mechanical design of column

8/17/2019 mechanical design of column

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DESIGN OF COLUMN WALL THICKNESS

1. Design pressure of the process:

• P = 1200 kN/m2 = 1.2 N/mm2

2. Wall thickness of shell:

t = Pi Di

2 SE−0.2 Pi

Pi = Desig !"ess#"e = 1.2 N/mm2

Di = ie" $i%me&e" '( &)e *'+#m = 1,00 mm

S = &)e $esig s&"ess '( &)e m%&e"i%+ '( *'s&"#*&i'

E = &)e -e+$ 'i& e((i*ie* = 1.0

T)e -e+$ 'i& is $'#+e -e+$e$ #&& '" e#i%+e& 'i& %$ 100 !e"*e& $eg"ee '(

"%$i'g"%!).

F"'m &%+e 13.24 T!i*%+ M%5im#m A++'-%+e S&"esses ('" P+%&e #$e" ASME 6P7 *'$e Se*.7III D.I

Desig &em!e"%"e4 1,0 0C→

802 0F

Tem!e"%"e M%5 %++'-%+e s&"ess9 S

800 1,

802 :

,00 12.;

: = 13.;< 1, ksi

1, ksi =108.322 N/mm2

t = 1.2(1500)

2 (103.422 ) (1 )−1.2(1.2)

1


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= ?mm

@ T)e +eg&) '( *+i$"i*%+ *'+#m %& &)e %se '( *'+#m is 8>m. i& is +ike+ &)%& &)e *'+#m -i++

#*k+e9 &)#s -e +e& &)e &)i*kess e 10mm.

N'&e4

A m#*) &)i*ke" -%++ %& &)e %se '( *'+#m is &' -i&)s&%$ &)e -i$ +'%$ %$ $e%$ -eig)& '( *'+#m.

As &)e (i"s& &"i%+9 -e $ii$e &)e *'+#m i&' , se*&i's -i&) &)i*kess i*"e%sig 2mm !e" se*&i'.

@ T)i*kess '& i*+#$e &)e $'me

F'" %++ '&)e" *%+*#+%&i's9 &)e %e"%ge &)i*kess is #se$.

T %g =

t 1+ t 2+t 3+t 4+ t 55

=10+12+14+16+18

5

T %g = 13 mm

2


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3. Dead weight load of DC

C'sis& '(4

• Weig)& '( me&%+ m%ke #! &)e m%i '$ WB

• Weig)& '( siee !+%&e %$ %**ess'"

• Weig)& '( is#+%&i' m%&e"i%+

F'" se*&i' 19

Ci"*#m(e"e*e = 2 π

"

=π

$ = π (1500 )=4712.39mm

•F'" s&ee+ esse+4

Wv=240CwDw ( Hv+0.8 Dm ) t

W)e"e4

W = &'&%+ -eig)& '( s)e++

C- = 1.1, ('" *'+#m -i&) m%)'+e

H = )eig)& '( *'+#m =8>m

T= &%g

Dm = me% $i%me&e" '( esse+

Dm= Di+ t X 10−3

Dm = 1., 13 5 108B

3


4/12

= 1.,13 m

• W = 230 : 1.1, : 1.,13 8> 0.< : 1.,13B 13

= 2289,8;.1


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4. %ffect of wind load

P- = 0.0> U-2 ('" *+i$e" -i&) %&&%*)me&

T%ke $%mi* -i$ !"ess#"e %s 1>;2 N/m29 *'""es!'$ig &' 1?0 k!) 100 m!)B ('"

!"e+imi%" $esig s$ies.

5. &ean dia'eter of (essel including thickness and insulation:

¿ Di+2 (tavg+ tins ) X 10−3

= 1., 213,0B 5 108

=1.!2$ '

!. )oading per linear 'eter* +w

W= 1>;2 N/m

2

5 1.?2< m = 2#1,.3$ N-'

,. ending 'o'ent at /otto' colu'n*&0

M5 = FW

2 x Hv 2

= 2;1>.8< N/mB/2B 5 8>B2 m

= 1* ##!*#43.$,2 N.'

$. nalsis of stress:

C'sis& '(4

• Ci"*#m(e"e&i%+ s&"ess

5


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• +'gi$i%+ s&"ess

Ci"*#m(e"e&i%+ s&"ess4

) = PiDi2 t N/mm

2B =1.2 x15002 x18 = 5 N-''

2

L'gi$i%+ s&"ess4

L = PiDi

4 t N/mm2B =

1.2 x1500

4 x 18 = 25 N-''2

#. Dead weight stress* w

- =Wv

π ( Di+t )t N/mm2B

=223.54 x10

3 N

π (1500mm+18mm)18mm

= 2.!4 N-''2

1. ending stress* /

=±

M

Iv ( Di2 +t )

W)e"e4

M= e$ig m'me& %& '&&'m *'+#m

I= se*'$ m'me& %"e%

6


7/12

( =

D

π

64¿ o

4 Di46

Do= Di+2 t

= 1,00 2 1


8/12

D'--i$4

= L - −¿

$'--i$B = 2, 2.?03B ?2.0; = 8;> N/mm2

@- is *'m!"essie &)e"e('"e i& is eg%&ie.

= ,0 N/mm2

=,0 8;.>B

= N/mm2

8

84.5 N/mm2

Upwind

50

N/mm2

Downwind

50

N/mm2


9/12

12. Conclusion

T)e s&"ess $i((e"e*es ('" #!-i$ %$ $'--i$ *'$i&i' %"e +ess &)% S= 108.32 kN/mm 2. T)e"e('"e

&)e $esig &)i*kess9 & '&&'m = 1< mm is s%&is(%*&'".

DESIGN ON 7ESSEL SUPPOJT

S = m%5 %++'-%+e s&"ess =


10/12

¿ π

4(1.5 )2 X 37 x

1000kg

mm2 x

9.81

1000kN

= ?31.32 kN

M%5 $e%$ -eig)& = ?31.32 8,1.;<

= ;;8.3 kN

2. Wi$ +'%$ = 2;1>.8>? N/m

8. 6e$ig m'me& %& %se '( ski"&4

¿1

2 X

2W

¿1

2 X 2.92 X (37+2.5 )2

¿2277.97 kN

3. 6e$ig s&"ess i &)e ski"&9 s

s = 3@Ms/π ¿ @Ds &B@&@Ds

= 3@ 22>>.;> @ 108 @ 108B/π

1,8?1


11/12

=993.4 x10

3

π (1536+18) (18)

= 11.80 N/mm2

-s '!e"%&igB 4 -i&)'#& -%&e"

=351.98 x10

3

π (1536+18) (18)

=


12/12

CO7EJ DESIGN

S&%$%"$ e++i!s'i$%+ &!e

t = Pi Di

2 SE−0.2 Pi

t = 1.2(1500)

2 (89) (1)−0.2(1.2)

= 10.12 mm

A$$ 2 mm ('" *'""'si' %++'-%*e4

10.12 2

= 12.18 mm

12

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mechanical design of column