Rectangular

RECTANGULAR TANK CALCULATION PROJECT NAME CLIENT DATE

: : :

TANK DATA

Design Temperature Height of Tank Width of Tank Length of Tank Larger I

= = = =

[millimeter] [millimeter] [millimeter] 3

(kg/m )

Density of Liquid Specific Gravity of Water for Hydrotest Corrosion Allowance Modulus of elasticity (E) Stress Value of Plate (S)

= = = = =

B ot t o m

Ro of

B

L

L

Stiffening Material

H.1 = H.2 = H.1/L H.2/L

= =

h.1 = h2 = load (W) = R.1 =

0.6.B : 0.4.B :

54.3168 inc 36.2112 inc

0.23 0.15333333

54.3168 90.528 (0.036.G.H2)/2 0.7 X W.1

a= a=

= =

= = 0.001 0.0005

53.105666 lb/inc 37.173966

1.37965 m 0.91976 m

 

Required moment of inersia 1.25 X R.1

=

L3/E

46.46745751

=

I (inersia )

0.44 =

20.40077547 in4

L6X6X9/16 =

22.1 in4

Required Plate Thickness

t

=

Pn1 = t

2.45 L X

t

Pn = 0.036 G (hn-1 + hn)/2

aPn/S =

0.98

=

Pn2 =

a Pn/S

0.1543

inc

0.000000071106 =

aPn/S =

2.61

=

0.178153

inc

3.9188454 mm

0.0000000948 =

4.5250929 mm

Rata tebal plat dinding = Req Plate Thickness + corrosion allowance 4.5250929 mm Tebal plat = 0.18 inc =

Tebal Plat dinding design

=

6 mm

=

0.2358

Maximum Distance Between Stiffenings

H/L

l

= =

=

0.4

a=

0.004

0.455Xt (1/a) (S/(0.036 G H) 110.1878826 inc

Maximum jarak Stiffening Vertical

2.7987722 m =

2.5 m

Required Section modulus of Area l/H

H/l = 0.91978968 Z = l X 0.036 X G X H3 X G/(16 X S)

a=

0.017

=

98.4225 inc

inc

2.58 inc3 Section modulus of the tank plate Z=

l t2/6 0.9121 inc3

Minimum Required section modulus of stiffenings Z=

1.67 inc3

Bottom Plate When support by Beams

t=

l 1.254 (S/0.036 GH)

Number of beam = 4 , l = t=

0.8 m

0.0043 inc

Minimum Shell Thickness (t min) a. Minimum shell thickness (t min) pelat sisi  P sisi

t min =

= 3.73 mm b. Minimum shell thickness (t min) pelat bawah t min =

= 5.90 mm

Tank Weight

= =

31.49 inc 0.1084719

Self Weight Bar Weight Surface Area

2

Kg/m = 76.910 = 97.5 Kg/m [bar = L 50 x 50 x 5 = = Side + Cover + Bottom + ( rear and front) = (12x2.7x2) + (12x2.4x1) + (12x2.4x1) + (12x2.4x1) + (2.4x2.7x2) 2

= 0.00 m = Brazing Bar + Vertical Bar + Transvelsal Angel Bar = (3.36x12) + (2.7x10) + (2.4x10)

Bar Length

2

Total Weight

Fluid Weight

= 0.06716 m = Plate Weight + Bar Weight (Empty Weight) = (164.16 x 76.91) + (91.32 x 97.5) = 6.55 kg [During Hydrot  = Total water capacity = ρ x total tank volume 3

Total Full Tank Weight

3

= 1000 kg/m x [12 x 2.7 x 2.4]m = 0.00 kg = Total Weight + Fluid Weight on Hydrotest = 6.55 + 0.00 = 6.55 kg

Assumption

Plate Thickness Weld Join Efficiency

= =

5.00 mm 0.85 %

Self Weight

=

76.91 Kgf/m

2

Vertical Beam

Line load on beam w

= =

(1/10^9) x r x H x L 0.00000276 kgf/mm

=

1/20 (W x H^2)

Wind Load Wind Pres q = = Line Load

Maximum Moment Mmax

=

w

0 kgf.mm

=

Required section modulus of beam Z0

= =

Maximum Deflection = = For Vertical Beam Horizontal Beam

=

Total Mom

Mmax/σb

Mn

#REF!

mm

3

= =

0.157

x

w

x H^4

Modulus

120

x

E

x I

Z0

1.8987E-01 mm L Profile

= =

is suitable

Line Load Due Static Pressure w = = w

= =

Maximum Bending Moment Mmax =

1/10^9

x r 0.32805 kgf/mm

x

h1^2/8

1/10^9

x r 0.8748 kgf/mm

x

h1 x h2/2

w

x

= Mmax

=

-

I^2/12

kgf.mm

w

x

=

-

I^2/12

kgf.mm

Required Section Modulus of Beam Z0 Mmax/σb = = Z0

=

Mmax/σb

= For Horizontal Beam Maximum Deflection d =

3

mm

#REF!

3

mm

#REF! L Profile

50 x 50 x 5

is suitable

w x I^4 384 x E x I 1.99E+01 mm

= Horizontal Beam 1

Static Load w

= =

Maximum Moment Mmax =

1/10^9

x r 0.32805 kgf/mm

w

x

= Required Modulus Z0

= =

For Cover Plate Deflection δ

h1^2/8

I^2/12

0 kgf.mm

Mmax/σb 3

mm

#REF! L Profile

=

x

65 x 65 x 6

w

x I^4

is suitable

384 =

#REF!

x ExI mm

Horizontal Beam 2 (centre Beam)

Static Load w

= =

1/10^9

Maximum Moment Mmax =

x r 0.8748 kgf/mm

x

x

/

w

=

-

I^2

h2^2/8

12

kgf.mm

Required Section Modulus of Beam Z0 Mmax/σb = =

3

mm

#REF!

For Cover Plate

L Profile

50 x 50 x 5

is suitable

Stress Connection Between Bottom Plate and Vertical Stiffener

Toϴ

=

σB

= =

0.001659952 3.4((E x Qo)2 x w)^(1/3) 7.839515621 kgf/mm

Summary

Plate Thickness Side Bottom Cover Beam

L Profile

: : :

2.00 mm 5.00 mm 2.00 mm 50 x 50 x 5

is adequated for stiffener

Ambient 2.30 m 2.40 m 6.00 m

90.528 inc 94.464 inc 236.16 inc

280.00 m3 1.00 0.0015875 m 0.062484 in 30,000,000.00 13,750.00 ( Using SA 285 C Material )

H.1 B

H.2

#REF!

b=805

#REF!

b=805

m]

st ]

ure 60 x √H

0.00 r=200 90.9945

6

1/10 x q x h1/2 0.0737055 kgf/mm

0.0737055 h1=1620

ent 2 1/12 x w x I 859,184 kgf.mm

-

aximum Mmax/1.5σb 1,205.87 mm

3

0.00 #REF!

0.32805

r=1000

h1=1620

0.8748

r=1000

h1=1620 h2=1080

0.32805

r=1000

h1=1620

#REF!

0.8748

r=1000

h1=1620 h2=1080

RECTANGULAR TANK CALCULATION Project Client Date

: : :

Data Process

PLTG SENIPAH 2 X 41 MW , KALIMANTAN TIMUR KPMOG September 2012

Volume Vapor space

: : :

Liquid Densities

: :

Temperatur

:

Pressure Filling rate Withdrawal Rate

: : :

250 bbl 25 bbl

or

Condensate , down stream Sperarator 39 lb/cuft 624.7 kg/cum 87.8 ⁰ F 31 ⁰ C atmospheric 11524.1 lb/hr 2.6 GPM

39.74 m3 3.95 m3 43.69 m3

259 cuft/hr

Mechanical Design Data for calculation Minimum Requirement Volume - Length - Wide - Hight Surface area bottom Surface area shell Weight liquid H/L α Liquid density Sg. as Water Corrosion allowance Material Modulus elastisity Stress Value of plate

: : : :

L H

44 5.968 2.498 2.990 44.57 14.91 17.84 44,000.00

m3 m

234.96 In 98.33 In 117.72 In

M3 m2 m2 kg 0.501005 0.006

: : : : :

E S

1000 kg/m3 1 0

Bottom Plate ### kg/cm2 Shell Plate Pr ### kg/cm2

SA-36 30,000,000 11600 psi

Ration betwe 2 Factor β1 0.5

UL 142 : 17.21 , Minimum Plate thickness Tanks of this type shall be constructed from steel not thinner than 0.093 inch (2.36 mm) if of carbon steel or 0.071 inch (1.80 mm) if of stainless st eel. Use Bottom Plate Used shell plate

: :

6.00 mm 4.00 mm

STIFFENER 17.1.1 Stiffening bars may be attached to the tank wall either by intermittent or continuous welding and may be placed on the inside or outside of the tank walls. Vertical Shell Stifener W = 0.036 X G X H² /2 498.86

Momen enertia minimum

R1 R2

= =

0.3 X W 0.7 X W

149.66 349.20

I

=

1.25 x R1 x L^3 /E

t

=

L /(1.254 x ( S /(0.036 x G x H))^.5)

10.17 In⁴

Beam as bottom Support

17.1.2 Tie rods may be used inside of the tank. 17.1.3 Baffles may be tack welded or continuously welded on the inside of the tank. Ratio Vertikal / Horisontal

1.197149263

3.58