Skirt Support Trial

SUVIDYA INSTITUTE OF TECHNOLOGY Mumbai : 400055

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN REFERENCE

Pressure Vessel Design Manual by Dennis R. Moss

VESSEL DESIGN DATA AND WEIGHT CALCULATION CODE

ASME SEC. VIII, DIV. 1 LATEST

P

DESIGN PRESSURE

T

DESIGN TEMPERATURE

250 Deg. C

E

WELD JOINT EFFCIENCY

0.85

CA

CORROSION ALLOWANCE

6.0 / F.V Barg

1.5 mm

MATERIAL OF CONSTRUCTION SHELL

SA 515 GR. 70

SKIRT

IS : 2062 GR. A

CONSTRUCTION DETAILS D

SHELL ID

H

Overall Column Height

1.5 Met

h

SKIRT HEIGHT

30.4 Met 5 Met

OTHER INFORMATION Liquid Hold up : 1500 mm from Bottom T.L. Type of dished end : 2 : 1, Ellipsoidal Insulation : Yes (HOT) 100 mm. Internals : 30 Trays (Valve Type) Complete column is divided into 6 section as shown in the sketch below III

IV

V

VI

1

Mean Diameter

mm

1536

1512

1512

1510

1510

1508

2

Height

mm

5000

5000

5000

5000

5000

5390

3

Shell/Dish

Kg

2750

2240

2240

1860

1860

1655

4

Body Flange

Kg

0

0

0

0

0

0

5

Nozzles

Kg

100

160

160

160

160

160

6

Trays /Packing

Kg

0

400

2700

600

700

600

7

Liquid Hold up

Kg

0

3530

910

780

910

780

8

Water Total

Kg

0

9200

8830

8830

8830

9200

Sr. No

LEVELS

units

I

II

Total

9

Insulation/AttachmentKg

500

300

300

300

300

300

10

Erection Weight

Kg

2850

2400

2400

2020

2020

1815

13505.00

11

Operating Weight

Kg

3350

6630

6310

3700

5930

3495

29415.00

12

Testing Weight

Kg

2850 12000 13930 11450 11550 11615

63395.00

13

Shut Down weight

kg

3350

20505.00

3100

5400

2920

3020

2715

Calculation is based on a

Erection Weight : 3 + 4 +5

Kg

13505.00

b

Operating Weight : 3 + 4 +5+6+7+9

Kg

29415.00

c

Test weight : 3 + 4 + 5 +6+8

Kg

63395.00

d

Shut Down weight : 3 + 4 + 5 + 6 +9

Kg

20505.00

1 OF 11

SUVIDYA INSTITUTE OF TECHNOLOGY Mumbai : 400055

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN REFERENCE

Pressure Vessel Design Manual by Dennis R. Moss

WIND MOMENT CALCULATION CODE

IS : 875

Do

Vessel Outside Diameter

In

Insulation Thickness

1.512 Met

De

Effective Vessel diameter = ( De + 2. In)

Site

Near Mumbai

Vb

Basic Wind speed (From IS : 875 for site near Mumbai)

K1

Risk Factor

K2

Terrain Height Factor

0.1 Met 1.712 Met

44 ,m/s 1.08

Level - I

0.98

Level - II

0.98

Level - III

1.02

Level - IV

1.05

Level - V

1.077

Level - VI

1.1

K3

Topography Factor

1.0

Vz

Design Wind speed ; ( Vb . K1. K2 . K3 )

Pz H

Wind Pressure ; ( 0.6. Vz ) / 9.81 Height of each section

Kg / m2 Met m2

Af

Cross section area subjected to wind load

Fx

Wind Load ; ( Pz . Af )

hi

Height from base to plane under consideration

hx

Height from base to C.G of respective section

V

Total Shear load

Mb

m/Sec

2

met met

S Fx Moment at the base S Fx . Hx

7717.73 Kg. 123102.784 Kg.met

Mb Mt LEVELS

889924.8 lb.ft Mb - hi . [ V -( 0.5. Pz. De . hi ) ] Vz

10679097.6 lb-in

Kg.met

Pz

De

H

Af

Fx

hi

hx

met

m2

Kg

met

met

Fx. Hx

Mt

VI

52.27

Kg/m2 167.12

1.712

5.39

9.23

1542.10 25.00 27.695

42708.505

19567.08211

V

51.18

160.20

1.712

5.00

8.56

1371.32 20.00 22.500

30854.804

23601.15728

IV

49.90

152.27

1.712

5.00

8.56

1303.43 15.00 17.500

22810.012

36663.98357

III

48.47

143.69

1.712

5.00

8.56

1230.01 10.00 12.500

15375.145

58225.59431

II

46.57

132.64

1.712

5.00

8.56

1135.43

5.00

7.500

8515.7379

87352.71051

I

46.57

132.64

1.712

5.00

8.56

1135.43

0.00

2.500

2838.5793

123102.7843

Mb

123102.78

m/sec

V

7717.73

Kg. Met

2 OF 11

SUVIDYA INSTITUTE OF TECHNOLOGY Mumbai : 400055

Mt lb. Ft 141452.78 170615.60 265048.34 420919.81 631483.23 889924.80

3 OF 11

SUVIDYA INSTITUTE OF TECHNOLOGY Mumbai : 400055

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN REFERENCE

Pressure Vessel Design Manual by Dennis R. Moss

SEISMIC MOMENT CALCULATION (Uniform column) FIND OUT BASE SHEAR ; ( Vh )

(As per procedure given in IS:1893-2002)

SITE

MUMBAI, INDIA

ZONE

III

Z

ZONE FACTOR

I

IMPORTANCE FACTOR (Table - 6 - IS:1893-2002)

1

R

RESPONSE REDUCTION FACTOR (Table - 7 - IS:1893-2002)

4

Sa/g

0.16

AVERAGE RESPONSE ACCELERATION CO-EFFICIENT

2.5

Cl. 6.4.5 - IS:1893 - 2002, Soil - Medium soil sites Ah

DESIGN HORIZONTAL ACCELERATION SPECTRUM

Ah

(Z x I ) / ( R x (Sa/g))

w

Weight of vessel per foot of ht.

Vh

Horizontal Seismic Force ; ( Ah . Wo )

19.88 lb

H

Overall Height of vessel

99.37 feet

D

Uniform column Diameter

4.92 feet

t

Thickness of shell

0.31 in

0.016 563.69 lb 1242.37 lb

ht

(2/3).H

T

Period of Vibration = 0.0000265 . ( H/ D)2 . (w. D / t)

Ft

13.251976 feet

0.5

1.0433728 Sec

Lesser of followings 0.07 . T. Vh

1.451809 lb

0.25*Vh

4.969491 lb

Ft

Governing

1.451809 lb

F

Lateral Force applied at C.G of vessel ; ( Vh - Ft )

Mb'

Overturning Moment at base ; ( Ft . H) + 2/3 . (F. H)

18.43 lb 1364.9376 lb. Ft

Comparing Mb & Mb' -- Governing Moment is effective due to wind. Use Mb for further calculation.

4 OF 11

SUVIDYA INSTITUTE OF TECHNOLOGY Mumbai : 400055

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN PERIOD OF VIBRATION CALCULATION (NON UNIFORM VESSEL)

Thickness

0.310 inch

E Dia (FT.)

25.5 Ksi @ 500F 4.92

Height Ft

4.92 Dia in Ft

99.37

LOADING CONDTION : OPERATING Weight of each LEVELS lx Section= Wo inch lb

wx=Wo/lx

hx/H

a

Da

wx . Da

b

Wb/H

g

Dg

E(D/10)3.t.Dy

lb K/ft

VI

7702.98

212.20

0.44

1.000

2.103000

1.16

0.51

0.0000

0.00

1.000000

0.0003

0.0003

V

13069.72

196.85

0.80

0.823

0.939000

0.59

0.47

0.0000

0.00

0.999674

0.0068

0.0064

IV

8154.80

196.85

0.50

0.658

0.349700

0.25

0.12

0.0000

0.00

0.992885

0.0388

0.0365

III

13907.24

196.85

0.85

0.494

0.099800

0.09

0.08

0.0000

0.00

0.954130

0.1251

0.1178

II

14612.52

196.85

0.89

0.329

0.010293

0.01

0.01

0.0000

0.00

0.829010

0.2875

0.2707

196.85

0.45

0.165

0.000504

0.00

0.00

0.0000

0.00

0.541500

0.5415

0.5098

0.00

0

I

7383.40 64830.66

1196.46

0 Period Sec=(H/100)(H/100) SQRT(Sw Da +Swb/H)/SE(D/10)(D /10)(D/10).t.Dg

1.19

0.9414

1.1081 sec.

5 OF 11

SAMPLE DESIGN CALCULATION SKIRT SUPPORT DESIGN OF VERTICAL COLUMN SEISMIC MOMENT CALCULATION (NON UNIFORM VESSEL) Ft=0.07T.Vh Ft=249.59 lb Max. Ft=810.38 lb

LEVELS

VI V IV III II I

Weight of each Section= Wx lb 7703 13069 8154 13906 14612 7383

Ft=0.25Vh Ft=810.38 lb

hx

Wxhx

Fx

hi

Mx

inch 1090.35 883.82 688.97 492.12 295.20 98.42

lb-in 8398966.05 11550643.58 5617861.38 6843420.72 4313462.40 726634.86

lb 640.916 883.392 428.649 522.193 329.156 55.448

inch 1196.2 984.1 787.2 590.4 393.6 196.8

lb-inch 240122.35 612827.63 1114490.07 1583864.2 2388873.5 3105793.4

∑Mx=

9045971.15 753830.9 lb-ft.

Fx=(V-Ft)(Wx.hx)/ ∑Wxhx Mx=Ft(H-hi)+ ∑Fx(hx-hi) From above & comparing with wind moment we conclude that governing moment is wind moment

SUVIDYA INSTITUTE OF TECHNOLOGY Mumbai : 400055

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN COMBINED STRESS ANALYSIS COMBINED STRESS ANALYSIS TO BE CARRIED OUT FOR FOLLOWING CONDITION A

ERECTION CONDITION

B

OPERATING CONDITION

C

TESTING CONDITON

STRESS SHALL BE CALCULATED INDUCED DUE TO A B C

DEAD WEIGHT INTERNAL PRESSURE WIND OR SEISMIC EFFECT

dxt dxc

Longitudinal stress, Tension

( Pi . D / 4 t ) + (48. Mt / pi . D2. t ) - ( Wh/ Pi. D. t)

Longitudinal stress, Compression

( - ) ( Pe. D / 4 t ) - (48. Mt / pi . D2. t ) - ( Wh/ Pi. D. t)

LOADING CONDTION : ERECTION

VI

Weight of each Section lb 4000.26

LEVELS

Shear Load Wh lb 4000.26

Mt

D

t (New)

dxt

lb.ft 141452.78

in 59.53

in 0.315

PSI 1868.91

Allowable Limit S1E1 PSI 17000

PSI -2004.76

Allowable Limit Factor B PSI -8700.00

dxc

V

4452.08

8452.34

170615.60

59.53

0.394

1754.09

17000

-1983.74

-9100.00

IV

4452.08

12904.42

265048.34

59.53

0.394

2728.03

17000

-3078.63

-9100.00

III

5289.6

18194.02

420919.81

59.53

0.472

3636.31

17000

-4048.25

-9300.00

II

5289.6

23483.62

631483.23

59.53

0.472

5498.52

17000

-6030.21

-9300.00

I

6281.4

29765.02

889924.80

59.53

1.417

2595.51

17000

-2820.15

-11500.00

NOTE

EFFECT DUE TO INTERNAL AND EXTERNAL PRESSURE TO BE IGNORED DURING ERECTION STAGE ALLOWABLE STRESS CALCULATED AT AMBIENT CONDITION WELD EFFICIENTY : 0.85

LOADING CONDTION : SHUTDOWN LEVELS

Weight of each Section lb

lb

lb.ft

in

in

VI

5983.86

5983.86

141452.78

59.53

0.256

V

6656.08

12639.94

170615.60

59.53

0.335

IV

6435.68

19075.62

265048.34

59.53

III

11901.60

30977.22

420919.81

II

6832.40

37809.62

I

7383.40

45193.02

NOTE

Shear Load Wh

Allowable Limit S1E1

dxc

Allowable Limit Factor B

PSI

PSI

PSI

PSI

2258.74

17000

-2508.85

-8700.00

1996.71

17000

-2400.73

-9100.00

0.335

3110.81

17000

-3720.54

-9100.00

59.53

0.413

3990.40

17000

-4791.95

-9300.00

631483.23

59.53

0.413

6098.67

17000

-7077.02

-9300.00

889924.80

59.53

1.417

2537.30

17000

-2878.37

-11500.00

Mt

D

t (Corroded)

dxt

EFFECT DUE TO INTERNAL AND EXTERNAL PRESSURE TO BE IGNORED DURING ERECTION STAGE ALLOWABLE STRESS CALCULATED AT AMBIENT CONDITION WELD EFFICIENTY : 0.85

LOADING CONDTION : OPERATING Weight of each Section lb

Shear Load Wh lb

lb.ft

in

in

PSI

Allowable Limit S1E1 PSI

VI

7702.98

7702.98

141452.78

59.53

0.256

2571.73

14875

-2602.94

-8700.00

V

13069.72

20772.70

170615.60

59.53

0.335

2133.56

14875

-2575.18

-9100.00

IV

8154.80

28927.50

265048.34

59.53

0.335

3220.19

14875

-3922.47

-9100.00

III

13907.24

42834.74

420919.81

59.53

0.413

4052.99

14875

-4981.36

-9300.00

II

14612.52

57447.26

631483.23

59.53

0.413

6060.61

14875

-7367.08

-9300.00

I

7383.40

64830.66

889924.80

59.53

1.417

2526.19

14875

-2962.97

-11500.00

t (New)

dxt

LEVELS

NOTE

Mt

D

t (Corroded)

dxt

dxc PSI

Allowable Limit Factor B PSI

ALLOWABLE STRESS CALCULATED AT DESIGN TEMPERATURE. WELD EFFICIENTY : 0.85

LOADING CONDTION : TEST Weight of each Section lb

Shear Load Wh lb

lb.ft

in

in

PSI

Allowable Limit S1E1 PSI

VI

25599.46

25599.46

141452.78

59.53

0.315

1952.85

14875

1502.14

-8700.00

V

25456.20

51055.66

170615.60

59.53

0.394

1554.82

14875

1175.34

-9100.00

IV

25235.80

76291.46

265048.34

59.53

0.394

2265.31

14875

1866.94

-9100.00

III

30701.72

106993.18

420919.81

59.53

0.472

2978.79

14875

2631.06

-9300.00

II

26448.00

133441.18

631483.23

59.53

0.472

4617.22

14875

4253.74

-9300.00

I

6281.40

139722.58

889924.80

59.53

1.417

2307.00

14875

2180.59

-11500.00

LEVELS

NOTE

Mt

D

dxc PSI

Allowable Limit Factor B PSI

ALLOWABLE STRESS CALCULATED AT DESIGN TEMPERATURE. WELD EFFICIENTY : 0.85 HYDROSTATIC TEST PRESSURE IS 1.5 TIMES DESIGN PRESSURE + EFFECT DUE TO STATIC HEAD SUCH BIG COLUMN HYDROTESTD IN HORIZONTAL CONDITION IN WORKSHOP EXTERNAL PRESSURE WILL BE ZERO IN ABOVE CALCULATION

CONCLUSION STRESSES INDUCED DURING DIFFERENT CONDITIONS ARE WELL WITHIN IN ALLOWABLE LIMITED AND HENCE PROVIDE THICKNESS ARE ADEQUATE

7 OF 11

SUVIDYA INSTITUTE OF TECHNOLOGY Mumbai : 400055

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN REFERENCE Pressure Vessel Design Manual by Dennis R. Moss

ANCHOR BOLT CALCULATION - EQUIVALENT AREA METHOD REFER TABLE 3.33 FOR NO. OF BOLTS SHELL O/D

N

8 Nos

RECOMMENDED MAXIMUM NO.OF ANCHOR BOLTS

12 Nos.

NO. OF BOLTS ASSUMED

MATERIAL OF CONSTRUCITON FOR ANCHOR BOLTS ALLOWABLE TENSILE STRESS FOR ANCHOR BOTLS, Fs (REFER TABLE 3.34) ALLOWABLE COMPRESSIVE STRESS FOR CONCRETE, Fc (REFER TABLE 3.35) RATIO OF MODULUS OF ELASTICITY OF STEEL TO n CONCRETE (REFER TABLE 3.35) Mb OVERTURNING MOMENT DUE TO WIND Wb WEIGHT OF VESSEL AT BASE - TEST WEIGHT d OUTSIDE DIAMETER OF SKIRT r OUTSIDE RADIUS OF SKIRT w WIDTH OF BASE PLATE APPROXIMATE VALUE OF ' K ' K

59.45 in

RECOMMENDED MINIMUM NO.OF ANCHOR BOLTS

[ 1 / ( 1 + (Fs / n.Fc))]

8 Nos. SA36 19000 PSI 1000 PSI 12 889924.80 139722.58 64.00 32.00 5.00

lb.ft lb in in in

0.387

CO-EFFICIENT FROM CHART Cc

1.64

Ct

2.33

J

0.783

Z

0.427

TENSILE LOAD IN STEEL ; ( T ) T

(Mb - Wb - Z.d )/ J.d

14969.97 lb

REQUIRED ROOT AREA ; (Ab) Ab

( T. pi . d / Fs . r . Ct )

ROOT AREA OF ONE BOLT : Ab / N Ra

PROVIDED ROOT AREA

2.124 in2 0.2655 in2 0.302 in2

SELECTED BOLT DIAMETER : 0.75" HENCE OK STRESS IN EQUIVALENT STEEL BAND ; ( ts ) ts

( N. Ra ) / ( pi. d )

0.0120 in

EQUIVALENT TENSILE STRESS IN ANCHOR BOLT ; ( fs ) fs

T / (ts . r . Ct )

16705.7 PSI

COMPRESSIVE LOAD IN CONCRETE ; ( C ) C

T + Wb

154692.55 lb

EQUIVALENT COMPRESSIVE STRESS IN CONCRETE ; ( fc ) fc

C / ([ (w - ts )+n. ts].r.Cc )

574.34 lb

RECHECKING ' K ' USING ACTUAL' fs' and ' fc' K

[ 1 / ( 1 + (fs / n.fc))]

0.292 lb

SINCE THIS VALUE OF ' K ' IS DIFFERENT THAN THAT WAS ASSUMED. HENCE RECALCULATE

8 OF 11

SUVIDYA INSTITUTE OF TECHNOLOGY Mumbai : 400055

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN REFERENCE Pressure Vessel Design Manual by Dennis R. Moss

ANCHOR BOLT CALCULATION - EQUIVALENT AREA METHOD TRIAL - 2 APPROXIMATE VALUE OF ' K ' w WIDTH OF BASE PLATE K RATIO OF MODULUS OF ELASTICITY OF STEEL TO n CONCRETE (REFER TABLE 3.35) CO-EFFICIENT FROM CHART

5.50 in 0.300 12

Cc

1.51

Ct

2.442

J

0.781

Z

0.438

TENSILE LOAD IN STEEL ; ( T ) T

(Mb - Wb - Z.d )/ J.d

15008.3 lb

REQUIRED ROOT AREA ; (Ab) Ab

( T. pi . d / Fs . r . Ct )

ROOT AREA OF ONE BOLT : Ab / N Ra

PROVIDED ROOT AREA

2.032 in2 0.2540 in2 0.302 in2

SELECTED BOLT DIAMETER : 0.75" HENCE OK STRESS IN EQUIVALENT STEEL BAND ; ( ts ) ts

( N. Ra ) / ( pi. d )

0.0120 in

EQUIVALENT TENSILE STRESS IN ANCHOR BOLT ; ( fs ) fs

T / (ts . r . Ct )

15980.4 PSI

COMPRESSIVE LOAD IN CONCRETE ; ( C ) C

T + Wb

154730.87 lb

EQUIVALENT COMPRESSIVE STRESS IN CONCRETE ; ( fc ) fc

C / ([ (w - ts )+n. ts].r.Cc )

568.55 lb

RECHECKING ' K ' USING ACTUAL' fs' and ' fc' K

[ 1 / ( 1 + (fs / n.fc))]

0.299 lb

NOW CALCULATED VALUE OF 'K' IS VERY CLOSE TO ASSUMED VALUE AND SIZING IS ADEQUATE SUMMARY db

SIZE OF BOLT DIAMTER

N

NO. OF BOLTS

w

WIDTH OF BASE PLATE MOC OF SELECTED BOLTS

0.75 in 8 Nos. 5.50 in SA36

9 OF 11

SUVIDYA INSTITUTE OF TECHNOLOGY Mumbai : 400055

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN REFERENCE Pressure Vessel Design Manual by Dennis R. Moss

DESIGN OF ANCHOR CHAIR SELECTED TYPE OF ANCHOR CHAIR - TYPE -3

R tsk

OUTSIDE RADIUS OF SKIRT SHELL SKIRT SHELL THICKNESS

a

0.472 in 2 in

c e

30.000 in

1.5 in c - (db/2)

h

1.125 in 12 in

l

a+c

tc

COMPRESSION PLATE THICKNESS

1.00 in

3.5 in

tb

BASE RING THICKNESS

1.00 in

w

Width of Base Ring

5.5 in

b

SPACING BETWEEN TWO GUSSETS

A

COMPRESSION PLATE WIDTH

tg

GUSSETS THICKNESS

0.5 in

d

BOLT CIRCLE DIAMETER

64 in

N

NO.OF ANCHOR BOLTS

db

DIAMTER OF BOLT HOLE IN BASE PLATE

bs

SPACING BETWEEN ANCHOR CHAIR ALLOWABLE TENSILE STRESS FOR ANCHOR BOTLS, (REFER TABLE 3.34) PROVIDED ROOT AREA

Fs Ra

2.500 in 4.5000 in

8 Nos. 1.75 in 21.63 in 19000 PSI 0.302 in2

10 OF 11

SUVIDYA INSTITUTE OF TECHNOLOGY Mumbai : 400055

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN REFERENCE Pressure Vessel Design Manual by Dennis R. Moss

DESIGN OF ANCHOR CHAIR

BASE PLATE DESIGN - TYPE 3 CHECKING THICKNESS BETWEEN TWO GUSSETS MAXIMUM ANCHOR BOLT FORCE ; (P) P

Fs . Ra

5738 lb

BENDING MOMENT ; (Mo) Mo

P. b / 8

1793.125 lb. in

REQUIRED THICKNESS ; ( tb) tb

[ ( 6 . Mo) / ( (w-db).Fs) ]0.5

0.389 in

CHECKING THICKNESS BETWEEN TWO ANCHOR CHAIR RATIO

0.162

l / bs

BENDING MOMENT PER UNIT LENGTH - REFER TABLE 3.36 Mx

0.00379. fc. b2

My

-0.465. fc. l2

Mo

GREATER OF Mx or My

13.47 lb. in -3238.63 lb.in -3238.6257 lb.in

REQUIRED THICKNESS ; ( tb) tb

[ ( 6 . Mo) / Fs ]0.5

1.011 in

tb

GREATER OF ABOVE

1.011 in

PROVIDED BASE PLATE THICKNESS ; ( tb )

1.00 in

COMPRESSION PLATE THICKNESS CHECK - TYPE 3 MINIMUM THICKNESS OF TOP PLATE ; tc tc

[ ( P / Fs. e )(0.375.b - 0.22 db) ]0.5

0.385 in

PROVIDED TOP COMPRESSION PLATE THICKNESS ; (tc)

1.00 in

GUSSET PLATE THICKNESS CHECK - TYPE -3 REQUIRED GUSSET THICKNESS ; ( tg ) tg

0.0911 in

P / ( 18000. l) > 3/8 "

PROVIDED GUSSET PLATE THICKNESS ; (tg)

0.50 in

SKIRT SHELL THICKNESS CHECK - TYPE 3 Z

1 2

0.000732 0.5

2

[(1.77 . A. h )/ (R. tsk) ] [(tb / tsk) ] + 1

424.00 PSI S

SINCE S < 25000 PSI, HENCE PROVIDED SHELL THICKNESS IS ADEQUATE

11 OF 11