dp : 381Dc : 330.2Di : 242.9k : 9.5

VP-GA01-14V003-100

(PAD DIAMETER

(SHELL TO PAD (COVER PLATE 두께)(PAD PLATE 두께)

(O.K!!)

(O.K!!)

KG/MM^2 (O.K!!)

KG/MM^2 (O.K!!)



VP-GA01-14V003-100

KG/MM^2 (O.K!!)

KG/MM^2 (O.K!!)

S'sw = [(Sbw / 2)^2 + Ssw^2 ]^0.5 = 4.72 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2 (O.K!!)

Sw = (Sbw/2) + [(Sbw / 2)^2 + Ssw^2]^0.5 = 7 KG/MM^2 < 0.6*Sy = 14.7644 KG/MM^2 (O.K!!)

08-1. Calculation Sheet for Lifting & Tailing Lug

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Transcript of 08-1. Calculation Sheet for Lifting & Tailing Lug