api 650 storage tank load computations with ring wall foundation design (8.7-m diameter x 9.0-m...

8/12/2019 API 650 Storage Tank Load Computations With Ring Wall Foundation Design (8.7-m Diameter X 9.0-m Height)

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

Design Data

Tank diameter (D) 8.70 m

Tank height (H) 9.00 m

5 courses of 1.8 -m flange height > 1.8 m (ection !.".1.#)

500

$ecific gra%it& of content ' 1.00

77

inimum i%e oad 1.# k*a (ection !.10.#.1)

#50 k$h

150

#0 m+ar #.00 k*a , 18 k*a ($$endi /)

inimum $ressure (%acuum) -" m+ar -0."0 k*a

#! m+ar #.!0 k*a ('uide to torage Tanks and ui$ment e

u$$orted cone roof slo$e & 3 1 %ertical

3 5 hori4ontal > 0.0"! (ection !.10.2.1)

!" ksi #28 *a (T !" Ta+le !-#)

58 ksi 200 *a (T !" Ta+le !-#)

#!.# ksi 1"0 *a (T !" Ta+le !-#)

1"0 *a (ection !.".#.1)

#2.9 ksi 17# *a (T !" Ta+le !-#)

17# *a (ection !.".#.#)

8.21 m

6ominal ca$acit& nom

3 m!

nit eight of steel 3 k6 : m!

ean inds$eed 3

Design tem$erature Td3 ;< (ma)

aimum internal $ressure $i3

aimum test $ressure $t3

inimum &ield strength of materials 13

lloa+le tensile strength ts3

aimum $roduct design stress d3

Design +asis is lesser +eteen (#:!)1and (#:5)

ts

aimum h&drostatic test stress t3

Design +asis is lesser +eteen (!:2)1and (!:7)

ts

Height of liuid h3

nom: =(:2)D#>


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tion 1#.10.2)


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!" Plate Thickness Design Calculation

!"1" Shell (1#$oot %ethod)

6ominal tank diameter D 3 8.70 m

Design liuid le%el H 3 8.21 m

Design s$ecific gra%it& ' 3 1.00

C

td(mm) t

t(mm)

inimum roof $late thickness (th)

Design +ottom $late thickness (t+)

Design annular +ottom $late thickness (ta+

)

mm flange idth (f)

mm course idth (c

)

Aeuired annular +ottom $late idth a+ re

3 #10 ta+

: (H')0.5

6et radial idth net

3 c

- $ro?ection - tma

- la$ idth


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

Design Data

Diameter of tank D 3 8.70 m

9.00 m

aimum liuid le%el H 3 8.21 m

77

#28 *a

" mm

9 mm

8 mm

9.81

$ecific gra%it& of content ' 3 1.00

nternal design $ressure $ 3 #000 *a

eismic 4one factor E 3 0.2 (Ta+le -1 and Ta+le -#)

m$ortance factor 3 1.00

ite coefficient 3 1 (Ta+le -!)

0." ($$endi .!.!.1)

k for the ratio (D : H) 3 1.0!F 0.59 (/igure -2)

!.15 ($$endi .!.!.#)

0.#2 ($$endi .!.!.#)

1.0! 0.80 (/igure -#)

1.0! 0.#5 (/igure -#)

1.0! 0.20 (/igure -!)

1.0! 0.75 (/igure -!)

#"5 k6

2!.#7 k6

6;TF *ro?ection idth outside tank shell for +ottom $late is assumed as 100 mm.

Height of tank Hma

3

nit eight of steel 3 k6:m!

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

3

inimum roof $late thickness th3

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

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

3

nit eight of ater

3 k6:m!

ateral earthuake force coefficient ratio 1.50 (-3)

1779 111# 1."0 > 1.50 (-3)

nless s$ecified from %endor data the ratio of o$erating $ressure to design $ressure is assumed as 0.2 in oad 925

22 or ## $er side

#550

79 mm 5100 mm

250 mm

71 mm 5100 mm

250 mm

ntal and 9ertical rein'orceent s/acing is -3)

or Design Aial Strength (ACI Section 1"5" 589! k6 (-3)

T

6ormal6

(k6)

Hori4ontalH

(k6)

Grf

) C / C *i

Grf

) C HtC *

t

Grf

) C G C 0.2*i

Grf

) C r

Grf

) C o

Grf

) C / C oC 0.2*

i

e $ressure /s3 1." N

a

soh

oil $ressure /a3 1." (N

a

soh)(h : #)

hori4ontal load / 3 /sC /

a

nsion Th3 (1:#) / D

ri

ertical on ring r

(k6)

/s (k6 :

m)

/a (k6 :

m)/ (k6) Th (k6)

C G

rf) C / C *

i>

C G

rf) C H

tC *

t>

C G

rf) C *

i> C G

C Grf

) C 0.5r

C Grf

) C o

C G

rf) C / C *

i> C

o

m hoo$ tension Thma

3

ement area to resist hoo$ tension st3 Thma: f& mm#

hori4ontal reinforcement shmin

3 0.00#5 + h mm# mm#

num+er of reinforcements nh3 2

sh: (d

+h#)

%ertical reinforcement s%min

3 0.0015 + mm#: m

reinforcement s$acing s%3 1000 (: 2) d

+%#:

s%

sh3 (h - #c - n

hd

+):(n

h- 1)

55 (0.70) fMc

gO1 C =k h : (!# +)>#P I ma(

r)


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/lan?

1000 . Dr8i @000 "

section?

. h


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-3)

-3)

-3)

-3)

-3)

-3)

-3)

-3)

-3)


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2 -$ T&SS %+%!+&S (AISC STA2DA&DS)

#00000 *a (odulus of elasticit& of structural steel)#28 *a !" ksi (Qield stress of structural steel)

1# mm (Thickness of gusset $late s$acing of +ack-to-+ack angle sections)

" mm (Thickness of gusset $late s$acing of 70 J 70 J ")

#0 mm

+olt ca$acit& (dou+le shear) !1.80 ki$s ( /

a3 =(1#:#!) # : ( : r

min)#> : (1." -0.005 : r

min)

/3 /

a

ain mem+ers ( : rmin

, !00)

econdar& : +racing mem+ers ( : rmin

, !00)


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uss Aeactions em+er $ro$e

Keam :< 6ode ial /orce k6 hear-Q k6 hear-E k6 Torsion k6m oment-Q k6m oment-E k6m < or T (mm) uantit&

1 1 1 17 0.#01 0 0 0 0.07" < !!99 # 150 150 10 #900 ".!9C0"! -17 -0.#01 0 0 0 0."08

# 1 ! !5 -0.02# 0 0 0 -0.50"

# -! 0 0 0 0 0

9 1 # ! 0 0 0 0 0

api 650 storage tank load computations with ring wall foundation design (8.7-m diameter x 9.0-m...

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