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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] (kg/m3)
Density of Liquid Specific Gravity of Water for Hydrotest Corrosion Allowance Modulus of elasticity (E) Stress Value of Plate (S)
= = = = =
Bottom
Roof
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 Tebal plat = 0.18 inc = 4.5250929 mm Tebal Plat dinding design
=
6 mm
=
0.2358
Maximum Distance Between Stiffenings H/L
l
=
0.4
=
0.455Xt (1/a) (S/(0.036 G H)
=
110.1878826 inc
Maximum jarak Stiffening Vertical
a=
0.004
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 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
Bar Length
2
Kg/m = 76.910 = 97.5 Kg/m [bar = L 50 x 50 x 5 mm] = = 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) 2
Total Weight
Fluid Weight
Total Full Tank Weight
= 0.06716 m = Plate Weight + Bar Weight (Empty Weight) = (164.16 x 76.91) + (91.32 x 97.5) = 6.55 kg [During Hydrotest ] = Total water capacity = ρ x total tank volume 3 3 [12 x 2.7 x 2.4]m = 1000 kg/m x = 0.00 kg = Total Weight + Fluid Weight on Hydrotest = 6.55 + 0.00 = 6.55 kg
Assumption Plate Thickness Weld Efficiency
= =
Self Weight
=
5.00 mm 0.85 % 2 76.91 Kgf/m
Vertical Beam Line load on beam w
= =
(1/10^9) x r x H x L 0.00000276 kgf/mm
Maximum Moment Mmax = =
1/20 (W x H^2) 0 kgf.mm
Wind Load Wind Pressure q = = Line Load w = =
Required section modulus of beam Z0 Mmax/σb = = Maximum Deflection = = For Vertical Beam Horizontal Beam
Total Moment Mn =
#REF!
mm3
0.157 x 120 x 1.8987E-01 mm L Profile
=
w E
x H^4 x I
Modulus Maximum Z0 = =
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
= Mmax
= =
-
x I^2/12 kgf.mm
-
x I^2/12 kgf.mm
w
Required Section Modulus of Beam Z0 Mmax/σb = = Z0
=
#REF! Mmax/σb
= For Horizontal Beam Maximum Deflection d =
mm3
#REF! L Profile
mm3 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 = = Required Modulus Z0
= =
For Cover Plate Deflection δ
1/10^9
w
x
h1^2/8
x I^2/12 0 kgf.mm
Mmax/σb #REF! L Profile
=
x r 0.32805 kgf/mm
mm3 65 x 65 x 6
w x I^4
is suitable
=
#REF!
384 x E x I mm
Horizontal Beam 2 (centre Beam) Static Load w
= =
1/10^9
Maximum Moment Mmax = =
x r 0.8748 kgf/mm
x
x I^2 kgf.mm
/
w -
h2^2/8
12
Required Section Modulus of Beam Z0 Mmax/σb = =
mm
#REF!
For Cover Plate
L Profile
3
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
50 x 50 x 5 mm]
ring Hydrotest ]
Wind Load Wind Pressure 60 x √H
0.00 r=200 90.9945
1/106 x q x h1/2 0.0737055 kgf/mm
0.0737055 h1=1620
Total Moment 1/12 x w x I2 859,184 kgf.mm
-
Modulus Maximum Mmax/1.5σb 3 1,205.87 mm
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
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
Temperatur Pressure Filling rate Withdrawal Rate
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
: :
1000 kg/m3 1 0
: SA-36 : :
E S
Bottom Plate Pressure ### kg/cm2 Shell Plate Presure ### kg/cm2
30,000,000 11600 psi
Ration between a/b 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 steel. 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
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
: : :
TANK DATA Design Temperature Height of Tank Width of Tank Length of Tank Larger I
= = = =
[millimeter] [millimeter] [millimeter] (kg/m3)
Density of Liquid Specific Gravity of Water for Hydrotest Corrosion Allowance Modulus of elasticity (E) Stress Value of Plate (S)
= = = = =
Bottom
Roof
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 Tebal plat = 0.18 inc = 4.5250929 mm Tebal Plat dinding design
=
6 mm
=
0.2358
Maximum Distance Between Stiffenings H/L
l
=
0.4
=
0.455Xt (1/a) (S/(0.036 G H)
=
110.1878826 inc
Maximum jarak Stiffening Vertical
a=
0.004
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 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
Bar Length
2
Kg/m = 76.910 = 97.5 Kg/m [bar = L 50 x 50 x 5 mm] = = 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) 2
Total Weight
Fluid Weight
Total Full Tank Weight
= 0.06716 m = Plate Weight + Bar Weight (Empty Weight) = (164.16 x 76.91) + (91.32 x 97.5) = 6.55 kg [During Hydrotest ] = Total water capacity = ρ x total tank volume 3 3 [12 x 2.7 x 2.4]m = 1000 kg/m x = 0.00 kg = Total Weight + Fluid Weight on Hydrotest = 6.55 + 0.00 = 6.55 kg
Assumption Plate Thickness Weld Efficiency
= =
Self Weight
=
5.00 mm 0.85 % 2 76.91 Kgf/m
Vertical Beam Line load on beam w
= =
(1/10^9) x r x H x L 0.00000276 kgf/mm
Maximum Moment Mmax = =
1/20 (W x H^2) 0 kgf.mm
Wind Load Wind Pressure q = = Line Load w = =
Required section modulus of beam Z0 Mmax/σb = = Maximum Deflection = = For Vertical Beam Horizontal Beam
Total Moment Mn =
#REF!
mm3
0.157 x 120 x 1.8987E-01 mm L Profile
=
w E
x H^4 x I
Modulus Maximum Z0 = =
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
= Mmax
= =
-
x I^2/12 kgf.mm
-
x I^2/12 kgf.mm
w
Required Section Modulus of Beam Z0 Mmax/σb = = Z0
=
#REF! Mmax/σb
= For Horizontal Beam Maximum Deflection d =
mm3
#REF! L Profile
mm3 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 = = Required Modulus Z0
= =
For Cover Plate Deflection δ
1/10^9
w
x
h1^2/8
x I^2/12 0 kgf.mm
Mmax/σb #REF! L Profile
=
x r 0.32805 kgf/mm
mm3 65 x 65 x 6
w x I^4
is suitable
=
#REF!
384 x E x I mm
Horizontal Beam 2 (centre Beam) Static Load w
= =
1/10^9
Maximum Moment Mmax = =
x r 0.8748 kgf/mm
x
x I^2 kgf.mm
/
w -
h2^2/8
12
Required Section Modulus of Beam Z0 Mmax/σb = =
mm
#REF!
For Cover Plate
L Profile
3
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
50 x 50 x 5 mm]
ring Hydrotest ]
Wind Load Wind Pressure 60 x √H
0.00 r=200 90.9945
1/106 x q x h1/2 0.0737055 kgf/mm
0.0737055 h1=1620
Total Moment 1/12 x w x I2 859,184 kgf.mm
-
Modulus Maximum Mmax/1.5σb 3 1,205.87 mm
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
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
Temperatur Pressure Filling rate Withdrawal Rate
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
: :
1000 kg/m3 1 0
: SA-36 : :
E S
Bottom Plate Pressure ### kg/cm2 Shell Plate Presure ### kg/cm2
30,000,000 11600 psi
Ration between a/b 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 steel. 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
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
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