API 650 Storage Tank Load Computations With Ring Wall Foundation Design (8.7-m Diameter X 9.0-m Height)

API Storage Tank Design Load Calculation (API 650 10th edition)

Design Data 

Tank diameter (D)

8.70 m

Tank height (H) 5 courses courses of

9.00 m 1.8 -m flange flange height height

1.8 m (ection (ection !.".1.#) !.".1.#)

>

6ominal ca$acit&  nom 3

500 m!

$ecific gra%it& of content ' nit eight of steel γ  3

1.00 77 k6 : m!

inimum i%e oad

1.# k* k*a

ean inds$eed  3

#50 #50 k$h k$h

Design tem$erature T d 3

150 ;< (ma)

(ection !.10.#.1)

aimum internal $ressure $ i 3

#0 m+ar

#.00 k*a

inimum $ressure (%acuum)

-" m+ar

-0."0 k*a

aimum test $ressure $ t 3

#! m+ m +ar

u$$orted cone roof slo$e

&3 3

1 %ertical 5 hori4ontal

,

18 k*a ($$endi /)

#.!0 k* k *a ('uide to torage Tanks and ui$ment e

>

0.0"!

(ection !.10.2.1)

inimum &ield strength of materials  1 3

!" ksi

#28 *a (T  !" Ta+le !-#)

lloa+le tensile strength  ts 3

58 ksi

200 *a (T  !" Ta+le !-#)

#!.# ksi

1"0 *a (T  !" Ta+le !-#)

aimum $roduct design stress  d 3 Design +asis is lesser +eteen (#:!) 1 and (#:5)ts aimum h&drostatic test stress  t 3

1"0 *a (ection (ection !.".#.1 !.".#.1)) #2.9 ksi

Design +asis is lesser +eteen (!:2) 1 and (!:7)ts Height of liuid h 3 nom : =(π:2)D#>

17# *a (T  !" Ta+le !-#) 17# *a (ection (ection !.".#.# !.".#.#))

8.21 m

tion 1#.10.2)

!" Plate Thickness Design Calculation

!"1" Shell (1#$oot %ethod) 6ominal tank diameter D 3 Design liuid le%el H 3 Design s$ecific gra%it& ' 3 

" mm (Ta+le !-1)

!otto Plate Design +ottom $late thickness (t +) !" Annular Design annular +ottom $late thickness (t a+)  ith

5#!" mm flange idth ( f) 1800 mm course idth (c )

*ro?ection outside the shell

75 mm

50 mm (ection !.5.#)

>

Aeuired annular +ottom $late idth  a+ re 3 #10 t a+ : (H')0.5 a$ idth from annular +ottom to +ottom $late 6et radial idth  net 3 c  - $ro?ection - t ma - la$ idth

579.#8 mm (ection !.5.#) 50 mm @A/B mm

*&+$,

579.#8 mm

S+IS%IC L-AD (API 650 10th edition. A//endi +)

Design Data  Diameter of tank D 3 Height of tank H ma 3

8.70 m

aimum liuid le%el H 3 nit eight of steel γ  3

8.21 m

inimum s$ecified &ield strength of +ottom $late under the shell / +& 3

#28 *a

9.00 m 77 k6:m!

inimum roof $late thickness t h 3

" mm

Thickness at the +ottom $late of the shell t + 3

9 mm

Thickness at the +ottom course of the shell t +c 3

8 mm

nit eight of ater γ   3

9.81 k6:m!

$ecific gra%it& of content ' 3 nternal design $ressure $ 3

1.00 #000 *a

eismic 4one factor E 3 m$ortance factor  3 ite coefficient  3

0.2 (Ta+le -1 and Ta+le -#) 1.00 1 (Ta+le -!)

ateral earthuake force coefficient ratio < 1 3

0." ($$endi .!.!.1)

k for the ratio (D : H) 3 1.0!F 6atural $eriod of the first sloshing method T 3 1.81 k (D) 0.5

0.59 (/igure -2) !.15 ($$endi .!.!.#)

ateral earthuake force coefficient ratio (< #) (Ghen T , 2.5 < # 3 0.75  : T hen T I 2.5 < # 3 !.!75  : T#)

Aatio G1 : GT for the ratio (D : H) 3

0.#2 ($$endi .!.!.#)

1.0!

0.80 (/igure -#)

ffecti%e mass eight of content that mo%es in unison ith tank shell G 1 3 GT (G1:GT) Aatio G# : GT for the ratio (D : H) 3

1.0!

0.#5 (/igure -#)

ffecti%e mass eight of content that mo%es in first sloshing mode G # 3 GT (G#:GT) Aatio J1 : H for the ratio (D : H) 3

1.0!

0.20 (/igure -!)

Height from +ottom of tank shell to the centroid of lateral force J 1 3 H (J 1 : H) Aatio J# : H for the ratio (D : H) 3

1.0!

0.75 (/igure -!)

Height from +ottom of tank shell to the centroid of lateral force J # 3 H (J# : H)

Dr& eight from %endor data G D 3 Kottom $late eight G +$ 3 γ s (π : 2)(D C #t +c C 0.#)# t+ 6;TF *ro?ection idth outside tank shell for +ottom $late is assumed as 100 mm.

#"5 k6 2!.#7 k6

hell thickness t (mm)