Rectangular Tank

TABLE OF CONTENTS SR. NO. 1 2 3 4 5 6

DESCRIPTION Design of Side Plate H-W Design of Side Plate H-D Section Properties calculation for Side plates Design of Bottom Plate Section Properties calculation for Bottom plate Design of Partition Plate

PAGE NO 3 4 5 6 7 8

Desig n of Side Plate H-W Input Yield Stress of plate Modulus of Elasticity of plate Specific Gravity of Liquid Corroded plate thickness Height of tank Width of the Tank Depth of the Tank

Page 3 Item No U-FA3701/4701 Ys E G t H =a W =b D

Vertical Stiffener

2090 1921152 1.03 8 2450 3500 2500 Top Stiffener

Kg/cm2 Kg/cm2 mm mm mm mm

SIDE PLATE H-W

H=a Horizontal Stiffener

W=b

Output Checking Induced Stress and Deflection of Plate with out any Stiffener Ratio = a/b 0.7000 Uniformly decreasing load q = H G/10000 0.25235 Kg/cm2 Factor 0.1640 β α Factor 0.0337 NOT OK Induced Stress Max sa = b q b2/ t2 7920 Kg/cm2 Allowable Stress Sa = 0.66Sy 1379 Kg/cm2 NOT OK Deflection y = a q b4/ (Et3) 1297.2 mm Maximum Deflection ymax = 0.5 t 4 mm STIFFENER IS REQUIRED Check for Stiffener Requirement Checking Induced Stress and Deflection of Plate with Stiffener Top Stiffener nt 1 No. of Horizontal Stiffeners nh 3 No. of Vertical Stiffeners nv 3 Plate width in calculation b = D / (nv+1) 875.0 mm Plate height in calculation a = H / (nh+1) 612.5 mm Ratio = a/b 0.7000 Effective q q 0.189 Kg/cm2 β Factor 0.1204 α Factor 0.0097 OK Induced Stress Max sa = b q b2/ t2 273 Kg/cm2 Allowable Stress Sa = 0.66Sy 1379 Kg/cm2 OK Deflection y = a q b4/ (Et3) 1.1 mm Maximum Deflection ymax = 0.5 t 4 mm Top Stiffener Design Maximum Reaction at Stiffener R = 0.166 q a 193 Kg/m Maximum Moment M = R b2 / 12 12 Kg-m Required Section Modulus Zr = M/Sa 893 mm3 OK Provided Section Modulus Zp 4800 mm3 Horizontal Stiffener Design Maximum Reaction at Stiffener R = 0.33 q a 383 Kg/m Maximum Moment M = R b2 / 12 24 Kg-m Required Section Modulus Zr = M/Sa 1769 mm3 OK Provided Section Modulus Zp 4800 mm3 Vertical Stiffener Design Maximum Moment M = 0.0642 q a2 b 40 Kg-m Required Section Modulus Zr = M/Sa 2892 mm3 OK Provided Section Modulus Zp 4800 mm3

Design of Side Plate H-D

Page 4 Item No U-FA3701/4701 Ys E G t H =a D =b

Input Yield Stress of plate Modulus of Elasticity of plate Specific Gravity of Liquid Corroded plate thickness Height of tank Depth of the Tank

2090 1921152 1.03 8 2450 2500

Kg/cm2 Kg/cm2 mm mm mm

SIDE PLATE H-D Vertical Stiffener Top Stiffener

H

Horizontal Stiffener D

Output Checking Induced Stress and Deflection of Plate with out any Stiff ener Ratio = a/b 0.9800 Uniformly decreasing load q = H G/10000 0.252 Kg/cm2 β Factor 0.1456 α Factor 0.0310 NOT OK Induced Stress Max sa = b q b2/ t2 3589 Kg/cm2 Allowable Stress Sa = 0.66Sy 1379 Kg/cm2 NOT OK Deflection y = a q b4/ (Et3) 310.6 mm Maximum Deflection ymax = 0.5 t 4 mm STIFFENER IS REQUIRED Check for Stiffener Requirement Checking Induced Stress and Deflection of Plate with Stiffener Top Stiffener nt 1 No. of Horizontal Stiffeners nh 2 No. of Vertical Stiffeners nv 3 b 816.7 mm a = D / (nv+1) 625.0 mm Ratio = a/b 0.765 Effective q q 0.252 Kg/cm2 0.0149 β Factor Factor 0.0002 α OK Induced Stress Max sa = b q b2/ t2 39 Kg/cm2 Allowable Stress Sa = 0.66Sy 1379 Kg/cm2 OK Deflection y = a q b4/ (Et3) 0.0 mm Maximum Deflection ymax = 0.5 t 4 mm Top Stiffener Design Maximum Reaction at Stiffener R = 0.166 q a 263 Kg/m Maximum Moment M = R b2 / 12 15 Kg-m Required Section Modulus Zr = M/Sa 1059 mm3 OK Provided Section Modulus Zp 4800 mm3 Horizontal Stiffener Design Maximum Reaction at Stiffener Maximum Moment Required Section Modulus Provided Section Modulus Vertical Stiffener Design Maximum Moment Required Section Modulus Provided Section Modulus

R M Zr Zp

= 0.33 q a = R b2 / 12 = M/Sa

M Zr Zp

= 0.0642 q a2 b = M/Sa

520 29 2097 4800

Kg/m Kg-m mm3 mm3

OK

52 Kg-m 3747 mm3 4800 mm3

OK

Section Properties calculation for Side plates INPUT

Page 5

I BEAM

ANGLE

STIFF TYPE b1 t1 b2 t2 d tw

0 0 0 0 60 8

2

mm mm mm mm mm mm

b1

2

y2

y2

t

b y1

y1

tw 1

1

1

d

d

2

tw

b2

t2

2

BAR

T-

CCHANN EL

SECTION 2

y2

y2

2

y2

2 t1

b1

b1

tw y1 1

d

1

y1

y1

t1 1

d

b2

t2

2

2

OUTPUT Top Flange Web Bottom Flange Total

1

d

1

2

Member

tw

1

tw

PROPERTIES FOR SECTION 1-1 Height mm

Width mm

0 60 0

Area mm2 0 8 0

y 1-1 mm 0 480 0 480

Total height of Beam Moment of Inertia 1-1 Axis Height of CG from Top Flange Section Modulus with y1-top Height of CG from Bottom Flange Section Modulus with y1-bottom

A*y mm2 0 30 60

0 14400 0 14400 60 144000 30.0 4800 30.0 4800

I1 y1-top Z1-top y1-bottom Z1-bottom

h mm

h2 mm2

30.0 0.0 -30.0

Ah2 mm4

900 0 900

I mm4 0 0 0 0

0 144000 0 144000

mm mm4 mm mm3 mm mm3

PROPERTIES FOR SECTION 2-2 Height mm Top Flange Web Bottom Flange Total

Width mm 0 8 0


Area mm2 0 60 0

y 2-2 mm 0 480 0 480

A*y mm2 0 4 0


h mm

0 1920 0 1920 0 2560 4.0 640 -4.0 -640

h2 mm2 4.0 0.0 4.0


Ah2 mm4 16 0 16

I mm4 0 0 0 0

0 2560 0 2560

Page 6

Design o f Bott om Plate Input

Item No U-FA3701/4701 Ys E G t H W D

Yield Stress of plate Modulus of Elasticity of plate Specific Gravity of Liquid Corroded plate thickness Height of tank Width of the Tank Depth of the Tank

2090 1921152 1.03 8 2450 3500 2500

Kg/cm2 Kg/cm2 mm mm mm mm

BOTTOM PLATE W-D Minor Stiffener

D

W

Major Stiffener

Output Checking Induced Stress and Deflection of Plate without any Stiffener Maximum of (D,W) b =W 3500 mm Maximum Ratio (D/W or W/D) = a/b 1.400 Uniformly decreasing load q = H G/10000 0.25235 Kg/cm2 Factor 0.4530 β Factor 0.0770 α Induced Stress Max sa =b q b2/ t2 21881 Kg/cm2 NOT OK Allowable Stress Sa = 0.66Sy 1379.4 Kg/cm2 Deflection y = a q b4/ (Et3) 2964.4 mm NOT OK Maximum Deflection ymax = 0.5 t 4 mm Check for Stiffener Requirement STIFFENER IS REQUIRED Checking Induced Stress and Deflection of Plate with Stif fener No. of Horizontal Stiffeners nh 3 No. of Vertical Stiff eners nv 6 b = W / (nv+1) 500 mm a = D / (nh+1) 625 mm Ratio = a/b 1.250 Effective q q 0.252 Kg/cm2 Factor 0.3954 β Factor 0.0655 α Induced Stress Max sa = b q b2/ t2 389.8 Kg/cm2 OK Allowable Stress Sa = 0.66Sy 1379.4 Kg/cm2 Deflection y = a q b4/ (Et3) 1.049 mm OK Maximum Deflection ymax = 0.5 t 4.000 mm Major Beam Stiffener Design Major Beam Length b =D 2500 mm Effective width of Loading Area a = D / (nh+1) 625 mm Compressive stress on beam W =qab 3943 Kg Thickness of the web of major beam tw 6 mm Induced Compressive stress in beam Sc = W / (tw b) 26.3 Kg/cm2 OK Allowable compressive Stress Sac = 0.6 Sy 1254.0 Kg/cm2 Minor Beam Stiffener Design Minor Beam Length b = W / (nv+1) 625 Effective width of Loading Area a = D / (nh+1) 500 Maximum Reaction at Stiffener R =qa 1262 Kg/m Maximum Moment M = R b2 / 8 62 Kg-m Required Section Modulus Zr = M/Sa 4466 mm3 Provided Section Modulus Zp 4800 mm3 OK Provided Moment of Inertia Ip 144000 mm4 Actual Deflection of Beam y = 5 R b4 / (348 E I) 0.91 mm OK Allowable Deflection ya = b/300 2.08 mm

Section Properties calculation for Bottom plate INPUT

Page 7

I BEAM

ANGLE

STIFF TYPE b1 t1 b2 t2 d tw

0 0 0 0 60 8

2

mm mm mm mm mm mm

b1

2

y2

y2

t

b y1

y1

tw 1

1

d

1 d

2

tw

b2

t2

2

BAR

T-

CCHANN EL

SECTION 2

y2

y2

2

y2

2 t1

b1

b1

tw y1 1

d

1

y1

y1

t1

1

tw 1

d

b2

t2

2

2

OUTPUT Top Flange Web Bottom Flange Total

1

d

1

2

Member

tw

PROPERTIES FOR SECTION 1-1 Height mm

Width mm

0 60 0

Area mm2 0 8 0

y 1-1 mm 0 480 0 480


A*y mm2 0 30 60

0 14400 0 14400 60 144000 30.0 4800 30.0 4800


h mm

h2 mm2

30.0 0.0 -30.0

Ah2 mm4

900 0 900

I mm4 0 0 0 0

0 144000 0 144000


PROPERTIES FOR SECTION 2-2 Height mm Top Flange Web Bottom Flange Total

Width mm 0 8 0


Area mm2 0 60 0

y 2-2 mm 0 480 0 480

A*y mm2 0 4 0


h mm

0 1920 0 1920 0 2560 4.0 640 -4.0 -640

h2 mm2 4.0 0.0 4.0


Ah2 mm4 16 0 16

I mm4 0 0 0 0

0 2560 0 2560

Design o f Partition Plate INPUT DATA

Page 8

=

Partition plate material

SA 240 TYPE 304

Yield strength of the dividing wall material

f y

=

2050

Flat plate co-efficient as per table 4.6 case-1 Denis Moss

β

=

0.194

Flat plate co-efficient as per table 4.6 case-1 Denis Moss Allowable Bending Stress, 066 x F Y

y

=

0.039

Fb

=

Bar

1353

Bar

19624

psi

Specific gravity

Sg

=

1.14

Modulas of Elasticity @ Design Temperature

E

=

2.73E+07

Psi

a

a

=

2400

mm

7.87

ft

b

b

=

2500

mm

98.43

in

a/b

a/b

=

0.96

p

=

3.89

Psi

=

0.27

Bar

=

15.49

mm

0.61

in

8.00

mm

0.31

in.

422.26

mm

16.62

in.

Load

62.4*a*Sg/144 Required dividing wall thickness 2

1/2

tb

(β1*p*b /Fb)

T

PROVIDED CORRODED THICKNESS OF PARTITION PLATE

=

Deflection of Partition plate 4

3

(p*y1*b /E*tb )

δ

=

Now, as per Denis Moss allowable Limit of deflection is the smaller of tb/2 or b/360. Case-1 For tb/2

δ

=

7.74

mm

δ

=

6.94

mm

Case-2

For b/360

6.94 Allowable limit of deflection,

If δ > δallowable , unstiffened partition plate is not safe. δ > δallowable, Heance Stiffners are required.

δallowable

=

6.94

Page 9 Paritition p late with stiffners =

Partition plate material

SA 240 TYPE 304

Yield strength of the dividing wall material

f y

=

Flat plate co-efficient as per table 4.6 case-1 Denis Moss

β y

=

0.30

=

0.052

Fb

=

Flat plate co-efficient as per table 4.6 case-1 Denis Moss Allowable Bending Stress, 066 x F Y

2050

Bar

1353

Bar

19624

psi

Specific gravity

Sg

=

1.14

Modulas of Elasticity As per TEMA Code for temp 60 ˚C

=

2.73E+07

Number of horizontal stiffners

E Nh

=

1

Number of vertical stiffner

Nv

=

2

=

8

mm

=

1200

mm

3.94

ft

47.24

in

833

mm

32.81

in

Thickness of stiffner a

a

b

b

a/b

a/b

= =

Psi

1.44

Height of stiffner

h

60

mm

Load

y

34

mm

62.4*a*Sg/144

p

=

1.94

Psi

=

0.13

Bar

=

4.53

mm

0.18

in

Required dividing wall thickness 2

1/2

(β1*p*b /Fb)

PROVIDED CORRODED THICKNESS OF PARTITION PLATE

length of partition plate that work s w ith stiffener

tb T

L

=

5.00

mm

0.197

in.

6

in.

160

mm

=

144000

mm

=

0.346

in

=

480

mm

=

L=32tb Moment of Inertia, Stiffener

Is

3

ts*h /12 Area o f St if fen er

As

ts*h Area o f p art it io n pl ate w or ki ng w it h s ti ff ener

Ap

4

2

2

=

18.90

in

=

1.123 28.52781811

in MM2

tb*l Distance from centroid of composite section to panel

4

2

Cp

=

0.139

in.

Cs

=

2.402

in.

I

=

0.352

in

(Asy/(As+Ap)+tb/2) Distance from centroid of composite s ection to stiff ener

(h+tb)-Cp Moment of Inertia 2 2 Is+(Aptb /12)+A s Apy /(As+Ap)

4

Horizontal Stiffener

Page 10 Pn

=

1.945

Psi

Shear Load

V

=

200.97

lb

Pn*l*b/2 Moment

M

=

1648.39

in.lb

δ

=

0.019224386

in

0.488299395

mm

Uniform Press ure at any elevation, a n

an*62.4*Sg/144

2

Pn*l*b /8 Deflection of partition plate 4

5*Pn*l*b /(384*E*I)

Vertical Stiffener Maximun uniform Pressure

P

=

1.945

Psi

M

=

1755.535

in.lb

V

=

192.933

lb

δ

=

0.04133067

in

1.05

mm

a*62.4*Sg/144 Moment 2

0.0642*p*l*a Shear Load

p*l*a/3 Deflection of partition plate 4

2.5*p*l*a /(384*E*I) Now, as per Denis Moss allowable Limit of deflection is the smaller of tb/2 or b/360. Case-1 For tb/2

δ

=

2.50

mm

δ

=

2.31

mm

=

2.31

mm

бp

=

649.04

Psi

SAFE

бs

=

11253.39

Psi

SAFE

бp

=

691.23

Psi

SAFE

бs

=

11984.87

Psi

SAFE

Case-2

For b/360 Allowable limit of deflection,

δallowable

Stiffened partition plate is safe. Stresses in Horizontal stiffener

Bending stress in panel M*Cp/I Bending stress in stiffener M*Cs/I бp & бs are less than Fb, hence stiffner safe. Stresses in Vertical stiffener Bending stress in panel M*Cp/I Bending stress in stiffener M*Cs/I бp & бs are less than Fb, hence stiffner safe. бp & бs are less than Fb, hence stiffner safe. Size of Horizontal / Vertical stif feners

Thickess Width length

8 60 As shown in GA drawing

Rectangular Tank

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